CN115370149A

CN115370149A - Construction method of linear accelerator machine room

Info

Publication number: CN115370149A
Application number: CN202211170406.5A
Authority: CN
Inventors: 刘丽航; 郭新峰; 叶一蕾; 刘文美; 金昆阳
Original assignee: Geshan Construction Group Co Ltd
Current assignee: Geshan Construction Group Co Ltd
Priority date: 2022-09-23
Filing date: 2022-09-23
Publication date: 2022-11-22

Abstract

The invention discloses a construction method of a linear accelerator machine room, which comprises the following steps of S1, steel bar engineering: binding the shear wall steel bars → arranging temperature measuring points in the wall; s2, template engineering: construction of a shear wall template → construction of an inner wall heat insulation layer → elastic threads → construction of peripheral columns and cross braces → construction of plate template supports → construction of plate steel bars → arrangement of plate internal temperature measuring points → construction of plate templates → construction of outer wall heat insulation layers → hidden inspection; s3, concrete engineering: concrete pouring → surface heat preservation construction. According to the invention, the threaded screw is adopted, the tolerance of 50mm exists inside and outside the screw, the T-shaped wall and the straight wall in the machine room are reinforced by the counter-pulling screw, the door opening adopts a full-thread and half-thread three-section form, the surface of the used screw is provided with the inverted tooth, the tooth mouth of the screw is in staggered contact with the concrete, the screw and the concrete are engaged more tightly, the ray escape when the screw and the concrete are in parallel contact is avoided, and the radiation resistance of the machine room of the linear accelerator is enhanced.

Description

Construction method of linear accelerator machine room

Technical Field

The invention relates to the technical field of radiation-proof building construction, in particular to a construction method of a linear accelerator machine room.

Background

A medical linear accelerator is a device that accelerates electrons to high energy using a microwave electromagnetic field. The malignant tumor is irradiated by generating an electron beam of MV level and X-ray, so that its growth is suppressed and it dies. The linear accelerator has high energy and large radiation field of generated electron rays, and is more and more widely applied in the field of tumor treatment.

As disclosed in chinese patent publication No.: CN104043203A discloses a method for establishing an irradiation source model based on characteristics of irradiation beams of a medical linear accelerator, which is characterized in that: firstly, measuring the dose of a medical linear accelerator of a model to be built in a standard water model to obtain dose measurement data of a typical regular field; establishing a Monte Carlo model of the known medical linear accelerator based on the parameters of the known medical linear accelerator; and respectively obtaining a photon energy spectrum of the medical linear accelerator to be modeled, a pollution electron energy spectrum of the known medical linear accelerator, a synthetic ratio of a photon source and a pollution electron source of the medical linear accelerator to be modeled, and an emergent particle angle distribution rule of the medical linear accelerator to be modeled, so as to form the irradiation source model of the medical linear accelerator to be modeled. The source model is established on the basis of the radiation beam characteristics of the known medical linear accelerator and the measurement data of the medical linear accelerator of the model to be established, so that the dependence on the internal structure of the medical linear accelerator of the model to be established is avoided.

As disclosed in chinese patent publication No.: CN105457171a discloses a frame structure of a medical electron linear accelerator and a medical electron linear accelerator, the frame structure includes: the axial positioning wheelset of fixed mounting on the base includes: the front positioning wheel set and the rear positioning wheel set are respectively tangent to two side surfaces of a rear roller ring of the rack; and the cylinder of fixed mounting on the base supports the wheelset, includes: the front supporting wheel set is tangent to the outer circular surface of a front roller ring of the rack, and the rear supporting wheel set is tangent to the outer circular surface of a rear roller ring of the rack; wherein power transmission device drives the frame circumference and rotates for the cylinder supports the wheelset and puts up the rotation with the random. The medical electronic linear accelerator not only realizes the integrated structural design of the medical accelerator, but also adopts a multi-point roller supporting and positioning mode, obtains reliable circumferential positioning, and has simple structure and convenient debugging and maintenance.

As disclosed in chinese patent publication No.: CN204832535U discloses a medical electron linear accelerator dosage output system test tool, in particular to a medical electron linear accelerator dosage output test system, which comprises a connecting terminal, wherein the connecting terminal is connected with each signal port of the medical electron linear accelerator dosage output system, an AFC motor control circuit is connected with an AFC motor control port of the medical electron linear accelerator dosage output system, the input end of an AFC reference voltage detection and motor position feedback circuit is connected with an AFC reference voltage output port and an AFC position input port of the medical electron linear accelerator dosage output system, an interlocking detection circuit is connected with an interlocking power supply end and an interlocking signal end of the medical electron linear accelerator dosage output system, and a beam outgoing preparation state signal detection circuit is connected with a pulse modulator adapter plate of a medical electron linear accelerator. The utility model discloses can carry out functional verification to medical electron linear accelerator fast, the result is reliable, and detection efficiency is high.

The above patent documents have been disclosed and applied, but since hospitals adopt heavy metal materials such as traditional lead plates or steel plates in the design and construction of the machine room of the linear accelerator, although the purpose of preventing rays can be achieved, the disadvantages are that the price is high, the cost is high, and the steel structure and the concrete in the construction of the machine room of the medical linear accelerator are in parallel contact, so that the radiation isolation performance of the machine room is reduced.

Disclosure of Invention

The invention aims to provide a construction method of a linear accelerator room, which aims to solve the problems that the prior art proposes that heavy metal materials such as traditional lead plates or steel plates are adopted in the design and construction of the linear accelerator room in hospitals, the radiation prevention purpose can be achieved, but the defects are high price and high cost, and the radiation isolation performance of the room is reduced due to the parallel contact of a steel structure and concrete during the construction of the medical linear accelerator room.

