CN103469734A - Negative-bending-moment corrugated pipe duct grouting construction method - Google Patents
Negative-bending-moment corrugated pipe duct grouting construction method Download PDFInfo
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- CN103469734A CN103469734A CN201310438805XA CN201310438805A CN103469734A CN 103469734 A CN103469734 A CN 103469734A CN 201310438805X A CN201310438805X A CN 201310438805XA CN 201310438805 A CN201310438805 A CN 201310438805A CN 103469734 A CN103469734 A CN 103469734A
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Abstract
The invention relates to a road and bridge construction method, in particular to a negative-bending-moment corrugated pipe duct grouting construction method. The method sequentially comprises the steps of preparing a negative-bending-moment anchor backing plate and forming a grouting hole on the side surface of the anchor backing plate; prefabricating beam pieces and reserving grouting pipes; erecting a beam; pouring a continuous section and reserving a grout overflow pipe; performing negative-bending-moment tensioning and sealing an anchor; performing negative-bending moment duct grouting; plugging a first grouting pipe at one end, grouting from a second grouting pipe at the other end, stopping grouting when regulated thick grout flows out of the grout overflow pipe, then plugging the second grouting pipe, removing a plugging object in the first grouting pipe, grouting from the first grouting pipe, stopping grouting when regulated thick grout flows out of the grout overflow pipe, removing a plugging object in the second grouting pipe, synchronously supplementing grout into the two grouting pipes if the liquid level of the grout overflow pipe is decreased, and ending the grouting when the liquid levels of the two grouting pipes are at the same level, the liquid level of the grout overflow pipe and the top of the grout overflow pipe are just at the same level and the liquid level is not decreased any longer. The negative-bending-moment corrugated pipe duct grouting construction method has the advantages that since grouting is performed directly on the top surfaces of the beam pieces, the grouting is convenient and safe to perform and the quality effect can be guaranteed more easily.
Description
Technical field
The present invention relates to the road and bridge construction method, relate in particular to negative bending moment bellows hole path pressure grouting job practices.
Background technology
In structure construction, T is beam prefabricated is prefabricated in the beam field, and construction quality is easy to control, but construction quality is difficult to control when the construction continuous segment, the especially construction of negative bending moment.The negative bending moment construction is dangerous large, is again work high above the ground, careless slightly, is easy to occur security incident, and hidden danger of quality just more easily occurs.CN101839042B (2012-7-25) discloses the Novel barricade muscle that a kind of negative bending moment rib is used, yet this device is complicated, and is difficult to solve technical problem of the present invention, does not also disclose negative bending moment bellows hole path pressure grouting job practices simultaneously.
Summary of the invention
The purpose of this invention is to provide a kind of rationally negative bending moment bellows hole path pressure grouting job practices of convenience, handling safety of constructing.
The first technical purpose of the present invention is achieved by the following technical programs:
Negative bending moment bellows hole path pressure grouting job practices, it comprises step successively:
(1) prepare the anchor plate that negative bending moment bellows hole path pressure grouting is used, be provided with the mud jacking hole that extends upward and protrude from described anchor plate side on described anchor plate;
(2) prefabricated the reaching of beam sheet reserved madjack pipe;
(3) set a roof beam in place: carry out the beam sheet and set up;
(4) continuous segment is built and the reserved slurry pipe that overflows;
(5) negative bending moment tension of prestressed tendon and sealing off and covering anchorage: carry out tension of prestressed tendon and negative bending moment sealing off and covering anchorage;
(6) negative bending moment mud jacking: block the first madjack pipe, from the second madjack pipe of the other end, carry out mud jacking, when the slurry pipe that overflows flows out the regulation underflow, end mud jacking; Then block the second madjack pipe, the obstruction of the first madjack pipe of removing, carry out mud jacking from the first madjack pipe, when the slurry pipe that overflows flows out the regulation underflow, stops mud jacking; Remove the obstruction of the second madjack pipe, observe two madjack pipes and overflow and starch slurries liquid level in pipe, synchronously toward two madjack pipes, supplement slurries as the slurry pipe liquid level that overflows descends, until two madjack pipe Starch Level basic horizontal and overflow slurry pipe liquid level just when overflowing that slurry pipe top is equal no longer to descend till, mud jacking is complete.
