CN109162204B - Construction method for transverse block rapid assembling of bridge substructure - Google Patents
Construction method for transverse block rapid assembling of bridge substructure Download PDFInfo
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- CN109162204B CN109162204B CN201811162301.9A CN201811162301A CN109162204B CN 109162204 B CN109162204 B CN 109162204B CN 201811162301 A CN201811162301 A CN 201811162301A CN 109162204 B CN109162204 B CN 109162204B
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
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Abstract
A construction method for quickly assembling and splicing a bridge substructure in transverse blocks comprises the following steps: step one, integrated construction of prefabricating pier stud capping beams; the lower part of the pier column of the prefabricated pier column capping beam is provided with a steel plate hoop, and the outer surface of the steel plate hoop is welded with a shear nail; step two, excavating a foundation pit, and temporarily supporting the foundation pit; constructing a concrete cushion layer at the bottom of the foundation pit; step four, constructing a pier stud foundation: the pier stud foundation adopts a cast-in-place enlarged foundation, a cup opening is arranged at the top of the enlarged foundation, and a circle of anchor plate is embedded around the top of the cup opening. Fifthly, hoisting the precast pier stud bent cap in place; step six, backfilling the foundation pit; and step seven, hoisting the main beam in place. The invention solves the technical problems that the hoisting elevation and the axis deviation of the traditional precast bridge substructure are difficult to control, the positioning precision is low, the strength of the filler between the expanded foundations is slow, and the construction period is long.
Description
Technical Field
The invention belongs to the field of bridge engineering, and particularly relates to a construction method for transversely and rapidly assembling and splicing a bridge substructure.
Background
With the deepening of the process of Chinese urbanization, the urban traffic demand is rapidly increased, the number of urban traffic construction projects is increased year by year, and the traffic network construction of large cities enters the speed-up stage. In a large public road bridge population, about 1/4 bridges have aged or become dysfunctional; that is, there are thousands of bridges that need to be repaired, reinforced or replaced. The reconstruction and upgrade of the bridge are undoubtedly good things in the long term and are necessary; however, in consideration of the situation, the traffic accident can bring great troubles to daily traffic, and traffic confusion can be caused by traffic interruption and detour, time delay and unnecessary fuel consumption can be caused for users, and the economic loss is huge. Therefore, in the process of reinforcing and rebuilding the bridge, the construction period is shortened as much as possible, and the traffic is disturbed to the minimum extent. The bridge of the project is a part of national road and also an important highway trunk, and the total length of the road is 45.6 km; the original structure is a flat culvert, the span is 7m, the river channel is narrowed at the position of the bridge and culvert, and the requirement of planning the river channel water cross section is not met, so that the original culvert is dismantled and rebuilt. In order to reduce the influence on traffic and shorten the construction period of the bridge, the main beam, the capping beam and the pier stud of the bridge all adopt prefabricated structures; when the traditional precast bridge substructure is constructed, the defects of difficulty in controlling the hoisting elevation and the axis deviation, low positioning precision, slow strength of the filler between the expanded foundations and long construction period exist.
Disclosure of Invention
The invention aims to provide a construction method for transversely and quickly assembling a bridge substructure in blocks, and aims to solve the technical problems that the hoisting elevation and the axis deviation of the traditional precast bridge substructure are difficult to control, the positioning precision is low, the strength of fillers between expanded foundations is slow, and the construction period is long.
In order to achieve the purpose, the invention adopts the following technical scheme.
A construction method for quickly assembling a bridge substructure in transverse blocks comprises the following steps.
Step one, integrated construction of prefabricating pier stud capping beams; the steel plate hoops are arranged on the lower portions of the pier columns of the prefabricated pier column capping beams, and the shear nails are welded on the outer surfaces of the steel plate hoops.
And step two, excavating the foundation pit and temporarily supporting the foundation pit.
And step three, constructing a concrete cushion layer at the bottom of the foundation pit.
Step four, constructing a pier stud foundation: the pier stud foundation adopts a cast-in-place enlarged foundation, a cup opening is arranged at the top of the enlarged foundation, and a circle of anchor plate is embedded around the top of the cup opening.
Fifthly, hoisting the precast pier stud bent cap in place; the precast pier stud capping beams are arranged in a plurality of rows in parallel along the longitudinal bridge direction at intervals, wherein each row of precast pier stud capping beams are continuously arranged along the transverse bridge direction; the hoisting in-place sequence is as follows: sequentially hoisting in the transverse bridge direction from the central axis of the bridge to two sides, and sequentially hoisting in the longitudinal bridge direction from the central axis of the bridge to two sides; the hoisting method comprises the following steps.
Step I, releasing the central longitudinal and transverse axes of the prefabricated pier stud coping on an anchor plate at the top of the pier stud foundation, and springing a cross wire; and re-measuring the elevation of the bottom of the cup mouth of the pier stud foundation and adjusting the elevation of the bottom of the cup mouth.
Step II, respectively popping up a longitudinal bridge axial line, a transverse bridge axial line and a high control line on the precast pier stud capping beam; wherein, the longitudinal bridge direction axis and the transverse bridge direction axis form a cross line mark.
And step III, measuring the elevation of the bottom of the cup mouth again, adding a cushion block according to the repeated measurement result, and then hanging the precast pier stud bent cap into the cup mouth.
Step IV, adjusting the position of the precast pier stud capping beam: respectively arranging a total station in the longitudinal and transverse bridge directions, measuring the axis offset of the prefabricated pier stud coping, and adjusting the horizontal position of the prefabricated pier stud coping to ensure that the cross line on the prefabricated pier stud coping is aligned with the cross line at the top of the cup opening; and adjusting the vertical position of the prefabricated pier stud capping beam to enable the prefabricated pier stud capping beam to reach the designed elevation.
And step V, clamping a steel wedge in a gap between the upper part of the cup opening and the prefabricated pier stud capping beam, and clamping the prefabricated pier stud capping beam by using the steel wedge.
And VI, arranging inverted chains around the prefabricated pier stud capping beam, temporarily fixing the prefabricated pier stud capping beam, fixing one end of each inverted chain on the prefabricated pier stud capping beam, fixing the other end of each inverted chain on the pier stud foundation, and further adjusting the verticality of the prefabricated pier stud capping beam by using the inverted chains.
