CN112983493A - Reinforcing structure for shield to closely penetrate large-section bridge and culvert downwards and construction method - Google Patents
Reinforcing structure for shield to closely penetrate large-section bridge and culvert downwards and construction method Download PDFInfo
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- CN112983493A CN112983493A CN202110430041.4A CN202110430041A CN112983493A CN 112983493 A CN112983493 A CN 112983493A CN 202110430041 A CN202110430041 A CN 202110430041A CN 112983493 A CN112983493 A CN 112983493A
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
- E21D11/18—Arch members ; Network made of arch members ; Ring elements; Polygon elements; Polygon elements inside arches
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/04—Lining with building materials
- E21D11/10—Lining with building materials with concrete cast in situ; Shuttering also lost shutterings, e.g. made of blocks, of metal plates or other equipment adapted therefor
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D11/00—Lining tunnels, galleries or other underground cavities, e.g. large underground chambers; Linings therefor; Making such linings in situ, e.g. by assembling
- E21D11/14—Lining predominantly with metal
- E21D11/15—Plate linings; Laggings, i.e. linings designed for holding back formation material or for transmitting the load to main supporting members
- E21D11/152—Laggings made of grids or nettings
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- E—FIXED CONSTRUCTIONS
- E21—EARTH OR ROCK DRILLING; MINING
- E21D—SHAFTS; TUNNELS; GALLERIES; LARGE UNDERGROUND CHAMBERS
- E21D9/00—Tunnels or galleries, with or without linings; Methods or apparatus for making thereof; Layout of tunnels or galleries
- E21D9/06—Making by using a driving shield, i.e. advanced by pushing means bearing against the already placed lining
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Abstract
The invention discloses a reinforcing structure for a shield to closely penetrate a bridge culvert with a large section and a construction method, wherein the reinforcing structure comprises a shield tunnel, a steel box, a steel pipe column and double-spliced I-shaped steel, the upper end of the double-spliced I-shaped steel is connected with a hollow bridge deck, a temporary steel temporary bridge is arranged above the hollow bridge deck, the lower parts of two ends of the temporary steel temporary bridge are respectively connected with bridge abutment soil bodies on two sides, one side of the bridge abutment soil body close to a river channel is provided with a bridge abutment, one side of the bridge abutment close to the river channel is attached to the steel pipe column, and a bridge abutment original cushion layer is arranged between the lower part of the bridge abutment and the shield. By adopting the structure, the invention solves the adverse effects of traffic jam and the like caused by the fact that a shield closely passes through a grout piece laying stone abutment which is positioned below an urban main road and needs to remove a bridge and rebuild, avoids the series of influences of reforming important pipelines such as a bridge and culvert medium-pressure gas pipeline and large-diameter tap water pipe migration on city resident life, government office work and the like, shortens the engineering construction period and saves the municipal construction cost for the migration and the reconstruction of various pipelines.
Description
Technical Field
The invention relates to the technical field of urban rail transit construction, in particular to a reinforcing structure and a construction method for a shield to closely pass through a bridge with a large cross section.
Background
In the construction of the urban rail transit shield interval, the shield tunnel inevitably passes through various bridges and culverts (beams) under the influence of many factors such as hydrogeology, engineering environment, tunnel burial depth and buildings, the shield tunnel passes through various bridges and culverts (beams) and buildings in different modes under the influence of the foundation structure type and burial depth of the buildings, the shield tunnel is frequently passed through at a small clear distance and is assisted by corresponding reinforcing measures to ensure the safety of the passed buildings (structures). When the shield tunnel passes through buildings (structures) such as bridges and culverts (beams) frequently under the urban main road, and when the clear distance between the foundation of the building (structures) and the top of the tunnel is smaller or even tends to be 0, the original building (structures) is removed or rebuilt frequently so as to ensure the safety of shield construction. The shield tunnel of a certain urban rail transit engineering is arranged along an urban main road, the tunnel passes through a bridge and a culvert with the length of about 20m, a bridge floor is a large-section hollow concrete slab, various pipelines such as tap water, medium-pressure gas and the like are arranged in the hollow, the influence of a special engineering environment is caused, the buried depth of the tunnel is difficult to increase, the distance between the top of the tunnel and the bottom of an abutment is only 0.2m, and the shield is difficult to normally pass through. Water exists in bridges and culverts all the year round, the bridges and culverts are built in 1977, the gravity type foundation is provided, piers are built by M10 cement mortar, a cushion layer is a small rubble cushion layer with the thickness of 10cm, and stone chips are backfilled at the back of a bridge abutment.