Beam sheet of the present invention is T fine strain of millet.
The present invention compared with prior art, has following outstanding advantages and beneficial effect:
1, the present invention directly carries out mud jacking at beam sheet end face, has guaranteed constructor's safety, has brought convenience also to constructor's mud jacking operation, also is convenient to quality examination and the control of mud jacking;
2, excessive slurries are stayed beam sheet end face during mud jacking of the present invention, are convenient to clean;
3, the present invention can reach effect better, more convenient than secondary grouting and vacuum grouting, that be easier to ensure the quality of products.
As preferably, the side of described step (1) mud jacking hole in described anchor plate.
At present, its mud jacking hole of known anchor plate is arranged on by the flat anchor ground tackle parallel with flat anchor center line, while after the negative bending moment tension of prestressed tendon completes, mud jacking being carried out in negative bending moment bellows duct, mud jacking is carried out in mud jacking hole that can only be reserved from the anchor plate bottom surface, being arranged on while adopting conventional method to carry out mud jacking like this, the constructor stands on Hanging Basket, construction safety is difficult to guarantee, the slurries of ejection very easily pollute the beam sheet, affect beam sheet outward appearance, and be difficult to guarantee squeezing quality, while especially mud jacking being carried out in negative bending moment bellows duct, the side bar outside, all the more so.And the employing vacuum grouting, complicated operation, equipment is many, and absolute vacuum is again impossible produce, and the quality of mud jacking also is difficult to guarantee fully.No matter be to adopt conventional mud jacking or vacuum grouting, the upper and lower Hanging Basket of constructor, slowed down construction speed.
More preferably, the angle of described step (1) mud jacking hole central axis and described anchor plate horizontal plane is 90 °.
More preferably, described mud jacking hole extends upward and protrudes from described anchor plate side, and the vertical distance of described mud jacking hole end face and described anchor plate side is 2-3cm, and described mud jacking hole external diameter is 1.5-2.5cm.
Traditional negative bending moment bellows hole path pressure grouting method must be carried out shutoff to the mud jacking hole and be carried out voltage stabilizing, and only at one end carries out mud jacking, from the excessive slurry hole ejection of an other end.Traditional negative bending moment bellows hole path pressure grouting method reaches the setting position of the slurry pipe that overflows in shutoff voltage stabilizing process due to the high pressure of slurries, will inevitably there is gas in the bellows duct, then the secondary grouting carried out also can not be discharged gas fully, has caused so traditional negative bending moment bellows hole path pressure grouting method squeezing quality at all uncontrollable.And improved negative bending moment bellows hole path pressure grouting method can not carried out the shutoff voltage stabilizing to He Yijiang hole, mud jacking hole, described mud jacking hole is arranged at the anchor plate side, when the precast beam sheet, is embedded in concrete, by the connection of madjack pipe, the mud jacking operation is transferred to above the beam sheet.
More preferably, be provided with screwed hole or the screw thread silk for being complementary with described madjack pipe on described mud jacking hole.
More preferably, described anchor plate bottom surface is provided with locating hole.
More preferably, described locating hole has 2, and described locating hole line is positioned on the diagonal of described anchor plate bottom surface.
More preferably, be provided with protruding ribs on described anchor plate side.
Described ribs is for strengthening anchor plate intensity, safer while making the construction of hogging moment mud jacking.
As preferably, described step (2) comprises colligation water chestnut and web reinforcement, the positive bending moment prestress pipe of installation, installation form, colligation top board reinforcing bar, negative bending moment prestress pipe and reserved negative bending moment madjack pipe, concreting, the positive bending moment presstressed reinforcing steel of stretch-draw and mud jacking is installed, the setting of negative bending moment madjack pipe should consider that the beam horse is well afterwards roughly in vertical, and exceeds described beam sheet top board face 3-10cm.
As preferably, described step (2) negative bending moment madjack pipe should adopt the extension spray lance mode be arranged according to the bridge longitudinal gradient, guarantees that two negative bending moment madjack pipe horizontal directions on same duct, continuous segment two ends are roughly with high.