Step VII, welding of the positioning steel plate: and welding a positioning steel plate between the anchor plate and the prefabricated pier stud capping beam, and fixedly connecting the prefabricated pier stud capping beam with the pier stud foundation.
And step VIII, unhooking and removing the steel wedge.
And step IX, filling high-strength grouting material into a gap between the cup opening and the prefabricated pier stud capping beam, and grouting to a designed elevation.
And step X, removing the chain block after the strength of the grouting material reaches the design strength.
And step six, backfilling the foundation pit.
And step seven, hoisting the main beam in place.
Preferably, in the step one, the size of the bent cap of the precast pier stud bent cap is as follows: the length is less than or equal to 3.5m, the width is less than or equal to 2.5m, and the height is less than or equal to 5 m; the diameter of the pier column of the prefabricated pier column capping beam is not more than 1.5m, and the height of the steel plate hoop at the lower part of the pier column is not more than 2.5 m.
Preferably, in the step one, the integrated construction of the prefabricated pier stud capping beam is as follows.
the die underframe is T-shaped and comprises a transverse edge and a longitudinal edge; the bent cap template structure is arranged along the transverse edge of the die underframe, the pier stud template structure is arranged along the longitudinal edge of the die underframe, and the pier stud template structure is communicated with the bent cap template structure;
the bent cap template structure is a rectangular three-dimensional structure and comprises a bent cap bottom die, bent cap transverse side dies arranged along the transverse edges of the two sides of the bent cap bottom die respectively, bent cap longitudinal side dies arranged along the longitudinal edges of the two sides of the bent cap bottom die respectively and split bolts; a grout passing port is formed in a position, corresponding to the connection with the pier stud template structure, on a transverse side die of the bent cap template structure; split bolts are respectively connected between the tops of the two transverse side dies of the cover beam and the bottoms of the two transverse side dies of the cover beam at intervals; positioning sleeves are arranged between the tops of the two transverse side dies of the bent cap and corresponding to the two sides of the pier stud template structure; the split bolt penetrates through the positioning sleeve;
the pier column template is cylindrical in structure and comprises a pier column bottom die, a pier column top die and a plugging plate; the cross section of the pier stud bottom die is in a semi-circular arc shape and is welded and connected to a side die of the bent cap template structure; a vertical support is arranged between the pier stud bottom die and the die underframe; the cross section of the pier column top die is in a semicircular arc shape and is connected to the top of the pier column bottom die, and the top of the pier column top die is provided with a vibrating hole; the pier column top die is formed by splicing a group of pier column top die units, wherein the pier column top die unit close to one side of the beam template structure is connected with the beam template structure; sealing materials are arranged in the joint between the pier column top die and the pier column bottom die and in the joint between the pier column top die unit and the beam die plate structure; the plugging plate is plugged between the bottom pier column die and the end part of the top pier column die; the process includes the following steps.
And ①, manufacturing a mold underframe, wherein the mold underframe is T-shaped, and the mold underframe is welded and connected with a vertical support.
②, manufacturing the capping beam template structure, which comprises manufacturing a capping beam bottom die, a capping beam transverse side die and a capping beam longitudinal side die, wherein a grout passing hole is formed in the middle of the capping beam transverse side die positioned on one side of the pier stud template structure, and split bolts are respectively tied between the tops of the two capping beam transverse side dies and between the bottoms of the two capping beam transverse side dies.
③, manufacturing a pier stud template structure, which comprises manufacturing a pier stud bottom die, a pier stud top die and a plugging plate, wherein the pier stud top die is formed by splicing a group of pier stud top die units, and the inner sides of the pier stud bottom die and the pier stud top die are respectively provided with a cushion block for controlling the thickness of the concrete protective layer.
And ④, welding the pier column bottom die, the bent cap template structure and the vertical supports into a whole, and connecting the most inner pier column top die unit and the bent cap template structure.
concrete mixing proportion of prefabricated pier column capping beam
Wherein, the W/B-water-cement ratio, the SP-sand ratio, the W-water weight, the C-cement weight, the S-sand weight, the G-stone weight, the FA-fly ash weight and the AD-additive agent.
Step a, putting a steel reinforcement framework into a mold: and (3) uniformly brushing an isolating agent on the inner surface of the die before the steel bars are fed into the die, and arranging the steel bar framework on a cushion block inside the pier column bottom die.
And b, after the reinforcement cage is inserted into the mold, respectively connecting the pier column top mold unit with the pier column bottom mold, replacing the pier column top mold unit positioned at the end part of the pier column with a steel plate hoop, wherein the steel plate hoop is provided with a grouting hole, and the joint part of the mold is provided with a sealing material.
Step c, pouring concrete: and pouring the cover beam concrete in the cover beam template structure and below the grout passing opening, and pouring the concrete in the pier column template structure to enable the concrete in the pier column template structure to flow into the cover beam template structure from the grout passing opening.
And d, vibrating the concrete.
And e, after the concrete is formed, cleaning concrete slag, and performing calendaring treatment on the surface of the cover beam concrete.
And f, curing the concrete, wherein the concrete is cured by adopting steam.
And 5, demolding the concrete until the construction is finished.
Preferably, the prefabricated pier stud capping beam in the first step is provided with a main lifting lug and an auxiliary lifting lug; the main lifting lugs are arranged at the positions, 1-1.5 m away from the side lines at the two sides of the cover beam, of the two sides of the top of the cover beam, and the auxiliary lifting lugs are arranged at the positions, 1.5-2 m away from the bottom surface of the pier, of the lower part of the pier; before the concrete pouring of the precast pier stud bent cap, the main lifting lug and the auxiliary lifting lug are connected with the steel reinforcement framework of the precast pier stud bent cap into a whole at the designed position.
Preferably, in the second step, the main beam of the upper structure is transported to the position of the bridge to be constructed while the foundation pit is excavated, and the main beam is spliced; wherein, the girder adopts the girder steel.
Preferably, the distance between the upper edge of the cup opening and the prefabricated pier stud capping beam in the step five is not less than 130mm, the distance between the lower end of the prefabricated pier stud capping beam and the side wall of the cup opening is not less than 80mm, and the side wall of the cup opening is a rough surface.