In order to achieve the purpose, the invention provides the following technical scheme: a construction method of a linear accelerator machine room comprises the following steps:

s1, steel bar engineering: binding the shear wall steel bars → arranging temperature measuring points in the wall;

s2, template engineering: construction of a shear wall template → construction of an inner wall heat insulation layer → elastic threads → construction of peripheral columns and cross braces → construction of plate template supports → construction of plate steel bars → arrangement of plate internal temperature measuring points → construction of plate templates → construction of outer wall heat insulation layers → hidden inspection;

s3, concrete engineering: concrete pouring → surface heat preservation construction;

in the step S1, the shear wall is limited by adopting vertical ladder lattice ribs and horizontal ladder lattice ribs; the vertical ladder lattice ribs are phi 12@1200, jacking rods are arranged at the upper part, the middle part and the lower part, the vertical spacing of the jacking rods is not more than 800mm, and ladder lattice ribs are required to be arranged at the corner parts and the sides of the hidden columns; the horizontal ladder lattice rib is phi 12@1200;

in the step S2, the construction of the shear wall template comprises the steps that main ridges on two sides of a wall body form a height difference of 50mm, bolts are connected in an angled mode, ground anchor rings are arranged on the ground on two sides of the wall body, one end of a screw is fixed with the ground anchor rings, the other end of the screw is fixed with a first back ridge, inverted teeth are arranged on the surfaces of two ends of the screw, and tooth mouths are in staggered contact with concrete.

Preferably, in the step S1, the binding of the shear wall steel bars includes column steel bar binding, beam steel bar binding, wall body steel bar binding and roof plate steel bar binding; the wall body reinforcement includes: placing a position line of a wall body, a control line → placing floating slurry and picking a chisel line → picking and chiseling floating slurry → binding a vertical rib of the wall body, a ladder lattice rib → binding a horizontal rib → a tie rib → a civil engineering hydroelectric equipment hole, pre-embedding a sleeve pipe → binding non-character iron and a mortar cushion block → concealed acceptance of a reinforcement project → reexamination and maintenance of the reinforcement during concrete pouring.

Preferably, in the step S1, the civil engineering hydroelectric equipment opening and the casing reserve a positioning rib for fixing the door and window opening template at the door and window opening in the pre-buried middle part, the positioning rib is welded on an additional U-shaped iron bound on the main rib, an upper wall body opening edge reinforcing rib is reserved, and the hoop reinforcement of the hidden column lapping area is encrypted to form an anchoring structure which is not communicated up and down.

Preferably, in step S1, the beam reinforcement binding includes: erecting a beam bottom die → drawing the distance between stirrups of a main beam and a secondary beam → placing stirrups of the main beam and the secondary beam → laying iron reinforcements under a short beam → laying iron reinforcements under a long beam → laying Liang Shangtie reinforcements → laying Liang Shangtie reinforcements; the specific requirements are as follows:

(1) The lower iron steel bar joint is positioned at the 1/3 position of the support, and the upper iron is positioned at the 1/3 midspan position;

(2) The distance between the first stirrup and the column edge is 50mm;

(3) Paving short-direction beam lower iron reinforcing steel bars at the intersection of the beams with the same cross section, paving long-direction beam lower iron reinforcing steel bars, paving long-direction beam upper iron reinforcing steel bars, and paving short-direction beam reinforcing steel bars;

(4) At the column and Liang Xiangjiao positions with the same section, column main ribs are arranged on the outer side, and beam main ribs form a column wrapped beam on the inner side;

(5) When the reinforcement is bound, the positioning reinforcement is used for controlling the position and the space of the main reinforcement of the beam, and the form of the positioning reinforcement meets the requirement of the beam positioning reinforcement in the reinforcement processing;

(6) Controlling a steel bar protective layer by a mortar cushion block;

(7) Three groups of stirrups are added on each side of the joint of the primary beam and the secondary beam;

(8) When the longitudinal stress steel bars of the beam are arranged in double layers, short steel bars with the diameter larger than or equal to 25mm are arranged between the two rows of steel bars; joints of the reinforcing steel bars are arranged on the two frame reinforcing steel bars in a staggered mode, and the rest of the joints are the same as columns; the height of the beam is more than or equal to 450mm, waist ribs are respectively arranged on two sides of the beam along the height of the beam, the distance and the diameter are the same as those of horizontal ribs of the shear wall of the layer, reinforcing ribs with the diameter of phi 6/phi 8 are used between the waist ribs, and the distance is generally 2 times of that of the hoop ribs;

(9) When the longitudinal stress steel bars of the beam are inconsistent with the number of the stirrup limbs, the reliability of the building is considered to be a large value;

(10) The beam stirrup and the number of the draw hooks are calculated in a mode of rounding up by +1;

(11) The reinforcing steel bars at the lower part of the beam are broken when meeting the support.

Preferably, the step of binding the starting ribs in the binding of the wall reinforcing steel bars comprises the following steps:

s101, vertically positioning ladder grid reinforcements at a position which is 50mm away from a column edge of a first wall vertical reinforcement at the wall column reinforcement edge, and extending horizontal reinforcements into anchoring positions in hidden columns/T-shaped walls;

s102, when the hidden column stirrup starting rib conflicts with a wall horizontal rib starting rib, enabling the distance between the wall horizontal rib starting rib and the ground to be 70mm;

s103, the stirrup starting rib at the position of the connecting beam at the opening is 50mm, a stirrup is additionally arranged at the position of 100mm in the wall, and the stirrups of the connecting beam at the top layer are all fully added at intervals of 100 mm.

Preferably, the construction steps of the roof reinforcing steel bar are as follows: the position line of the steel bar is popped up on the template → the lower iron is bound → the hydropower civil engineering is reserved and embedded → a stirrup is placed → the binding of the upper iron → the lower iron cushion block → a pavement is erected → the acceptance of hidden engineering → the reexamination and maintenance are carried out when the concrete is poured.

Preferably, the concrete construction steps of the construction of the peripheral upright columns and the cross braces are as follows: when a formwork support with the height not more than 8m is erected, vertical inclined rods are arranged on each layer of a first span with inward vertical surfaces on the periphery of a support body, vertical inclined rods are arranged on the bottom layer and the top layer of the whole support body, and vertical inclined rods are arranged in the vertical direction and the horizontal direction in the internal area of the support body at intervals of 5 spans from the bottom to the top; when the height of the full formwork support does not exceed 4 steps, the top horizontal diagonal rods are not required to be arranged; when the height of the frame body exceeds 4 steps, a horizontal cross brace of the fastener steel pipe is arranged.