This arranges the level of Starch Level in the time of can guaranteeing mud jacking.
As preferably, described step (3) comprises installation form, assembling reinforcement, installation negative bending moment bellows duct and reserved slurry pipe, concreting and the construction and maintenance of overflowing successively.
As preferably, described step (4) the slurry pipe that overflows is located in the middle of each negative bending moment duct and roughly in vertical, and described excessive slurry pipe exceeds described continuous segment end face 3-10cm, and the slurry pipe that overflows is established in each duct.
This method can further reach grouting result better, more convenient, that be easier to ensure the quality of products; Excessive slurries are stayed beam sheet end face simultaneously, are convenient to clean.
As preferably, the excessive slurry of described step (4) pipe should adopt the extension spray lance mode be arranged according to the bridge longitudinal gradient, during described excessive slurry pipe mud jacking, pipe top horizontal direction should be higher than the highest point in described negative bending moment bellows duct, during described excessive slurry pipe mud jacking, higher than continuous segment end face 3-10cm, during described excessive slurry pipe mud jacking, the pipe top is lower than described negative bending moment madjack pipe pipe top 3～10cm.
In the middle of described each negative bending moment duct, that is to say in the middle of continuous segment.During mud jacking, madjack pipe is under the requirement that meets the bridge longitudinal gradient, and horizontal direction should exceed the slurry Guan Guanding that overflows.The overflow air that can get rid of the duct eminence that arranges of slurry pipe of the present invention, the discrepancy in elevation of supplementing and utilizing madjack pipe and the slurry pipe that overflows to exist that can carry out in case of necessity slurries can guarantee the closely knit of slurries in duct.In the bellows duct, there is the not full discrepancy in elevation existed like this of hole and mud jacking can guarantee that negative bending moment bellows duct inner pore can all be filled by the method for supplementing slurries fully.Adopt significant advantage of improved negative bending moment bellows hole path pressure grouting method be exactly than traditional negative bending moment bellows hole path pressure grouting method few the process of secondary grouting, and the mode by spreading is conducive to construction, saves the recycling of investment and resource.
As preferably, described step (4) construction and maintenance is after the complete and concrete final set of continuous segment concreting, with straw bag, woven bag, gunnysack or geotextiles oversite concrete surface water seasoning regularly; Cover continuously water seasoning 14 days.
More preferably, the covering water seasoning of every day guarantees the moistening of concrete surface.
First 7 days at water seasoning is concrete strength rising most critical, is also the fastest time period.If it is not in place to cover water seasoning, perhaps, concrete intensity did not reach the value of concrete strength of tension of prestressed tendon requirement after 7 days, can't carry out the tension of prestressed tendon operation after such 7 days, must wait until when value of concrete strength reaches the strong concrete value of tension of prestressed tendon requirement can stretch-draw, has affected the duration.
As preferably, described step (5) is before carrying out stretch-draw, must jack and the supporting demarcation of oil meter be supported the use, during stretch-draw, by control stress for prestressing and jack stress curve, calculate the corresponding oil meter reading of 10% proof stress, 20% proof stress and 100% proof stress; The result of calculating is marked on oil meter in order to the convenient stretch-draw of controlling the negative bending moment presstressed reinforcing steel; The negative bending moment tension of prestressed tendon adopts the method for two ends synchronous tension to carry out stretch-draw; At the two ends of stretch-draw, adopt baffle plate to be protected.
The necessary supporting demarcation of jack and oil meter, to obtain the stress curve of stretching force and jack, in order to control stretch-draw.The mark stretch-draw of described Stress Control and oil meter reading, can strengthen the safety of high-altitude stretch-draw operation.