Preferably, in the fifth step, when the precast pier stud capping beam is hoisted in place, the pier stud erecting process is as follows: the main and auxiliary lifting hooks simultaneously lift the hooks, when the distance between the prefabricated pier stud bent cap and the vehicle body is not less than 500mm, the transport vehicle is removed, and then the main hook lifts the hooks at 0.5m/min and the auxiliary lifting hooks are not moved; when the distance between the prefabricated pier stud bent cap and the ground is less than 1m, the prefabricated pier stud bent cap is rotated in a sliding mode to be erected to form an included angle of 70 degrees with the ground, then the auxiliary lifting hook is matched with the main hook to drop at a speed of not more than 2m/min, and the uniform speed is kept; the distance between the prefabricated pier stud bent cap and the ground is kept less than 1m all the time in the erecting process of the prefabricated pier stud bent cap until the prefabricated pier stud bent cap is erected at an included angle of 90 degrees with the ground.
Preferably, in the step III of the fifth step, the prefabricated pier stud bent cap is aligned to the cross line at the top of the cup opening by a crane and is vertically lowered into the cup opening; when the cup descends, the cup descends at the speed of less than 2m/min in a manual cooperation mode, and wood plates or rubber pads are arranged on the periphery of the top of the cup opening in a padded mode.
Preferably, in the seventh step, a mixed hoisting method of hoisting a single machine and then transferring to a double-machine hoisting is adopted for hoisting the main beam in place; wherein, the hoist and mount order of girder does: hoisting the transverse bridge section by section from the central line of the bridge to two sides; the mixed hoisting method specifically comprises the following steps: temporarily placing the main beam on the prefabricated pier stud capping beam by using a crane, then hooking the lifting hook of the crane on two lifting points at the front end of the main beam, and hooking the lifting hook of the other crane on two lifting points at the rear part of the main beam; the two cranes lift the main beam to enable the main beam to be lifted in place.
Compared with the prior art, the invention has the following characteristics and beneficial effects.
1. In the construction process of the integrally prefabricated pier stud bent cap, the bent cap template structure, the circular pier stud template structure and the mold underframe are welded into a whole, so that the requirements on the verticality and the precision between the pier stud and the bent cap are met; after the positioning of the positioning sleeve, the accuracy of the structure size is ensured.
2. According to the invention, the die is horizontally laid after being integrally prefabricated, a horizontal pouring technology is adopted, the concrete mixing ratio is reasonably designed, and the pouring sequence of the bottom of the coping, the pier stud, the middle of the coping and the top of the coping is adopted, so that uniform and symmetrical pouring is realized, bubbles in the concrete can be removed to the maximum extent, and the construction quality of the prefabricated pier stud coping is more effectively improved.
3. In the process of erecting the prefabricated pier stud coping, the main crane starts hooking, the auxiliary crane is matched with falling hooks, and the diagonal pulling condition of the auxiliary hook rope can be improved by adjusting the relative movement speed of the main crane and the auxiliary crane, so that the diagonal pulling angle is controlled within a safe range.
4. After the prefabricated pier stud bent cap is inserted into the cup opening, the verticality and the elevation are finely adjusted through the chain block, the positioning precision and the stability of the prefabricated part can be improved through the positioning steel plate, and the construction efficiency can be effectively improved.
5. The prefabricated pier stud bent cap and the cup opening are connected in a grouting mode, and the heat-resistant high-strength grouting material poured at the cup opening has the characteristics of micro expansion, self leveling, no bleeding, no segregation, early strength, high strength, good durability and the like. The concrete strength can meet the requirements of putting into use (the compressive strength is more than 30MPa, and the flexural strength is more than 4.5 MPa.) after 4 hours of adding water, the strength waiting time can be shortened, and the construction period is shortened.
Drawings
The present invention will be described in further detail with reference to the accompanying drawings.
Fig. 1 is a schematic structural view of the prefabricated pier stud capping beam installed in the cup mouth in the present invention.
Fig. 2 is a schematic plane structure view of a connecting and positioning steel plate between a precast pier stud capping beam and an anchor plate according to the present invention.
Fig. 3 is a schematic structural view of the precast pier stud capping beam mold according to the present invention.
Fig. 4 is a schematic cross-sectional structure view of a pier template structure in the prefabricated pier stud capping beam mold of the present invention.
Fig. 5 is a schematic structural view of the pier column top die unit at the end position of the pier column in the prefabricated pier column capping beam die of the invention replaced by a steel plate hoop.
Fig. 6 is a schematic structural view of a main lifting lug and an auxiliary lifting lug arranged on a precast pier stud capping beam in the invention.
Fig. 7 is a diagram showing a state after excavation of the foundation pit in step two of the method of the present invention.
Fig. 8 is a state diagram after the concrete pad construction at step three in the method of the present invention.
Fig. 9 is a state diagram after the pier stud foundation of step four in the method of the present invention is constructed.
Fig. 10 is a state view of the prefabricated pier stud capping beam hoisted in place at the fifth step in the method of the present invention.
Fig. 11 is a state diagram after the fifth step of the method of the present invention is to arrange the chain blocks around the precast pier stud capping beam.
Fig. 12 is a state diagram of the girder hoisted in place at step seven in the method of the present invention.
Fig. 13 is a state diagram after the construction of the bridge deck system in step nine in this embodiment.
Reference numerals: 1-bottom mould frame, 2-grout passing hole, 3-bottom pier mould, 4-top pier mould, 5-blocking plate, 6-vertical support, 7-vibrating hole, 8-bottom cover beam mould, 9-transverse cover beam side mould, 10-longitudinal cover beam side mould, 11-split bolt, 12-positioning sleeve, 13-prefabricated top pier beam, 14-shear nail, 15-foundation pit, 16-concrete cushion, 17-pier foundation, 18-steel plate hoop, 19-grouting hole, 20-cup, 21-anchor plate, 22-main beam, 23-steel wedge, 24-inverted chain, 25-positioning steel plate, 26-main lifting lug and 27-auxiliary lifting lug.