Preferably, when the concrete is poured, the machine room top plate is only poured by adopting a barite concrete material, and the design method of the mix proportion of the barite concrete is as follows:

s301, calculating the required aggregate density according to the designed apparent density of the barite radiation-proof concrete;

s302, selecting proper aggregate varieties and mixtures thereof according to the aggregate density;

s303, calculating the preparation strength fcu, o of the concrete according to the designed standard value fcu, k of the concrete strength, and solving the corresponding water-cement ratio W/B;

s304, selecting the water consumption W of the single-side concrete according to the construction workability requirement, and calculating the using amount B of the cementing material of the single-side concrete;

s305, selecting a sand rate, and calculating the total usage of single-side coarse aggregate and fine aggregate;

s306, calculating or testing to determine apparent density values of selected coarse aggregates, selected fine aggregates or a mixture of the coarse aggregates and the fine aggregates;

and S307, calculating the using amount of each component in the mixture of the coarse aggregate and the fine aggregate.

Preferably, the concrete pouring construction requirements are as follows:

s310, horizontally conveying the concrete by a conveying pump, and controlling a main pipe within 100 m;

s311, adopting subsection construction for the protective structure, namely firstly, a bottom plate, then a wall body and a rear top plate; when the thickness of the bottom plate and the top plate is less than or equal to 800mm, the pouring and tamping are carried out by adopting a slope layering pouring and tamping method;

when the thickness of the bottom plate and the top plate exceeds 0.8-1.0 m, an integral plane layering method and an inclined plane layering method are comprehensively adopted;

s312, concave-convex shapes or wave shapes are reserved for necessary construction joints.

Preferably, the insertion points of the vibrators are uniformly arranged during casting and tamping, the vibrators move in a row-column/staggered mode, the moving distance of the vibrators is 500mm, the vibrating rod is pulled up and down, and the vibrating time of each point is 20-30 seconds.

Compared with the prior art, the invention has the beneficial effects that:

the threaded screw is adopted, the tolerance of 50mm exists inside and outside the screw, the T-shaped wall and the straight wall in the machine room are reinforced by the counter-pull screw, the door opening adopts a full-thread and half-thread three-section form, the surface of the used screw is provided with the inverted tooth, the tooth mouth of the screw is in staggered contact with concrete, the screw and the concrete are more tightly occluded, and the escape of rays when the screw and the concrete are in parallel contact is avoided, so that the radiation-proof performance of the linear accelerator machine room is enhanced, meanwhile, a barite concrete material is adopted in machine room construction as a radiation-proof material of a machine room top plate, so that the thickness of the top plate can be adjusted to be 1.7m from the original thickness of 3m, the thickness and the weight of the top plate are effectively reduced, and the construction strength and the construction cost of the engineering are reduced.

Drawings

FIG. 1 is a flow chart of a construction method of a linear accelerator machine room according to the present invention;

FIG. 2 is a schematic plan view of a machine room snapping line of the construction method of the machine room of the linear accelerator according to the invention;

FIG. 3 is a schematic view of a column positioning stirrup frame form of the construction method of the machine room of the linear accelerator;

FIG. 4 is a schematic diagram of a processing method when a hidden column stirrup starting rib collides with a wall horizontal rib starting rib in the construction method of the machine room of the linear accelerator;

FIG. 5 is a schematic diagram of the stirrup at the connection beam at the hole in the construction method of the machine room of the linear accelerator;

FIG. 6 is a schematic diagram of floor slab reinforcement binding according to the construction method of the linear accelerator machine room of the present invention;

FIG. 7 is a schematic diagram of a reinforcement binding joint in the construction method of a machine room of a linear accelerator according to the present invention;

FIG. 8 is a schematic diagram of a hole-edge reinforcing rib reserved on an upper wall body in the construction method of the machine room of the linear accelerator;

FIG. 9 is a schematic view of a stirrup in a hidden column overlapping area in the construction method of the machine room of the linear accelerator;

FIG. 10 is a shear wall bolt drawing schematic diagram of a construction method of a machine room of a linear accelerator according to the present invention;

FIG. 11 is a schematic drawing of a right-angle wall of a construction method of a machine room of a linear accelerator according to the present invention;

FIG. 12 is a schematic drawing of a T-shaped wall of a construction method of a machine room of a linear accelerator according to the present invention;

FIG. 13 is a schematic end wall drawing illustrating a construction method of a machine room of a linear accelerator according to the present invention;

FIG. 14 is a schematic view of a horizontal cross brace of a construction method of a machine room of a linear accelerator according to the present invention;

FIG. 15 is a schematic view of a beam and a column of a plate according to a method of constructing a machine room of a linear accelerator according to the present invention;

FIG. 16 is a schematic diagram of the determinant vibration of the construction method of the machine room of the linear accelerator according to the present invention;

fig. 17 is a schematic diagram of staggered vibration in the construction method of the machine room of the linear accelerator.

Detailed Description

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 only a part of the embodiments of the present invention, and not all embodiments. 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.

Referring to FIGS. 1-17: a construction method of a linear accelerator machine room comprises the following steps:

1. steel bar engineering

The construction process specifically comprises the following steps:

shear wall reinforcing steel → arrangement of wall internal temperature measuring points → shear wall templates → internal wall insulation → spring lines → peripheral columns and scissors supports → slab template support → slab reinforcing steel → arrangement of slab internal temperature measuring points → slab side templates → external wall insulation → hidden inspection → concrete pouring → slab surface insulation.

1. Fabrication of steel bar

And reading the construction drawing, combining the design description and the standard drawing set, skillfully mastering the node steel bar big samples of walls and columns, walls and walls, wall corners, walls and plates, thicker plates and thinner plates and the like, and guiding the blanking of the steel bars for manufacturing.

The steel bar connection mode: the mechanical connection joints are adopted when the diameters of main reinforcements of the frame beam, the frame column, the foundation beam and the shear wall hidden column are larger than or equal to 16mm, the mechanical connection joints are adopted when the diameters of stressed steel bars are larger than or equal to 22mm for other components, and the welding or lap joint joints can be adopted when the diameters of the stressed steel bars are smaller than 22 mm. Tension members such as the lower hanging columns and the lower hanging plates and reinforcing steel bars cannot be lapped and need to be connected mechanically. The mechanical connection joint performance grade is not lower than two.

For the steel bars adopting mechanical connection, the diameter and the length of the thread head and the integrity of the thread head are strictly controlled during processing, and the protective sleeve is worn.

The joint position should be arranged at the position with smaller stress, and joints should be arranged on the same steel bar as few as possible. The adjacent longitudinal stressed steel bar joints of the same component are staggered, the length of a connecting section of the lap joint is 1.3 times of the lap joint length, the length of a connecting section of the mechanical connecting joint is 35d (d is the larger diameter of the stressed steel bar), the length of a connecting section of the welding joint is 35d (d is the larger diameter of the stressed steel bar) and is not less than 500mm, and the joints with the middle points positioned in the length of the connecting section belong to the same connecting section.