As preferably, described step (6) is specifically blocked the first madjack pipe and, from the second madjack pipe mud jacking, is stopped mud jacking when the slurry pipe that overflows flows out the regulation underflow; Pull out the stopper of the first madjack pipe, block the second madjack pipe and, from the first madjack pipe mud jacking, stop mud jacking when the slurry pipe that overflows flows out the regulation underflow; Pull out the stopper of the second madjack pipe, observe the first madjack pipe and the second madjack pipe and overflow and starch slurries liquid level in pipe, as the slurry pipe liquid level that overflows descends, the direct labor is synchronous mends slurry toward the first madjack pipe and the second madjack pipe, until the first madjack pipe and the second madjack pipe Starch Level basic horizontal and overflow slurry pipe liquid level just when overflowing that slurry pipe top is equal no longer to descend till, mud jacking finishes.
During mud jacking, the first madjack pipe or the second madjack pipe are in the requirement that meets the bridge longitudinal gradient, and horizontal direction exceeds the slurry pipe top of overflowing, and when described the first madjack pipe, the second madjack pipe mud jacking, the horizontal direction discrepancy in elevation is as far as possible little.The advantage that adopts improved negative bending moment bellows hole path pressure grouting method be utilize madjack pipe and the discrepancy in elevation of the slurry pipe that overflows mend slurry than traditional negative bending moment bellows hole path pressure grouting method few the process of secondary grouting.
The present invention also provides a kind of anchor plate of negative bending moment bellows hole path pressure grouting, is provided with the mud jacking hole that extends upward and protrude from described anchor plate side on described anchor plate, and the central axis in described mud jacking hole and the angle of described anchor plate horizontal plane are 60-90 °.
More preferably, described mud jacking hole extends upward and protrudes from described anchor plate side, and its height of projection h is 2-3cm, and described mud jacking hole outside diameter d is 1.5-2.5cm.
More preferably, be provided with screwed hole or the screw thread silk for being complementary with described madjack pipe on described mud jacking hole.
More preferably, described anchor plate bottom surface is provided with locating hole.
More preferably, be provided with protruding ribs on described anchor plate external surface.
Described ribs is for strengthening anchor plate intensity, safer while making the construction of hogging moment mud jacking.
The accompanying drawing explanation
Fig. 1 is the anchor plate plan view of the embodiment of the present invention;
Fig. 2 is the anchor plate side elevational view of the embodiment of the present invention;
Fig. 3 is the anchor plate sectional drawing of the embodiment of the present invention;
Fig. 4 is that the anchor plate A-A of the embodiment of the present invention is to sectional view;
Fig. 5 is the schematic diagram that embodiment of the present invention mud jacking is arranged;
Fig. 6 is the process chart of the embodiment of the present invention;
Wherein, 1-anchor plate; 101-mud jacking hole; The 102-locating hole; The 103-ribs; 2-the first madjack pipe, 3-the second madjack pipe, 4-overflows and starches pipe, 5-bellows, 6-pier roof rail, 7-the one T beam, 8-the 2nd T beam, 9-bearing, 10-continuous segment, 11-tooth plate, 12-T back plate, 13-tooth plate sealing off and covering anchorage.
The specific embodiment
Below in conjunction with accompanying drawing, the present invention is described in further detail.
As shown in Figure 1, Figure 2, Figure 3 and Figure 4, the anchor plate 1 that negative bending moment bellows hole path pressure grouting is used, the tower structure that anchor plate 1 is hollow, be provided with the mud jacking hole 101 after improvement on anchor plate 1, the angle of the central axis in mud jacking hole 101 and anchor plate side is 60-90 °.Mud jacking hole 101 extends upward and protrudes from the anchor plate side, and the vertical distance of mud jacking hole 101 end faces and anchor plate side is that height of projection h is 2-3cm, and mud jacking hole 101 outside diameter d are 1.5-2.5cm.Be provided with screwed hole or screw thread silk for being complementary with madjack pipe on mud jacking hole 101.Anchor plate 1 bottom surface is useful in addition anchor plate 1 is embedded in to the locating hole 102 on the beam sheet, in order to strengthen anchor plate 1 intensity, safer while making the construction of hogging moment mud jacking.Anchor plate is provided with protruding ribs 103 on 1 side.