Detailed Description
In the embodiment, the precast pier stud capping beam 13 is integrally precast and adopts a form that the capping beam is connected with the cylindrical pier; pier stud basis 17 all adopts cast-in-place expansion basis form, and the expansion basis top sets up the rim of a cup 20, and the pier stud of prefabricated pier stud bent cap 13 stretches into the inside 1.6m of rim of a cup 20, adopts the rim of a cup form to set up wet joint between prefabricated pier stud bent cap 13 and the pier stud basis 17 and is connected.
As shown in FIGS. 1 to 13, the construction method for quickly assembling the bridge substructure in transverse blocks comprises the following steps.
Step one, integrated construction of prefabricating the pier stud capping beam 13; wherein, the pier stud lower part of prefabricated pier stud bent cap 13 is provided with steel sheet hoop 18, and the outer surface welding of steel sheet hoop 18 has shear force nail 14.
And step two, excavating the foundation pit 15, and temporarily supporting the foundation pit 15.
And step three, constructing a concrete cushion 16 at the bottom of the foundation pit 15.
Step four, constructing the pier stud foundation 17: the pier stud foundation 17 adopts a cast-in-place enlarged foundation, a cup opening 20 is arranged at the top of the enlarged foundation, and a circle of anchor plates 21 are embedded around the top of the cup opening 20.
Fifthly, hoisting the prefabricated pier stud bent cap 13 in place; a plurality of rows of prefabricated pier stud capping beams 13 are arranged in parallel along the longitudinal bridge direction at intervals, wherein each row of prefabricated pier stud capping beams 13 are continuously arranged along the transverse bridge direction; the hoisting in-place sequence is as follows: sequentially hoisting in the transverse bridge direction from the central axis of the bridge to two sides, and sequentially hoisting in the longitudinal bridge direction from the central axis of the bridge to two sides; the hoisting method comprises the following steps.
Step I, releasing the central longitudinal and transverse axes of the prefabricated pier stud coping 13 on an anchor plate 21 at the top of the pier stud foundation 17, and springing a cross line; remeasure the bottom elevation of the cup mouth 20 of the pier stud foundation 17, and adjust the bottom elevation of the cup mouth 20, and chiseling and trimming the part above to make the bottom elevation meet the design requirement; checking the diameter and the height of the cup mouth 20, and finishing the cup mouth which does not meet the requirements on the installation gap (the gap of an upper opening is not less than 13mm, and the gap of a lower opening is not less than 80mm) to be qualified; and (3) roughening the contact surface of the inner wall of the cup opening 20 and the prefabricated pier stud coping 13, removing rust of the embedded part, rechecking the position of the embedded part, and installing the embedded part after the embedded part is qualified.
Step II, respectively popping up a longitudinal bridge axial line, a transverse bridge axial line and a high control line on the prefabricated pier stud bent cap 13; wherein, the vertical bridge forms the cross mark to axis, horizontal bridge to the axis to control its position when taking one's place, measure the inspection to each position size of component before prefabricated pier stud bent cap 13 installation, guarantee that the elevation at prefabricated pier stud bent cap 13 installation back cushion top accords with the design requirement.
Step III, measuring the elevation of the bottom of the cup opening 20 again, adding a cushion block according to the repeated measurement result, aligning the prefabricated pier stud bent cap 13 to the cross line at the top of the cup opening 20 by using a crane, and vertically lowering the prefabricated pier stud bent cap into the cup opening 20; when the cup is descended, the cup is descended at the speed of less than 2m/min in a manual cooperation mode, and wood boards or rubber pads are padded at vulnerable parts on the periphery of the top of the cup opening 20.
Step IV, adjusting the position of the precast pier stud bent cap 13: setting total stations in the longitudinal and transverse bridge directions, monitoring by using 2 theodolites from the longitudinal and transverse axis directions to enable the pier stud to be vertical, measuring the axis deviation of the prefabricated pier stud coping 13, and adjusting the horizontal position of the prefabricated pier stud coping 13 to enable the cross mark on the prefabricated pier stud coping 13 to be aligned with the cross mark on the top of the cup opening 20; and adjusting the vertical position of the prefabricated pier stud coping beam 13 to enable the prefabricated pier stud coping beam 13 to reach the designed elevation.
And V, clamping a steel wedge 23 in a gap between the upper part of the cup opening 20 and the prefabricated pier stud capping beam 13, and clamping the prefabricated pier stud capping beam 13 by using the steel wedge 23.
And VI, arranging the inverted chains 24 around the prefabricated pier stud coping 13, temporarily fixing the prefabricated pier stud coping 13, fixing one ends of the inverted chains 24 on the prefabricated pier stud coping 13, fixing the other ends of the inverted chains 24 on the pier stud foundation 17, and further adjusting the verticality of the prefabricated pier stud coping 13 by using the inverted chains 24.
Step VII, welding of the positioning steel plate 25: and welding a positioning steel plate 25 between the anchor plate 21 and the prefabricated pier stud coping 13, and fixedly connecting the prefabricated pier stud coping 13 with the pier stud foundation 17.
Step VIII, unhooking and removing the steel wedge 23.
Step IX, filling high-strength grouting material into a gap between the cup opening 20 and the prefabricated pier stud capping beam 13, and grouting to a designed elevation; the heat-resistant high-strength grouting material poured at the position of the cup opening 20 has the characteristics of micro expansion, self leveling, no bleeding, no segregation, early strength, high strength, good durability and the like, and the compressive strength of the concrete can meet the requirements of being put into use and being more than 30MPa and the breaking strength of the concrete is more than 4.5MPa after 4 hours of water addition; during construction, high-strength grouting material is added from one side of the cup opening 20 and flows through the bottom of the pier column of the prefabricated pier column cover beam 13 until the other side of the pier column cover beam is full of grouting material.
And step X, removing the chain block 24 after the strength of the grouting material reaches the design strength.
And step six, backfilling the foundation pit 15.
And step seven, hoisting the main beam 22 in place.
And step eight, paving the epoxy resin asphalt concrete.
And step nine, constructing the bridge deck system.
Step ten, recovering the road surface and opening the traffic.