The area percentage of the tensile steel bar overlap joint in the same connecting section is less than or equal to 50 percent of the second-level mechanical connecting joint and less than or equal to 25 percent of the welding joint, and the percentage of the joint is not more than 50 percent when the first-level mechanical connecting joint cannot avoid the beam-end and column-end stirrup-encrypted regions of the frame.

The shape and size of the processed steel bar must meet the design specification requirements, the steel bar should be straight without local bending, the surface of the steel bar should be clean and free of damage, iron rust should be removed before use, and the steel bar is processed and pre-checked.

Inspection of approach reinforcing steel bars → straightening of reinforcing steel bars → cutting of reinforcing steel bars → checking of material sheets → bending forming → bundling according to model and diameter and attaching of labels.

(1) Straightening the steel bars: the wire rod reinforcing bar that the diameter is 6.5mm, 8mm adopts the straightener to straighten, chooses for use straightening die and conveying compression roller according to the diameter of reinforcing bar to correctly master the offset of straightening die and the degree of compressing tightly of compression roller, the straightening die at straightening section of thick bamboo both ends must be on the axis of guide hole before and after the alignment, if the straightness that adjusts is not found to the reinforcing bar, in time adjusts the offset of straightening die. The steel bar should be straight without local bending, and the surface of the steel bar should not be obviously damaged.

(2) Cutting:

(1) the broken materials of the steel bars are matched according to the position, diameter, length and number of the steel bars, the broken materials are firstly broken, and then the broken materials are broken, so that the number of steel bar joints is reduced as much as possible.

(2) The short-length material is prevented from being measured when the steel bar is broken, the accumulated error is prevented from being generated when the material is measured, the size and scale marks are marked on the workbench, and a baffle for controlling the size of the broken material is arranged.

(3) The reinforcing steel bars which need to be in straight thread connection and used for positioning measures are blanked by a toothless saw and cannot be cut off by a cutting machine, so that the deformation of the end head is prevented.

(4) The fracture of the reinforcing steel bar cannot have a horseshoe shape or bending phenomenon, and if the fracture, the end shrinkage and the serious elbow are found during cutting, the fracture should be cut off.

2. Binding of reinforcing steel bars

The column steel bar binding construction process specifically comprises the following steps:

the method comprises the steps of placing a position line, a central line and a control line of a column → floating slurry picking and chiseling a line → floating slurry picking and chiseling → binding of a vertical rib-positioning rib → a position line of a stirrup marked on the vertical rib → binding of the stirrup → binding of a cushion block → reexamination and maintenance of the steel bar during concrete pouring.

(1) Removing and cleaning the column head floating pulp, washing with clean water, and checking and accepting.

(2) And checking whether the position, the interval, the thickness of the protective layer and the like of the reserved steel bar meet the requirements of the drawing. If displaced reinforcing steel bars exist, the method comprises the following steps of 1: and 6, after the proportion is adjusted to the correct position, the steel bars can be connected.

(3) The stirrups and the main reinforcements are perpendicular, the superposed positions of the hooks are staggered along the longitudinal reinforcement directions of the four corners, the binding is inward, the tail filaments press the inner side, and the distance between the first stirrups and the ground is 50mm.

(4) The intersections of the stirrup corners and the longitudinal main reinforcements are firmly bound into a splayed shape by 22# fire wires. The hidden column reinforcing steel bar four corners reinforcing steel bar is buckled with a pocket.

(5) The stirrups are controlled by the marking rods, the uniform distance between the stirrups is guaranteed, and the positioning stirrups are located 50mm away from the upper opening of the template, so that the relative positions of the main reinforcements and the thickness of the protective layer are guaranteed, as shown in fig. 3. The form of the column positioning stirrup frame meets the requirements of the processing content of the steel bar.

(6) When the formwork is supported, the included angle between the hook plane of the corner reinforcing steel bar and the formwork surface is 45 degrees.

(7) When the column (including the hidden column) longitudinal bars are connected in a lap joint mode and are designed for earthquake resistance, the stirrups are all encrypted according to the distance which is less than or equal to 5D (D is the smaller diameter of the column longitudinal bars) and less than or equal to 100 within the range of the lap joint length of the column longitudinal bars (the hooping encryption area at the column end should be avoided).

(8) And the frame column foundation anchoring area is provided with a composite stirrup.

The beam steel bar binding construction process specifically comprises the following steps:

erecting a beam bottom die → drawing the distance between stirrups of a main beam and a secondary beam → placing stirrups of the main beam and the secondary beam → laying iron reinforcements under a short beam → laying iron reinforcements under a long beam → laying Liang Shangtie reinforcements → laying Liang Shangtie reinforcements.

(1) The lower iron steel bar joint is at the 1/3 position of the support, and the upper iron is at the 1/3 midspan position.

(2) The first stirrup is 50mm away from the column edge.

(3) The crossed part of the beams with the same cross section is paved with short beam lower iron reinforcing steel bars, then paved with long beam upper iron reinforcing steel bars, and then paved with short beam reinforcing steel bars.

(4) At the column Liang Xiangjiao with the same section, the column main ribs are on the outer side, and the beam main ribs form a 'column-wrapped beam' on the inner side.

(5) When the reinforcement is bound, the positioning reinforcement is used for controlling the position and the space of the main reinforcement of the beam, and the form of the positioning reinforcement meets the requirement of the beam positioning reinforcement in the reinforcement processing.

(6) The mortar cushion block controls the steel bar protective layer.

(7) Three groups of stirrups are respectively added at each side of the joint of the primary beam and the secondary beam.

(8) When the longitudinal stress steel bars of the beam are arranged in a double-layer mode, short steel bars with the diameter larger than or equal to 25mm are arranged between the two rows of steel bars in a cushioning mode, and therefore the design distance of the short steel bars is guaranteed. The joints (the overlapping part of the hooks) of the reinforcing steel bars are arranged on the two frame-force reinforcing steel bars in a staggered way, and the rest of the joints are the same as the columns; the beam height is more than or equal to 450, waist ribs are respectively arranged on two sides of the beam along the beam height, the distance and the diameter are the same as those of the horizontal ribs of the shear wall of the layer, reinforcing ribs of phi 6 or phi 8 are used between the waist ribs, and the distance is generally 2 times of that of the hoop ribs.