Negative bending moment bellows hole path pressure grouting job practices comprises step successively:
Prepare the anchor plate that negative bending moment bellows hole path pressure grouting is used, be provided with the mud jacking hole on described anchor plate;
The beam sheet is prefabricated and reserve madjack pipe: colligation water chestnut and web reinforcement, the positive bending moment prestress pipe of installation, installation form, colligation top board reinforcing bar, installation negative bending moment prestress pipe reach reserved negative bending moment madjack pipe, concreting, the positive bending moment presstressed reinforcing steel of stretch-draw and mud jacking; The setting of negative bending moment madjack pipe should consider that the beam horse is well afterwards roughly in vertical, and exceeds described beam sheet top board face 5cm; The negative bending moment madjack pipe should be set according to the bridge longitudinal gradient, and two negative bending moment madjack pipe horizontal directions on same duct, continuous segment two ends are roughly same high, the level of Starch Level during with the assurance mud jacking;
Set a roof beam in place: carry out the beam sheet and set up;
Continuous segment is built and the reserved slurry pipe that overflows: installation form, assembling reinforcement, installation negative bending moment bellows duct reach reserved slurry pipe, concreting and the construction and maintenance of overflowing successively; The slurry pipe that overflows is located in the middle of each negative bending moment duct and in vertical, and described excessive slurry pipe exceeds described continuous segment end face 5cm, and the slurry pipe that overflows is established in each duct; The slurry pipe that overflows should be set according to the bridge longitudinal gradient, during described excessive slurry pipe mud jacking, pipe top level is to should be higher than the highest point in described negative bending moment bellows duct, described excessive slurry pipe, higher than continuous segment end face 5cm, pushes up 3～10cm lower than described negative bending moment madjack pipe pipe during described excessive slurry Guan Guanding mud jacking; Construction and maintenance is after the complete and concrete final set of continuous segment concreting, with straw bag, woven bag, gunnysack or geotextiles oversite concrete surface water seasoning regularly; Cover continuously water seasoning 14 days; The covering water seasoning of every day should guarantee that concrete surface is moistening;
Negative bending moment tension of prestressed tendon and sealing off and covering anchorage: carry out tension of prestressed tendon and negative bending moment anchor head sealing off and covering anchorage; Before carrying out stretch-draw, must be demarcated jack and oil meter, the supporting demarcation of jack and oil meter, support the use, and by stretching force and jack stress curve, calculates the corresponding oil meter reading of 10% proof stress, 20% proof stress and 100% proof stress; The result of calculating is marked on oil meter to facilitate the stretch-draw of controlling the negative bending moment presstressed reinforcing steel; The negative bending moment tension of prestressed tendon adopts the method for two ends synchronous tension to carry out the stretch-draw of presstressed reinforcing steel; At the two ends of stretch-draw, adopt baffle plate to be protected;
Negative bending moment mud jacking: first with stopper, block an end madjack pipe, from the other end, carry out mud jacking, when the slurry pipe that overflows flows out the underflow of regulation, end mud jacking; Then block this end of first mud jacking with stopper, pull out the stopper of the just stifled other end, then carry out mud jacking from the other end, when the slurry pipe that overflows flows out the underflow of regulation, stop mud jacking; Pull out the stopper of an end of blocking, observe two madjack pipes and overflow and starch slurries liquid level in pipe, as the slurry pipe liquid level that overflows has decline, directly synchronous toward falling slurry in two madjack pipes, to carry out slurries supplementary, until two madjack pipe Starch Level basic horizontal and the slurry pipe liquid level that overflows, till just with the slurry that overflows, Guan Guanding is equal while no longer descending, mud jacking completes.