In this embodiment, in the first step, the size of the capping beam of the precast pier stud capping beam 13 is as follows: the length is less than or equal to 3.5m, the width is less than or equal to 2.5m, and the height is less than or equal to 5 m; the diameter of the pier column of the prefabricated pier column bent cap 13 is not more than 1.5m, and the height of the steel plate hoop 18 at the lower part of the pier column is not more than 2.5 m.
In the first step of the present embodiment, the integrated construction of the precast pier stud capping beam 13 is specifically performed as follows.
the die underframe 1 is T-shaped and comprises a transverse edge and a longitudinal edge; the bent cap template structure is arranged along the transverse edge of the mold underframe 1, the pier stud template structure is arranged along the longitudinal edge of the mold underframe 1, and the pier stud template structure is communicated with the bent cap template structure;
the bent cap template structure is a rectangular three-dimensional structure and comprises a bent cap bottom die 8, bent cap transverse side dies 9 respectively arranged along the transverse edges of two sides of the bent cap bottom die 8, bent cap longitudinal side dies 10 respectively arranged along the longitudinal edges of two sides of the bent cap bottom die 8 and split bolts 11; a grout passing port 2 is formed in a position, corresponding to the connection with the pier stud template structure, on a transverse side die 9 of the bent cap template structure; split bolts 11 are respectively connected between the tops of the two transverse side dies 9 of the bent cap and the bottoms of the two transverse side dies 9 of the bent cap at intervals; positioning sleeves 12 are arranged between the tops of the two transverse side dies 9 of the bent cap and corresponding to the two sides of the pier stud template structure; the split bolt 11 is arranged in the positioning sleeve 12 in a penetrating way;
the pier stud template is cylindrical in structure and comprises a pier stud bottom die 3, a pier stud top die 4 and a plugging plate 5; the cross section of the pier stud bottom die 3 is in a semicircular arc shape and is welded and connected to a side die of the bent cap template structure; a vertical support 6 is arranged between the pier stud bottom die 3 and the die underframe 1; the cross section of the pier stud top die 4 is in a semi-circular arc shape and is connected to the top of the pier stud bottom die 3, and the top of the pier stud top die 4 is provided with a vibrating hole 7; the pier stud top die 4 is formed by splicing a group of pier stud top die units, wherein the pier stud top die unit close to one side of the beam template structure is connected with the beam template structure; sealing materials are arranged in the joint between the pier column top die 4 and the pier column bottom die 3 and in the joint between the pier column top die unit and the beam die plate structure; the plugging plate 5 is plugged between the end parts of the pier column bottom die 3 and the pier column top die 4; the process includes the following steps.
①, manufacturing the die underframe 1, namely welding the die underframe 1 in a T shape and connecting the vertical support 6 on the die underframe 1 in a welding way.
②, manufacturing the capping beam formwork structure, wherein the capping beam formwork structure comprises manufacturing of a capping beam bottom die 8, a capping beam transverse side die 9 and a capping beam longitudinal side die 10, a grout passing port 2 is formed in the middle of the capping beam transverse side die 9 on one side of the pier stud formwork structure, and split bolts 11 are respectively tied between the tops of the two capping beam transverse side dies 9 and between the bottoms of the two capping beam transverse side dies 9.
③, manufacturing a pier stud template structure, which comprises manufacturing a pier stud bottom die 3, a pier stud top die 4 and a plugging plate 5, wherein the pier stud top die 4 is formed by splicing a group of pier stud top die units, and the inner sides of the pier stud bottom die 3 and the pier stud top die 4 are respectively provided with a cushion block for controlling the thickness of the concrete protective layer.
And ④, welding the pier stud bottom die 3, the bent cap template structure and the vertical supports 6 into a whole, and connecting the most inner pier stud top die unit and the bent cap template structure.
concrete mixing proportion of prefabricated pier column capping beam
Wherein, the W/B-water-cement ratio, the SP-sand ratio, the W-water weight, the C-cement weight, the S-sand weight, the G-stone weight, the FA-fly ash weight and the AD-additive agent.
Step a, putting a steel reinforcement framework into a mold: and (3) uniformly brushing an isolating agent on the inner surface of the die before the steel bars are fed into the die, and arranging the steel bar framework on a cushion block inside the pier column bottom die 3.
And b, after the steel reinforcement framework is put into the mold, respectively connecting the pier column top mold unit with the pier column bottom mold 3, replacing the pier column top mold unit positioned at the end part of the pier column with a steel plate hoop 18, wherein the steel plate hoop 18 is provided with a grouting hole 19, and the joint part of the mold is provided with a sealing material.
Step c, pouring concrete: the pouring sequence of the bottom of the capping beam, the pier stud, the middle of the capping beam and the top of the capping beam is adopted, the concrete of the capping beam positioned below the grout passing opening 2 in the template structure of the capping beam is poured firstly, and then the concrete in the template structure of the pier stud is poured, so that the concrete in the template structure of the pier stud flows into the template structure of the capping beam from the grout passing opening 2.
And d, vibrating the concrete.
And e, after the concrete is formed, cleaning concrete slag, and performing calendaring treatment on the surface of the cover beam concrete.
And f, curing the concrete, wherein the concrete is cured by adopting steam.
And 5, demolding the concrete until the construction is finished.
In this embodiment, the prefabricated pier stud capping beam 13 in the first step is provided with a main lifting lug 26 and an auxiliary lifting lug 27; the main lifting lugs 26 are arranged at the positions, 1-1.5 m away from the side lines at the two sides of the bent cap, of the top of the bent cap, and the auxiliary lifting lugs 27 are arranged at the positions, 1.5-2 m away from the bottom surface of the pier, of the lower part of the pier; before the concrete of the precast pier stud capping beam 13 is poured, the main lifting lug 26 and the auxiliary lifting lug 27 are connected with the steel reinforcement framework of the precast pier stud capping beam 13 into a whole at the designed position.