(9) When the longitudinal stress steel bars of the beams do not accord with the number of the hooping limbs, the reliability of the building is considered to be high.

(10) The beam stirrup and the number of the draw hooks are calculated in a mode of rounding up by +1.

The wall steel bar binding construction process specifically comprises the following steps:

placing a position line of a wall body, a control line → placing floating slurry and picking a chisel line → picking and chiseling floating slurry → binding a vertical rib of the wall body, a ladder lattice rib → binding a horizontal rib → a tie rib → a civil engineering hydroelectric equipment hole, pre-embedding a sleeve pipe → binding non-character iron and a mortar cushion block → concealed acceptance of a reinforcement project → reexamination and maintenance of the reinforcement during concrete pouring.

(1) And checking whether the position, the interval and the thickness of the protective layer of the steel bar meet the requirements of a drawing. If the displaced steel bar exists, the method comprises the following steps of 1: and 6, after the proportion is adjusted to the correct position, the steel bars can be connected.

(2) The shear wall adopts the vertical and horizontal ladder lattice rib position-limiting measures. The vertical ladder lattice rib is phi 12@1200, and the top stick is arranged at the upper, middle and lower parts, the vertical interval of the top stick is not more than 800mm, and the ladder lattice rib must be arranged at the corner part and the hidden column edge. Ensuring that each wall is not less than two; the horizontal ladder lattice rib is phi 12@1200. When the vertical ladder lattice ribs replace the main ribs of the wall body, the specifications of the reinforcing steel bars are larger than those of the vertical ribs by one specification, and meanwhile, the staggered lap joint of the positions of the reinforcing steel bar joints is considered. The form of the ladder lattice rib is shown in the processing content of the front reinforcing steel bar positioning rib.

(3) As shown in figure 4, the step ribs are vertically positioned at the position of a first wall reinforcing steel bar away from the wall column reinforcing steel bar edge in the binding process, the anchoring position of a horizontal reinforcing steel bar extending into a hidden column or a T-shaped wall needs to be accurate, the length must be ensured, and the distance between a first wall vertical rib and the column edge is 50mm. When the hidden column stirrup starting rib (50 mm away from the plate) collides with the wall horizontal rib starting rib, the space between the hidden column stirrup and the wall horizontal rib starting rib can be ensured, and the space between the wall horizontal rib starting rib and the ground can be 70mm. The stirrup starting rib at the position of the connecting beam at the opening is 50mm, a stirrup is additionally arranged at the position of 100mm in the wall, the method is shown in figure 5, and the stirrups of the connecting beam at the top layer are all fully added at intervals of 100 mm.

(4) When the wall ribs are bound, two to three horizontal direction positioning ribs are fixed firstly, then the binding of the vertical ribs is carried out, and one horizontal ladder grid rib is arranged every 1200mm, so that the thickness of a wall rib protective layer and the thickness of a wall body are ensured. And the distance between the vertical ribs is adjusted on the horizontal positioning ribs, and the horizontal ribs are bound.

(5) As shown in fig. 6, when three-point binding and cross binding of other steel bars are adopted within the overlapping length, three-point binding cannot be omitted, three horizontal bars must be bound within the overlapping length by the vertical bars, and three vertical bars must be bound within the overlapping length by the horizontal bars.

(6) The horizontal muscle of wall body is inboard at vertical muscle to guarantee that the horizontal muscle protective layer of wall body of hidden post, lintel department meets the requirement, and the wall body protective layer adopts the mortar cushion, ties up in the horizontal muscle outside, interval 600mm.

(7) After the wall ribs are bound, a horizontal ladder lattice rib is arranged at the position 30cm away from the upper opening of the wall formwork of the layer, so that the displacement of the wall reinforcing steel bars is prevented when concrete is poured.

(8) As shown in figure 7, non-character iron is clamped on the horizontal ribs and arranged in a quincunx shape, the distance is not more than 600mm, the first row distance is 300mm, and the distance between the uppermost row and the upper opening of the template is not more than 300mm.

(9) The binding joints of the steel bars must be staggered, and the overlap length and the staggered distance of the adjacent joints are detailed in the related contents.

(10) Under the control of the protective layer, the wall steel bars are double-layer steel bar meshes, and plum blossom-shaped lacing wires are arranged between the two layers of steel bars.

(11) The door and window opening is provided with a positioning rib (the end is cut by a toothless saw and coated with anti-rust paint) for fixing the door and window opening template, the positioning rib is welded on an additional U-shaped iron and cannot be welded on a stress rib, and the U-shaped iron is bound on a main rib. The door and window opening is provided with a hidden column positioning bracket, and the processing content of the steel bars is detailed.

(12) Adding ribs at the hole:

as shown in fig. 8, the hole-side reinforcing ribs of the upper wall are reserved.

As shown in fig. 9, the stirrup in the overlapping area of the concealed column needs to be encrypted, and the upper part and the lower part of the stirrup are not communicated with each other.

(13) The length of each section of vertical steel bar of the wall is not more than 4m (the diameter of the steel bar is less than or equal to 12 m) or 6m (the diameter of the steel bar is more than 12 mm) or the layer height plus the lap length, and the length of each section of horizontal steel bar is not more than 8m, so that the binding is facilitated. The hooks of the reinforcing bars should be directed into the concrete.

(14) The shear wall coupling beam waist bars which are not shown in the figure are all the same as the horizontal steel bars of the shear wall.

(15) The number of the horizontal steel bars/the vertical steel bars/the wall body tie bars is calculated in a mode of rounding up plus 1.

(16) The wall and the top bottom plate are connected with each other, and 2 top pressing ribs and foot pressing ribs with the diameter of C20 are arranged on the wall and the top bottom plate to prevent the steel bars from moving.

The construction process of the top plate steel bars in the binding of the top plate steel bars comprises the following steps:

the position line of the steel bar is popped up on the template → the lower iron is bound → the hydropower civil engineering is reserved and embedded → a stirrup is placed → the binding of the upper iron → the lower iron cushion block → a pavement is erected → the acceptance of hidden engineering → the reexamination and maintenance are carried out when the concrete is poured.

(1) Cleaning up the sundries on the template, and binding the top plate steel bars according to the space elastic lines.

(2) The hook orientation of the upper and lower iron of the floor slab reinforcement is strictly controlled and cannot be laid down.