The existing the shortest bridge negative bending moment bellows hole path pressure grouting example with 40mT Liang Dun top continuous segment, ground tackle adopts BM15-4 type ground tackle, bridge longitudinal gradient-3%, the angle of center, duct, negative bending moment end and top board is 9 °, the negative bending moment bellows core is the shortest apart from the top board face is 8.6cm, negative bending moment bellows apex distance top board face is the shortest is 7.3cm, the level of two anchor plates is 10.410m apart from degree, as shown in Figure 5, pier roof rail 6, the one T beam 7, the 2nd T beam 8, bearing 9, continuous segment 10, tooth plate 11, T back plate 12, tooth plate sealing off and covering anchorage 13 is arranged according to Fig. 4 successively, its bridge negative bending moment bellows hole path pressure grouting carries out according to the following steps:
1. customized anchor plate: require producer to be produced by the mud jacking hole 101 arranged shown in Fig. 1, then the precast yard of stocking up, mud jacking hole 101 exceeds side 2cm, mud jacking hole 101 outside diameter d are 2cm, built-in screw thread, 101 centers, mud jacking hole, top are 4cm to the distance of anchor plate bottom surface, and the angle of mud jacking hole 101 center lines and anchor plate center line horizontal plane is 90 °, in order to connect madjack pipe;
2. prefabricated the reaching of beam sheet reserved madjack pipe: colligation water chestnut and web reinforcement, the positive bending moment prestress pipe of installation, installation form, colligation top board reinforcing bar, installation negative bending moment prestress pipe and reserved negative bending moment madjack pipe, concreting, the positive bending moment presstressed reinforcing steel of stretch-draw and mud jacking.At reserved negative bending moment madjack pipe, [upper end of madjack pipe is the coating steel pipe of the long external diameter 20mm of 13cm, 5cm(top, steel pipe upper end 3cm car silk, for the spreading madjack pipe so that mud jacking) expose T back plate, middle 5cm is embedded in concrete roof, and 3cm is entangled by rubber tube (internal diameter 20mm) in the steel pipe lower end.The madjack pipe lower end is the coating steel pipe of the long external diameter 20mm of 5cm, and top 3cm is entangled by rubber tube, and bottom 2cm car silk is connected with mud jacking hole on anchor plate] time, the angle of madjack pipe upper end and beam sheet end face is 87 degree, exceeds top board 5cm;
3. set a roof beam in place: adopt conventional method to carry out the beam sheet and set up;
4. continuous segment is built and the reserved slurry pipe 4 that overflows: installation form, assembling reinforcement, installation negative bending moment bellows duct and reserved overflow slurry pipe 4, concreting and maintenance successively.Overflow and starch pipe at 4 o'clock at reserved negative bending moment, the slurry pipe that overflows is roughly in vertical, and employing external diameter 20mm galvanizing steel, exceed end face 5cm left and right, is located in the middle of each negative bending moment duct (that is to say in the middle of continuous segment), and each duct is established the slurry that overflows and managed 4;
5. negative bending moment tension of prestressed tendon and sealing off and covering anchorage: carry out according to a conventional method tension of prestressed tendon and negative bending moment anchor head sealing off and covering anchorage;
6. negative bending moment mud jacking: during mud jacking according to bridge longitudinal gradient spreading madjack pipe and the slurry pipe that overflows, during two madjack pipe top mud jacking, the discrepancy in elevation can not be too large, preferably horizontal direction is equally high, and horizontal direction two madjack pipes exceed oversize effective utilization and the visual Starch Level that is unfavorable for material of slurry pipe top 3～10cm(that overflow, the first madjack pipe 2 or the second madjack pipe 3 adopt extension spray lance to carry out spreading with the slurry pipe 4 that overflows).The slurry Guan Guanding that overflows answer horizontal direction higher than the beam horse well after negative bending moment bellows highest point.