Before hoisting, the distribution calculation of main and auxiliary hoisting loads is carried out when the prefabricated pier stud bent cap 13 is erected in the air: by analyzing the stress condition of the main and auxiliary cranes in the whole erecting process, the pier capping beam is in a horizontal state when the stress of the auxiliary crane is maximum, and the main and auxiliary cranes are in a matched tail slipping state at the moment; the load of the main and auxiliary cranes is related to the relative positions of the lifting lugs 26 and 27: analyzing that the stressed auxiliary cranes of the main crane are basically the same, even the bearing capacity of the auxiliary cranes is slightly smaller than that of the main crane according to the structural shape and the combined gravity center distribution of the integral bent cap pier stud; the mechanical selection and working condition check of the hoisting operation work are to calculate the distribution coefficient of the corresponding load according to the relative position relationship of the main lifting lug and the auxiliary lifting lug.
In the second step, in the embodiment, the main beam 22 of the superstructure is transported to the position of the bridge to be constructed while the foundation pit 15 is excavated, and the main beam 22 is spliced; the main beam 22 is a steel beam.
In this embodiment, before the fifth hoisting step, the prefabricated pier stud capping beam 13 is tried to be hoisted, and the specific method is as follows.
1. Examination before test hanging: before the test hoisting, detailed inspection is carried out on various components of the crane, including whether various transmission parts, such as an engine, a gearbox, a bearing and the like, have abnormal phenomena of heating, noise, vibration, oil leakage and the like, and if problems are found, the problems need to be timely treated; checking the lubrication condition of each transmission part, and paying attention to the oil temperature and the oil quantity; the sensitivity, reliability and accuracy of each meter are checked; the condition of the steel wire rope, the safety protection condition and the like are carefully checked to ensure that the next step of work can be carried out after the steel wire rope is used.
2. No-load test run: the lifting, extending and rotating of the large arm of the truck crane are required to be subjected to no-load tests, whether all parts are normal or not is observed, and whether all instruments and pointers are normal or not is simultaneously checked.
3. Trial hoisting: when the test hoisting is started, firstly hoisting the component 200-300mm away from the ground, stopping hoisting, checking the stability of the crane, the reliability of a braking device, the balance of the component, the binding firmness and the like, and checking whether the sling has abnormal conditions; after the correctness is confirmed, the hoisting can be continued; the suspended member cannot remain in the air for a long time.
In this embodiment, the distance between the upper edge of the cup opening 20 and the prefabricated pier stud coping 13 in the fifth step is not less than 130mm, the distance between the lower end of the prefabricated pier stud coping 13 and the side wall of the cup opening 20 is not less than 80mm, and the side wall of the cup opening 20 is a rough surface.
In this embodiment, in the fifth step, when the precast pier stud capping beam 13 is hoisted in place, the pier stud erecting process is as follows: the main and auxiliary lifting hooks simultaneously lift the hooks, when the distance between the prefabricated pier stud bent cap 13 and the vehicle body is not less than 500mm, the transport vehicle is removed, and then the main hook lifts the hooks at 0.5m/min and the auxiliary lifting hooks are not moved; when the distance between the prefabricated pier stud bent cap 13 and the ground is less than 1m, the prefabricated pier stud bent cap 13 is rotated in a sliding mode and erected to form an included angle of 70 degrees with the ground, then the auxiliary lifting hook is matched with the main hook to drop at a speed of not more than 2m/min, and the uniform speed is kept; the distance between the prefabricated pier stud bent cap 13 and the ground is kept to be less than 1m all the time in the erecting process until the prefabricated pier stud bent cap 13 is erected at an included angle of 90 degrees with the ground; in the process of erecting, the main crane starts hooking, the auxiliary crane is matched with falling hooks, and the diagonal pulling condition of the auxiliary hook rope can be improved by adjusting the relative movement speed of the main crane and the auxiliary crane, so that the diagonal pulling angle is controlled within a safety range; obstacles influencing the crane standing position, rotation, hoisting operation and the like in the operation area need to be removed in advance.
In the seventh embodiment, in the hoisting position of the main beam 22, a hybrid hoisting method of hoisting by a single machine and then hoisting by a double machine is adopted; wherein, the hoist and mount order of girder 22 is: hoisting the transverse bridge section by section from the central line of the bridge to two sides; the mixed hoisting method specifically comprises the following steps: temporarily placing the main beam 22 on the prefabricated pier stud coping 13 by using a crane, then hooking the lifting hooks of the crane on two lifting points at the front end of the main beam 22, and hooking the lifting hook of another crane on two lifting points at the rear part of the main beam 22; the two cranes lift the main beam 22 to hoist the main beam 22 in place.
The above embodiments are not intended to be exhaustive or to limit the invention to other embodiments, and the above embodiments are intended to illustrate the invention and not to limit the scope of the invention, and all applications that can be modified from the invention are within the scope of the invention.