(3) The steel bars in the floor slab at the pipeline well are continuously arranged and are blocked by concrete after the pipeline is installed.

(4) After the reinforcement of floor finishes, should strengthen the finished product protection, add the stirrup under the negative muscle, prevent that the negative muscle on the board is stepped on. Before pouring, the concrete worker must strictly check, and in the pouring process, construction managers must stand beside key positions to see the reinforcement.

(5) When the plate bars are bound, splayed buckles or straight openings are adopted, binding tail wires are pressed into the plate, the intersections of the peripheral steel bars are bound completely, and other intersections can be bound in a staggered manner. The binding position of the lap joint of the steel bars is at least 3 buckles.

(6) The protective layer of the floor slab is 15mm, mortar cushion blocks are placed under the lower layer of steel bars and are arranged in a quincunx shape at intervals of 600mm.

(7) The stressed steel bars in the plate should be set 50mm from the wall or beam edge.

(8) The slab section supports are required to be provided with negative bars except for the indication in the figure, the area of the negative bars is not less than 1/2 of the area of the middle-span steel bars, the anchoring length penetrating into the wall or the beam is not less than 35d (the first-level steel bars are provided with hooks), and the length penetrating into the slab is not less than 1/4 of the slab span.

(9) When the hole is reserved on the plate, when the size of the hole is smaller than 300mm, the reinforcing steel bars cannot be cut off, and the reinforcing steel bars are wound around the hole. When the size of the hole is more than or equal to 300mm, reinforcing ribs are arranged on each side of the hole.

(10) And (3) building a temporary berm when pouring concrete, and strictly prohibiting treading on the top plate steel bar, wherein the width of the berm is 300mm.

(11) The bending length of the negative rib on the upper part of the plate is as follows: the thickness of the plate is-15 mm; and fixing the steel bars near the bent part of the steel bar at the end part of the column cap.

(12) In the reinforced concrete wall bearing nuclear explosion load (civil air defense part), namely, double-sided reinforcement, the slab is provided with phi 6 lacing wires, the spacing of the lacing wires is 2 times of that of the main ribs, and phi 8 plum blossom arrangement is adopted when the slab thickness is more than 400 MM.

(13) The bending length of iron on the plate rib is 1 time of the plate thickness-protective layer.

(14) The number of the steel bars in the plate is calculated to be rounded up by +1.

2. Form work

1. Shear wall template

As shown in FIG. 10, the height of the inner die of the shear wall is 4000mm, and the height of the outer die is 5000/5700 mm. The template adopts a 15mm thick wood plywood template, the secondary beam adopts 50X 70 square wood, the main beam adopts phi 48X 3.0 steel pipes (2 parallel), and the split bolts adopt split bolts with the diameter of M14.

Bolt spacing: 400 is multiplied by 400; the distance between the secondary beams: 150mm and the maximum cantilever length is 200mm; girder interval 400mm, the biggest length of encorbelmenting 150mm. In order to meet the radiation protection requirement, the main ridges on the two sides of the wall form a height difference of 50mm, so that the bolts are connected in an angled manner.

In order to prevent the template from floating upwards due to the fact that the screw rods are obliquely pulled and tied, ground anchor rings are arranged on the ground on the two sides of the wall body, one end of each screw rod is fixed with the ground anchor ring, and the other end of each screw rod is fixed with the first back ridge, so that the template is fixed. The T-wall, corner wall, straight wall practices are shown in FIGS. 11, 12, and 13, respectively.

2. Elastic thread

As shown in figure 2, the line is bounced according to the position of the vertical rod, and a vertical rod is arranged behind the line according to each intersection point to control the erection quality of the rack body.

3. Setting up a conversion span and a cross brace

As shown in fig. 14, when setting up a formwork support with a height not exceeding 8m, vertical diagonal rods should be arranged on each layer of the first span inward of the peripheral outer vertical surface of the support body, vertical diagonal rods should be arranged on the whole bottom layer and the top layer of the support body, and vertical diagonal rods should be arranged vertically and horizontally in the internal area of the support body every 5 spans from bottom to top. When the height of the full formwork support does not exceed 4 steps, the top horizontal diagonal rods are not required to be arranged; when the height of the frame body exceeds 4 steps, a horizontal cross brace of the fastener steel pipe is required to be arranged.

4. Plate formwork support

The formwork support is erected according to the construction sequence of gradually retreating, the M48 disc buckling frame is usually used, the distance is 300X 600, the M60 disc buckling frame is used in the method, the distance is 600X 600, the distance is enlarged, the operation of personnel is facilitated, and the process inspection is carried out. The distance between the sweeping rods and the ground is 500mm, the step distance between the horizontal rods is 1500mm, and the distance between the top horizontal rods is 1000mm.

The construction requirements are as follows

The shapes, the sizes and the mutual positions of the parts of the structure and the component are ensured to be correct. Has enough bearing capacity, rigidity and stability, and can reliably bear the load generated in construction. Different support upright columns cannot be used together. Simple structure, convenient plate installation, convenient binding and installation of reinforcing steel bars, concrete pouring and other requirements. When the multi-layer support is carried out, the supporting points of the upper layer and the lower layer are on the same vertical line, and a base and a cushion plate are arranged. Pouring reinforced concrete beams and plates in situ, and arching the template when the span is more than 4 m; when no specific design requirement exists, the arching height is preferably 1/1000-3/1000 of the full span length. And assembling the vertical templates with the height of more than 2m, so that the upper-layer templates cannot be assembled by standing on the lower-layer templates. Temporary fixing measures should be set in the installation process. When the support upright column is inclined at a certain angle or the top surface of the support upright column is inclined, reliable measures are adopted to ensure that the fulcrum is stable, and the support foot must have reliable measures for preventing sliding. The vertical and horizontal spacing of the beams and columns of the plates should be equal or multiple, as shown in fig. 15. The longitudinal and transverse horizontal rods at the bottom layer of the template support frame are used as ground sweeping rods, and the height from the ground is smaller than or equal to 550mm. The bottom of the upright stanchion is provided with an adjustable bracket or a fixed base which can be directly dropped on a concrete slab when the distance is not enough. When the main structure is arranged around the formwork support frame, a wall connecting piece is arranged; the height ratio of the template support frame is less than or equal to 3; when the aspect ratio is more than 3, enlargement of the size of the lower frame body or other construction measures can be taken.