According to the bridge longitudinal gradient, (the mud jacking hole elevation of the second madjack pipe 3 bottom surfaces is lower than the mud jacking hole elevation 31cm of the first madjack pipe 2 bottom surfaces, the first madjack pipe 2 is managed the high 15.5cm of 4 elevation at beam sheet end face place at the elevation at beam sheet top board place than the slurry that overflows, excessive slurry pipe 4 elevations at beam sheet end face place are the high 15.5cm of elevation at beam sheet end face place than the second madjack pipe 3) spreading the second madjack pipe 3, after connecting the second madjack pipe 3, the second madjack pipe 3 pipe apex distance beam sheet end face vertical 35cm; Spreading overflows and starches pipe 4, and after spreading overflows and starches pipe 4, excessive slurry pipe 4 is managed apex distance beam sheet end face vertical 15cm; The first madjack pipe 2 is spreading not, the high ejecting plate of vertical top 5cm.Such the second madjack pipe 3 pipe top horizontal directions are risen out 4.5cm than slurry pipe 4 pipes that overflow, the first madjack pipe 2 pipe top horizontal directions are risen out 5.5cm than slurry pipe 4 pipes that overflow, the first madjack pipe 2 pipe top horizontal directions are risen out 1cm than the second madjack pipe 3 pipes, basically can carry out the mud jacking operation.First with stopper, block the first madjack pipe 2, from the second madjack pipe 3, carry out mud jacking, while waiting excessive slurry pipe 4 to flow out the underflow of regulation, end mud jacking; Then block the second madjack pipe 3 with stopper, pull out the stopper on the first madjack pipe 2, then carry out mud jacking from the first madjack pipe 2, while waiting excessive slurry pipe 4 to flow out the underflow of regulation, stop mud jacking; Pull out the stopper of the second madjack pipe 3, observe two madjack pipes and overflow 4 li slurries liquid levels of slurry pipe, as the slurry pipe Starch Level that overflows descends, the direct labor is synchronous supplements slurries in two madjack pipes, until two madjack pipe Starch Level levels and overflow slurry pipe 4 Starch Levels just with the slurry pipe that overflows push up equal while no longer descending till; Finally unload extension spray lance for next hole path pressure grouting.Thereby complete the mud jacking to bellows 5, the integrated artistic route is shown in Fig. 6.
When the bridge longitudinal gradient is not 0, carry out mud jacking according to the first madjack pipe 2 or low mud jacking hole 101 elevations of the second madjack pipe 3, select 101 elevations low madjack pipe in mud jacking hole to start the mud jacking construction.Supplementary slurries carry out after answering mud jacking to complete immediately, because now the slurries in duct flow, supplementary slurries are just carried out by madjack pipe and the discrepancy in elevation of starching between pipe of overflowing, and manage 4 interior liquid levels when estimating the slurry that overflows in case of necessity, also can starch pipe 4 from overflowing when too low and supplement slurries.
Use the present invention, result shows, can greatly accelerate the mud jacking progress, and the upper and lower Hanging Basket of constructor while avoiding mud jacking has been guaranteed the safety of constructing, and has guaranteed squeezing quality simultaneously and has improved bridge durability, has reached predetermined construction target.
This specific embodiment is only explanation of the invention; it is not limitation of the present invention; those skilled in the art can make as required the modification of any creative contribution after reading this manual to the present embodiment, but as long as all are subject to the protection of Patent Law in claim scope of the present invention.
Claims (10)
1. negative bending moment bellows hole path pressure grouting job practices, it is characterized in that: it comprises step successively:
(1) prepare the anchor plate (1) that negative bending moment bellows hole path pressure grouting is used, be provided with the mud jacking hole (101) that extends upward and protrude from described anchor plate (1) side on described anchor plate (1);
(2) prefabricated the reaching of beam sheet reserved madjack pipe;
(3) set a roof beam in place: carry out the beam sheet and set up;
(4) continuous segment (10) is built and the reserved slurry pipe (4) that overflows;
(5) negative bending moment tension of prestressed tendon and sealing off and covering anchorage: carry out tension of prestressed tendon and negative bending moment sealing off and covering anchorage;
(6) negative bending moment mud jacking: block the first madjack pipe (2), from second madjack pipe (3) of the other end, carry out mud jacking, when the slurry pipe (4) that overflows flows out the regulation underflow, end mud jacking; Then block the second madjack pipe (3), the obstruction of the first madjack pipe (2) of removing, carry out mud jacking from the first madjack pipe (2), when the slurry pipe (4) that overflows flows out the regulation underflow, stops mud jacking; Remove the obstruction of the second madjack pipe (3), observe two madjack pipes and the middle slurries liquid level of the slurry pipe (4) that overflows, as descending, slurry pipe (4) liquid level that overflows synchronously toward two madjack pipes, supplements slurries, until two madjack pipe Starch Level levels and overflow slurry pipe (4) liquid level just with the slurry pipe (4) that overflows push up equal while no longer descending till, mud jacking is complete.