Claims (9)
1. A construction method for quickly assembling and splicing a bridge substructure in a transverse block manner is characterized by comprising the following steps:
step one, integrated construction of a prefabricated pier stud capping beam (13); the lower part of a pier column of the prefabricated pier column capping beam (13) is provided with a steel plate hoop (18), and the outer surface of the steel plate hoop (18) is welded with a shear nail (14);
step two, excavating the foundation pit (15), and temporarily supporting the foundation pit (15);
thirdly, constructing a concrete cushion (16) at the bottom of the foundation pit (15);
step four, constructing a pier stud foundation (17): the pier stud foundation (17) adopts a cast-in-place enlarged foundation, a cup opening (20) is arranged at the top of the enlarged foundation, and a circle of anchor plate (21) is embedded around the top of the cup opening (20);
fifthly, hoisting the precast pier stud capping beam (13) in place; the precast pier stud capping beams (13) are arranged in a plurality of rows in parallel at intervals along the longitudinal bridge direction, wherein each row of precast pier stud capping beams (13) are continuously arranged along the transverse bridge direction; the hoisting in-place sequence is as follows: sequentially hoisting in the transverse bridge direction from the central axis of the bridge to two sides, and sequentially hoisting in the longitudinal bridge direction from the central axis of the bridge to two sides; the hoisting method comprises the following steps:
i, releasing the central longitudinal and transverse axes of the prefabricated pier stud coping (13) on an anchor plate (21) at the top of the pier stud foundation (17) and springing a cross line; remeasure the bottom elevation of the cup mouth (20) of the pier stud foundation (17), and adjust the bottom elevation of the cup mouth (20);
II, respectively popping up a longitudinal bridge axial line, a transverse bridge axial line and a high control line on the prefabricated pier stud capping beam (13); wherein the longitudinal bridge axis and the transverse bridge axis form a cross mark;
step III, measuring the elevation of the bottom of the cup opening (20) again, adding a cushion block according to the repeated measurement result, and then hanging the prefabricated pier stud bent cap (13) into the cup opening (20);
step IV, adjusting the position of the precast pier stud capping beam (13): respectively arranging a total station in the longitudinal and transverse bridge directions, measuring the axis offset of the prefabricated pier stud coping (13), and adjusting the horizontal position of the prefabricated pier stud coping (13) to ensure that the cross line on the prefabricated pier stud coping (13) is aligned with the cross line on the top of the cup opening (20); the vertical position of the prefabricated pier stud coping beam (13) is adjusted to enable the prefabricated pier stud coping beam (13) to reach a design elevation;
step V, clamping a steel wedge (23) in a gap between the upper part of the cup opening (20) and the prefabricated pier stud capping beam (13), and clamping the prefabricated pier stud capping beam (13) by using the steel wedge (23);
step VI, arranging inverted chains (24) around the prefabricated pier stud capping beam (13), temporarily fixing the prefabricated pier stud capping beam (13), fixing one end of each inverted chain (24) on the prefabricated pier stud capping beam (13), fixing the other end of each inverted chain (24) on a pier stud foundation (17), and further adjusting the verticality of the prefabricated pier stud capping beam (13) by using the inverted chains (24);
step VII, welding of the positioning steel plate (25): welding a positioning steel plate (25) between the anchor plate (21) and the prefabricated pier stud capping beam (13), and fixedly connecting the prefabricated pier stud capping beam (13) with the pier stud foundation (17);
step VIII, unhooking and dismantling the steel wedge (23);
step IX, filling high-strength grouting material into a gap between a cup opening (20) and a prefabricated pier stud capping beam (13), and grouting to a designed elevation;
step X, after the strength of the grouting material reaches the design strength, removing the chain block (24);
step six, backfilling the foundation pit (15);
and seventhly, hoisting the main beam (22) in place.
2. The construction method for the transverse block rapid assembly of the bridge substructure according to claim 1, characterized in that: in the first step, the size of the capping beam of the precast pier stud capping beam (13) is as follows: the length is less than or equal to 3.5m, the width is less than or equal to 2.5m, and the height is less than or equal to 5 m; the diameter of the pier column of the prefabricated pier column capping beam (13) is not more than 1.5m, and the height of the steel plate hoop (18) at the lower part of the pier column is not more than 2.5 m.
3. The construction method for the transverse block rapid assembly of the bridge substructure according to claim 2, characterized in that: in the first step, the integrated construction of the prefabricated pier stud capping beam (13) comprises the following specific steps:
step 1, selecting the form of the prefabricated pier stud capping beam mold: selecting a horizontal concrete pouring mould according to design requirements;
step 2, designing and manufacturing a prefabricated pier stud capping beam mold; the prefabricated pier stud capping beam mold comprises a pier stud template structure, a capping beam template structure and a mold underframe (1) supported at the bottoms of the pier stud template structure and the capping beam template structure;
the die underframe (1) is T-shaped and comprises a transverse edge and a longitudinal edge; the bent cap template structure is arranged along the transverse edge of the mold underframe (1), the pier stud template structure is arranged along the longitudinal edge of the mold underframe (1), and the pier stud template structure is communicated with the bent cap template structure;
the bent cap template structure is a rectangular three-dimensional structure and comprises a bent cap bottom die (8), bent cap transverse side dies (9) arranged along the transverse edges of the two sides of the bent cap bottom die (8), bent cap longitudinal side dies (10) arranged along the longitudinal edges of the two sides of the bent cap bottom die (8) and split bolts (11); a grout passing opening (2) is formed in a position, corresponding to the connection position with the pier stud template structure, on a transverse side die (9) of the bent cap template structure; split bolts (11) are respectively connected between the tops of the two transverse side dies (9) of the bent cap and between the bottoms of the two transverse side dies (9) of the bent cap at intervals; positioning sleeves (12) are arranged between the tops of the two transverse side dies (9) of the bent cap and corresponding to the two sides of the pier stud template structure; the split bolt (11) is arranged in the positioning sleeve (12) in a penetrating way;
the pier stud template is cylindrical in structure and comprises a pier stud bottom die (3), a pier stud top die (4) and a plugging plate (5); the cross section of the pier stud bottom die (3) is in a semi-circular arc shape and is welded on a side die of the bent cap template structure; a vertical support (6) is arranged between the pier stud bottom die (3) and the die underframe (1); the cross section of the pier stud top die (4) is in a semi-circular arc shape and is connected to the top of the pier stud bottom die (3), and the top of the pier stud top die (4) is provided with a vibrating hole (7); the pier column top die (4) is formed by splicing a group of pier column top die units, wherein the pier column top die unit close to one side of the beam template structure is connected with the beam template structure; sealing materials are arranged in the joint between the pier column top die (4) and the pier column bottom die (3) and in the joint between the pier column top die unit and the beam die plate structure; the blocking plate (5) is blocked between the end parts of the pier column bottom die (3) and the pier column top die (4); the design and manufacturing process of the prefabricated pier stud bent cap mould comprises the following steps:
①, manufacturing a die underframe (1), namely welding a vertical support (6) on the die underframe (1) in a T shape, wherein the die underframe (1) is T-shaped;
②, manufacturing a bent cap template structure, namely manufacturing a bent cap bottom die (8), bent cap transverse side dies (9) and bent cap longitudinal side dies (10), arranging a slurry passing hole (2) in the middle of the bent cap transverse side dies (9) positioned on one side of the pier stud template structure, and respectively tying split bolts (11) between the tops of the two bent cap transverse side dies (9) and the bottoms of the two bent cap transverse side dies (9);
③, manufacturing a pier stud template structure, which comprises manufacturing a pier stud bottom die (3), a pier stud top die (4) and a plugging plate (5), wherein the pier stud top die (4) is formed by splicing a group of pier stud top die units, and the inner sides of the pier stud bottom die (3) and the pier stud top die (4) are both provided with cushion blocks for controlling the thickness of a concrete protective layer;
step ④, welding the pier stud bottom die (3), the bent cap template structure and the vertical supports (6) into a whole, and connecting the most inner pier stud top die unit with the bent cap template structure;
step 3, designing the concrete proportion of the prefabricated pier stud capping beam (13); wherein, the concrete of prefabricated pier stud bent cap (13) adopts C40F250W 6's concrete, the cooperation is as follows:
concrete mixing proportion of prefabricated pier column capping beam
Wherein, the W/B-water-cement ratio, the SP-sand ratio, the W-water weight, the C-cement weight, the S-sand weight, the G-stone weight, the FA-fly ash weight and the AD-additive agent;
step 4, constructing a prefabricated pier stud capping beam (13); the process comprises the following steps:
step a, putting a steel reinforcement framework into a mold: uniformly brushing an isolating agent on the inner surface of a die before a steel bar is put into the die, and arranging a steel bar framework on a cushion block inside a pier column bottom die (3);
b, after the steel reinforcement framework is placed into a mold, respectively connecting the pier column top mold unit with the pier column bottom mold (3), replacing the pier column top mold unit positioned at the end part of the pier column with a steel plate hoop (18), wherein the steel plate hoop (18) is provided with a grouting hole (19), and a sealing material is arranged at the joint part of the mold;
step c, pouring concrete: pouring the cover beam concrete in the cover beam template structure and below the grout passing opening (2), and pouring the concrete in the pier column template structure to enable the concrete in the pier column template structure to flow into the cover beam template structure from the grout passing opening (2);
d, vibrating the concrete;
e, after the concrete is formed, cleaning concrete slag, and performing calendaring treatment on the surface of the cover beam concrete;
f, curing the concrete, wherein the concrete is cured by steam;
and 5, demolding the concrete until the construction is finished.