3. Concrete works

(1) Barite concrete production

The barite radiation-proof concrete not only meets the strength and the workability required by common concrete, but also has the apparent density required by absorbing X rays and gamma rays, and also meets the crystal water and the bound water required by weakening neutron flow, so that when the concrete of a machine room is poured, the top plate of the machine room is poured by adopting the barite concrete material, and the pouring thickness of the top plate is 1.7m.

The design steps of the barite radiation-proof concrete mixing proportion are generally as follows:

(1) calculating the required aggregate density according to the designed apparent density of the barite radiation-proof concrete;

(2) selecting proper aggregate varieties and mixtures thereof according to the density of the aggregate;

(3) calculating the preparation strength fcu, o of the concrete according to the designed standard value fcu, k of the concrete strength, and solving the corresponding water-cement ratio W/B;

(4) selecting the water consumption W of the single-component concrete according to the construction workability requirement, and calculating the using amount B of the cementing material of the single-component concrete;

(5) selecting sand rate, and calculating the total usage of single-component coarse aggregate and fine aggregate;

(6) calculating or experimentally determining apparent density values of the selected coarse aggregate and fine aggregate or the mixture thereof;

(7) the amounts of the components in the coarse aggregate and fine aggregate mixture were calculated.

(2) Pouring of concrete

Because the barite concrete aggregate is heavy and easy to separate, the barite concrete aggregate is conveyed by adopting a pumping process. Through relevant measures, the successful pumping of large-batch structural barite concrete is guaranteed. Among these, the more common and effective methods are as follows:

(1) the concrete is horizontally conveyed as much as possible by adopting a conveying pump with larger power, and the main pipe is controlled within 100 m. The quality of the barite concrete is strictly controlled, the concrete entering the field must be free of segregation through visual inspection, and the concrete can be pumped only after the slump measured on the field meets the requirement.

(2) In view of the difficulty of pumping the barite concrete, a targeted pumping test is required to be performed according to the field condition during field pumping construction; and after success, the pouring operation is organized.

(3) The protective structure adopts segmented construction, namely a bottom plate, a wall body and a rear top plate. When the thickness of the bottom plate and the top plate is less than or equal to 800mm, the pouring and tamping are carried out by adopting a slope layering pouring and tamping method; when the thickness of the flat plate exceeds 0.8-1.0 m, the method of integral plane layering and inclined plane layering is comprehensively adopted on the premise of meeting the design requirements of structural design and labor protection.

(4) Concrete should be continuously poured, and generally a horizontal construction joint should not be reserved; when the reservation is necessary, the reservation position is strictly executed according to GB/T50557-2010 specification and design requirements; meanwhile, concave-convex or wave-shaped construction joints are required to be reserved, and flat joints are not allowed to be reserved, so that the radiation protection effect is ensured; the underground structure is additionally provided with a water stop steel plate according to the design requirement.

Concrete mixture is stirring, pour after the income mould, must vibrate and tamp, closely knit shaping, and the structure is closely knit, makes to take place the liquefaction with the shock acceleration of difference between the granule of mixture, destroys unstable equilibrium state between the initial granule, and the aggregate granule relies on the dead weight to reach stable position, and free moisture extrusion rises, and the bubble escapes on the surface, and the concrete finally reaches closely knit state gradually. Thereby greatly improving the durability of the concrete structure.

A. When pouring, each pump pipe is equipped with enough vibrating rods. The concrete is naturally and slowly flowed and then is fully vibrated. Two vibrators are arranged in front of and behind each flowing water section according to the slope naturally formed during concrete pumping. The first way is arranged at the concrete unloading point, solves the jolt ramming of upper portion concrete, because the bottom skin reinforcing bar interval is denser, and the second way is arranged in concrete slope angle department, solves the closely knit of lower part concrete, and along with advancing of concrete placement work, the vibrator is corresponding to keep up, guarantees the quality of whole high concrete.

B. The depth of the vibrating rod inserted into the concrete is preferably 50-100 mm to enter the next layer of concrete, the seam between the two layers is eliminated, and the vibrating operation is carried out before the initial setting of the lower layer of concrete when the upper layer of concrete is vibrated. A red rubber band can be bound at the position 550mm away from the end part of the vibrating rod to be used as a depth mark.

C. In the vibrating process, the vibrating rod should be slightly moved up and down to make the vibrating rod vibrate up and down uniformly. The vibration time at each point is generally 20 to 30 seconds, so that the concrete surface does not settle obviously, no air bubbles appear and mortar is spread on the surface. Each water flowing section is provided with a special person to command the vibration work, and the phenomena of incompact and segregation of concrete caused by leakage vibration and over vibration are strictly prevented. Prevent to shake out with surface concrete earlier and take place layering, segregation phenomenon with lower concrete, fill in the hole that causes when the vibrating rod is taken out.

D. The tamper points are arranged uniformly, as shown in fig. 16 and 17, in a row-wise or staggered sequence. And should not be used in a mixture. Avoiding the leakage of vibration. The vibrator movement pitch was 500mm.

E. During vibration, the distance between the vibrating rod and the template is kept.

(3) Treatment of concrete surfaces

In the large-volume concrete pouring construction, the surface cement slurry is thick, in order to improve the crack resistance of the concrete surface, after the concrete is poured to the top elevation, careful treatment is needed, the concrete surface is primarily scraped by an aluminum alloy large bar according to the elevation, after the concrete is leveled, the concrete is leveled twice by rubbing to close the water receiving cracks, and then a plastic film is covered for maintenance.

(4) Concrete temperature measurement and maintenance

The temperature measuring scheme is arranged at a temperature measuring point 8 according to an arrangement method of 'large-volume concrete temperature measurement and control technical specification' GB/T51028-2015.

Preserving heat of the surface of the plate: after concrete is poured, a layer of plastic film is covered when the surface is closed, after the concrete is finally set, 80-thick heat-insulating polystyrene boards are immediately covered, and blankets are covered.

Wall insulation

And (3) after concrete is poured, performing template plugging on the door opening of the linear accelerator, forming a closed environment indoors, and ensuring that the indoor temperature and humidity meet the requirements. The outer wall was covered with 8cm cotton.

Temperature peak temperature measurement time and frequency:

from day one to day four, not less than once every 4 h;

from the fifth day to the seventh day, every 8h should not be less than once;

the time from the seventh day to the end of temperature measurement should not be less than once every 12 h.