2. negative bending moment bellows hole path pressure grouting job practices according to claim 1, it is characterized in that: described step (2) comprises colligation water chestnut and web reinforcement, the positive bending moment prestress pipe of installation, installation form, colligation top board reinforcing bar, negative bending moment prestress pipe and reserved negative bending moment madjack pipe, concreting, the positive bending moment presstressed reinforcing steel of stretch-draw and mud jacking is installed, the setting of negative bending moment madjack pipe should consider that the beam horse is well afterwards roughly in vertical, and exceeds described beam sheet end face 3-10cm.
3. negative bending moment bellows hole path pressure grouting job practices according to claim 2, it is characterized in that: described step (2) negative bending moment madjack pipe should adopt the extension spray lance mode to be arranged according to the bridge longitudinal gradient, and two negative bending moment madjack pipe horizontal directions while guaranteeing mud jacking on same duct, continuous segment (10) two ends are roughly with high.
4. negative bending moment bellows hole path pressure grouting job practices according to claim 3 is characterized in that: described step (3) comprises installation form, assembling reinforcement, installation negative bending moment bellows duct and reserved slurry pipe (4), concreting and the construction and maintenance of overflowing successively.
5. negative bending moment bellows hole path pressure grouting job practices according to claim 4, it is characterized in that: the excessive slurry pipe of described step (4) (4) is located in the middle of each negative bending moment duct and roughly in vertical, described excessive slurry pipe (4) exceeds described continuous segment (10) end face 3-10cm when pre-buried, the slurry pipe (4) that overflows is established in each duct.
6. negative bending moment bellows hole path pressure grouting job practices according to claim 5, it is characterized in that: the excessive slurry pipe of described step (4) (4) should adopt the extension spray lance mode be arranged according to the bridge longitudinal gradient, during described excessive slurry pipe (4) mud jacking, pipe top horizontal direction should be higher than the highest point in described negative bending moment bellows duct, during the mud jacking of described excessive slurry pipe (4) pipe top, lower than described negative bending moment madjack pipe pipe, pushes up 3～10cm.
7. negative bending moment bellows hole path pressure grouting job practices according to claim 6, it is characterized in that: described step (4) construction and maintenance is after the complete and concrete final set of continuous segment (10) concreting, with straw bag, woven bag, gunnysack or geotextiles oversite concrete surface water seasoning regularly; Cover continuously water seasoning 14 days.
8. negative bending moment bellows hole path pressure grouting job practices according to claim 7, it is characterized in that: described step (6) is specifically blocked the first madjack pipe (2) and, from the second madjack pipe (3) mud jacking, is stopped mud jacking when the slurry pipe (4) that overflows flows out the regulation underflow; Pull out the stopper of the first madjack pipe (2), block the second madjack pipe (3) and, from the first madjack pipe (2) mud jacking, stop mud jacking when the slurry pipe (4) that overflows flows out the regulation underflow; Pull out the stopper of the second madjack pipe (3), observe the first madjack pipe (2) and the second madjack pipe (3) and the middle slurries liquid level of the slurry pipe (4) that overflows, as slurry pipe (4) liquid level that overflows descends, the direct labor is synchronous mends slurry toward the first madjack pipe (2) and the second madjack pipe (3), until the first madjack pipe (2) and the second madjack pipe (3) Starch Level basic horizontal and overflow slurry pipe (4) liquid level just with the slurry pipe (4) that overflows push up equal while no longer descending till, mud jacking finishes.
9. according to the described negative bending moment bellows of claim 1-8 any one hole path pressure grouting job practices, it is characterized in that: described mud jacking hole (101) extends upward and protrudes from described anchor plate (1) side, and the angle of the central axis in described mud jacking hole (101) and described anchor plate (1) horizontal plane is 60-90 °.
10. negative bending moment bellows hole path pressure grouting job practices according to claim 9, it is characterized in that: described mud jacking hole (101) extends upward and protrudes from described anchor plate (1) side, its height of projection h is 2-3cm, and described mud jacking hole (101) outside diameter d is 1.5-2.5cm.
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| CN103469734B (en) | 2015-07-29 |
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