4. The construction method for the transverse block rapid assembly of the bridge substructure according to claim 3, characterized in that: a main lifting lug (26) and an auxiliary lifting lug (27) are arranged on the prefabricated pier stud bent cap (13) in the first step; the main lifting lugs (26) are arranged at the positions, 1-1.5 m away from the side lines of the two sides of the bent cap, of the two sides of the top of the bent cap, and the auxiliary lifting lugs (27) are arranged at the positions, 1.5-2 m away from the bottom surface of the pier, of the lower part of the pier; before the concrete of the precast pier stud capping beam (13) is poured, a main lifting lug (26) and an auxiliary lifting lug (27) are connected with a steel reinforcement framework of the precast pier stud capping beam (13) into a whole at a design position.
5. The construction method for the transverse block rapid assembly of the bridge substructure according to claim 1, characterized in that: in the second step, the main beam (22) of the upper structure is transported to the position of the bridge to be constructed while the foundation pit (15) is excavated, and the main beam (22) is spliced; wherein, the main beam (22) adopts a steel beam.
6. The construction method for the transverse block rapid assembly of the bridge substructure according to claim 1, characterized in that: and fifthly, the distance between the upper edge of the cup opening (20) and the prefabricated pier stud capping beam (13) is not less than 130mm, the distance between the lower end of the prefabricated pier stud capping beam (13) and the side wall of the cup opening (20) is not less than 80mm, and the side wall of the cup opening (20) is a frosted surface.
7. The construction method for the transverse block rapid assembly of the bridge substructure according to claim 1, characterized in that: in the fifth step, when the prefabricated pier stud capping beam (13) is hoisted in place, the pier stud erecting process is as follows: the main and auxiliary lifting hooks simultaneously lift the hooks, when the distance between the prefabricated pier stud bent cap (13) and the vehicle body is not less than 500mm, the transport vehicle is removed, and then the main hook lifts the hooks at 0.5m/min and the auxiliary lifting hooks are not moved; when the distance between the prefabricated pier stud bent cap (13) and the ground is less than 1m, the prefabricated pier stud bent cap (13) is rotated in a sliding mode and erected to form an included angle of 70 degrees with the ground, and then the auxiliary lifting hook is matched with the main hook to drop at a speed of not more than 2m/min and maintain a uniform speed; the distance between the prefabricated pier stud bent cap (13) and the ground is kept less than 1m all the time in the erecting process until the prefabricated pier stud bent cap (13) is erected with an included angle of 90 degrees with the ground.
8. The construction method for the transverse block rapid assembly of the bridge substructure according to claim 7, characterized in that: step III, aligning the prefabricated pier stud bent cap (13) to the cross line at the top of the cup opening (20) by using a crane, and vertically putting the prefabricated pier stud bent cap into the cup opening (20); when the cup descends, the cup descends at a speed of less than 2m/min in a manual cooperation mode, and wood plates or rubber pads are arranged on the periphery of the top of the cup opening (20) in a cushioning mode.
9. The construction method for the transverse block rapid assembly of the bridge substructure according to claim 5, characterized in that: in the seventh step, a mixed hoisting method of single-machine hoisting and then double-machine hoisting is adopted for hoisting the main beam (22) in place; wherein, the hoist and mount order of girder (22) is: hoisting the transverse bridge section by section from the central line of the bridge to two sides; the mixed hoisting method specifically comprises the following steps: temporarily placing a main beam (22) on a prefabricated pier stud capping beam (13) by using a crane, then hooking a lifting hook of the crane on two lifting points at the front end of the main beam (22), and hooking a lifting hook of another crane on two lifting points at the rear part of the main beam (22); the two cranes lift the main beam (22) to hoist the main beam (22) in place.
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| CN109958067A (en) * | 2019-05-05 | 2019-07-02 | 中交一公局第三工程有限公司 | Construction bracket apparatus and system |
| CN112458905A (en) * | 2020-11-09 | 2021-03-09 | 中铁大桥局上海工程有限公司 | Splicing adjustment method for prefabricated capping beam and prefabricated stand column |
| CN113404080A (en) * | 2021-07-26 | 2021-09-17 | 中冶建工集团有限公司 | Method for fixing base steel column of bearing platform cup opening |
| CN117758581A (en) * | 2023-12-29 | 2024-03-26 | 中铁北京工程局集团有限公司 | Elevation control method of assembled road panel based on elevation measurement |
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