When the difference between the temperature of the position 40 mm-80 mm inside the surface of the concrete structure and the ambient temperature is less than 20 ℃, the temperature measurement can be stopped. The heat-insulating layer is removed layer by layer gradually, and when the maximum temperature difference between the surface temperature of the concrete and the environment is less than 20 ℃, the concrete can be completely removed.

If the temperature measurement finds that the temperature difference between the inside and the outside and the temperature difference between the surface and the environment are larger than 22 ℃, an alarm is given, measures for increasing the thickness of the heat-insulating layer are taken, and the specific method comprises the following steps: the wallboard increases the cotton-wadded quilt parcel number of piles, and the roof increases and covers the heat preservation number of piles.

Although the present invention has been described in detail with reference to the foregoing embodiments, it will be apparent to those skilled in the art that various changes in the embodiments and/or modifications of the invention can be made, and equivalents and modifications of some features of the invention can be made without departing from the spirit and scope of the invention.

Claims

1. A construction method of a linear accelerator machine room is characterized by comprising the following steps:

s1, reinforcing steel bar engineering: binding the shear wall steel bars → arranging temperature measuring points in the wall;

in the step S1, the shear wall is limited by vertical ladder lattice ribs and horizontal ladder lattice ribs; the vertical ladder lattice ribs are phi 12@1200, jacking rods are arranged at the upper part, the middle part and the lower part, the vertical spacing of the jacking rods is not more than 800mm, and ladder lattice ribs are required to be arranged at the corner parts and the sides of the hidden columns; the horizontal ladder lattice rib is phi 12@1200;

2. The construction method of the linear accelerator room according to claim 1, characterized in that: in the step S1, the shear wall steel bar binding comprises column steel bar binding, beam steel bar binding, wall body steel bar binding and top plate steel bar binding; the wall body reinforcement includes: placing a position line of a wall body, a control line → placing floating slurry and picking a chisel line → picking and chiseling floating slurry → binding a vertical rib of the wall body, a ladder lattice rib → binding a horizontal rib → a tie rib → a civil engineering hydroelectric equipment hole, pre-embedding a sleeve pipe → binding non-character iron and a mortar cushion block → concealed acceptance of a reinforcement project → reexamination and maintenance of the reinforcement during concrete pouring.

3. The construction method of the linear accelerator machine room according to claim 1, characterized in that: in the step S1, the civil engineering hydroelectric equipment hole and the sleeve are reserved with a positioning rib for fixing the door and window hole template in the pre-buried middle door and window hole, the positioning rib is welded on an additional U-shaped iron bound on the main rib, an upper wall body hole edge reinforcing rib is reserved, and the hoop reinforcement of the hidden column lapping area is encrypted to form an anchoring structure which is not communicated up and down.

4. The construction method of the linear accelerator machine room according to claim 1, characterized in that: in step S1, the beam reinforcement binding includes: erecting a beam bottom die → drawing the distance between stirrups of a main beam and a secondary beam → placing stirrups of the main beam and the secondary beam → laying iron reinforcements under a short beam → laying iron reinforcements under a long beam → laying Liang Shangtie reinforcements → laying Liang Shangtie reinforcements; the concrete requirements are as follows:

(2) The distance between the first stirrup and the column edge is 50mm;

(4) At the position of a column and Liang Xiangjiao with the same section, a column main rib is arranged on the outer side, and a beam main rib forms a column wrapped beam on the inner side;

(6) Controlling a steel bar protective layer by a mortar cushion block;

(8) When the longitudinal stress steel bars of the beam are arranged in a double-layer mode, short steel bars with the diameter larger than or equal to 25mm are arranged between the two rows of steel bars in a cushioning mode; joints of the reinforcing steel bars are arranged on the two frame reinforcing steel bars in a staggered mode, and the rest of the joints are the same as columns; the height of the beam is more than or equal to 450mm, waist ribs are respectively arranged on two sides of the beam along the height of the beam, the distance and the diameter of the waist ribs are the same as those of horizontal ribs of the shear wall of the layer, reinforcing ribs with the phi 6/phi 8 are used between the waist ribs, and the distance is generally 2 times of that of the stirrups;

5. The construction method of the linear accelerator machine room according to claim 2, characterized in that: the method comprises the following steps of:

s102, when the hidden column stirrup starting rib conflicts with a wall horizontal rib starting rib, enabling the wall horizontal rib starting rib to be 70mm away from the ground;

6. The construction method of the linear accelerator machine room according to claim 2, characterized in that: the construction steps of the roof reinforcing steel bar are as follows: the position line of the steel bar popped up on the template → the binding of the lower iron → the reservation of the hydropower civil engineering, the embedding → the arrangement of the stirrup → the binding of the upper iron → the lower iron cushion block → the erection of the pavement → the acceptance of the hidden project → the reexamination and maintenance during the concrete pouring.

7. The construction method of the linear accelerator room according to claim 1, characterized in that: the concrete construction steps of the construction of the peripheral upright columns and the cross braces are as follows: when a formwork support with the height not more than 8m is erected, vertical inclined rods are arranged on each layer of a first span with inward vertical surfaces on the periphery of the support body, vertical inclined rods are arranged on the bottom layer and the top layer of the whole support body, and vertical inclined rods are arranged in the vertical direction and the horizontal direction of the inner area of the support body from bottom to top at intervals of 5 spans; when the height of the full formwork support does not exceed 4 steps, the top horizontal diagonal rods are not required to be arranged; when the height of the frame body exceeds 4 steps, a horizontal cross brace of the fastener steel pipe is required to be arranged.

8. The construction method of the linear accelerator room according to claim 1, characterized in that: when the concrete is poured, the machine room top plate is only poured by adopting the barite concrete material, and the design method of the mix proportion of the barite concrete is as follows:

9. The construction method of the linear accelerator machine room according to claim 1, characterized in that: the concrete pouring construction requirements are as follows:

s311, the protective structure adopts segmented construction, namely, a bottom plate, a wall body and a rear top plate are firstly constructed; when the thickness of the bottom plate and the top plate is less than or equal to 800mm, the pouring and tamping are carried out by adopting a slope layering pouring and tamping method;

10. The construction method of the linear accelerator room according to claim 9, characterized in that: during pouring and tamping, the insertion points of the vibrators are uniformly arranged and move in a row-column/staggered mode, the moving distance of the vibrators is 500mm, and the vibrating rod is pulled up and down, wherein the vibrating time of each point is 20-30 seconds.