The conventional processing method is used for dismantling and rebuilding bridges and culverts, comprehensively considering design of tunnels and bridges and culverts, integrally constructing and solving the problem of conflict between abutment and tunnels. The upper part of the tunnel is an urban main road, so that traffic jam occurs; the bridge and culvert dismantling and rebuilding needs multiple traffic guide changes and multiple important pipeline moving changes, which not only seriously affects the normal road traffic order, but also brings many potential adverse social effects. In view of the above, it is necessary to design a reinforcing structure and a construction method for a shield to pass through a bridge and a culvert with a large cross section at a short distance.
Disclosure of Invention
The invention aims to provide a reinforcing structure and a construction method for a shield to pass through a bridge with a large section downwards in a short distance, which solve the adverse effects of traffic jam and the like caused by the fact that the shield to pass through a grout piece stone abutment below an urban trunk road downwards in a short distance needs to remove the bridge and rebuild, avoid the series of influences of important pipelines such as reforming a bridge and a medium-pressure gas pipeline and transferring a large-diameter water pipe on the life of urban residents, the office of the government and the like, shorten the engineering construction period, save the municipal construction cost of various pipeline migration and reconstruction, avoid the series of adverse effects of pipeline migration and bridge reconstruction on the environment, and have good economic benefit, social benefit and environmental benefit.
In order to achieve the purpose, the invention provides a reinforcing structure for a shield to closely penetrate a large-section bridge and culvert, which comprises a shield tunnel arranged below an undisturbed soil body, steel boxes arranged on two sides above the undisturbed soil body, a steel pipe column arranged above the steel boxes and double-spliced I-shaped steel arranged above the steel pipe column, wherein the upper end of the double-spliced I-shaped steel is connected with a hollow bridge plate, a temporary steel temporary bridge is arranged above the hollow bridge plate, the lower parts of two ends of the temporary steel temporary bridge are respectively connected with bridge abutment soil bodies on two sides, one side of the bridge abutment soil body close to a river channel is provided with a bridge abutment, one side of the bridge abutment close to the river channel is attached to the steel pipe column, and a bridge abutment original cushion layer is arranged between the lower part of the bridge abutment and the shield tunnel.
Preferably, the double-spliced I-shaped steel is connected with the steel pipe column through a square steel plate, and the square steel plate is welded with the steel pipe column and the double-spliced I-shaped steel.
Preferably, an I-steel cross brace is arranged between every two adjacent steel pipe columns.
Preferably, an original trench bottom plate is arranged below the steel box, and the lower surface of the original trench bottom plate is fixed on the original soil body.
Preferably, the temporary steel temporary bridge comprises a steel temporary bridge middle section arranged above the hollow bridge plate and steel temporary bridge end sections arranged at two ends of the steel temporary bridge middle section, and slopes are arranged on the outer sides of the steel temporary bridge end sections.
Preferably, a reserved gap is formed between the end part of the steel temporary bridge and the abutment soil body.
Preferably, the bottom surface of the undisturbed soil body is provided with a steel arch, the steel arch and the shield tunnel are concentric, and steel plates are arranged between every two adjacent steel arches and between the steel arch and the original cushion layer of the abutment.
A construction method of a shield constructs the reinforced structure of passing big section bridge and culvert under closely, including the following steps:
s1, reinforcing the bridge and culvert by the temporary steel pipe column: cleaning sludge at the bottom of a bridge culvert, erecting a steel pipe column next to a bridge abutment, padding a steel box at the bottom of a river ditch, standing the steel pipe column on the steel box, mounting double-spliced I-shaped steel at the top of the steel pipe column, closely attaching the double-spliced I-shaped steel to a hollow bridge plate, connecting the double-spliced I-shaped steel with the steel pipe column through a square steel plate, and connecting two adjacent steel pipe columns through I-shaped steel cross braces;
s2, cleaning a road surface layer at the abutment, and paving a temporary steel temporary bridge: dividing the temporary steel temporary bridge into three sections, drawing the position of a hollow bridge plate on an original pavement, extending from the end part of the hollow bridge plate to two sides, wherein the extending length is not less than the width value of the bottom of the bridge abutment, excavating a pavement layer structure, mounting the end part of the steel temporary bridge, and then mounting the middle section of the steel temporary bridge;
s3, bridge abutment foundation transformation underpinning: clearing foreign matters at the bottom of a bridge culvert, closely attaching a bridge abutment to dig out soil to a bottom cushion layer, drawing an axis of a shield tunnel, checking whether the elevation of the top of a peripheral wheel of the shield tunnel is consistent with a ground survey, drawing a vertical line of the axis of the tunnel on the bridge abutment, drawing a circular arc concentric with the axis of the shield tunnel downwards at a position 0.6m above the bottom of the bridge abutment, removing bridge abutment grout rubbles in sections according to a 0.5m advancing rule, placing a first steel arch frame, removing the bridge abutment grout rubbles in sections to complete bridge abutment underpinning, arranging a steel bar mesh between the steel arch frames, erecting a mold when the two steel arch frames are completed, pouring concrete to form a reinforced concrete arch frame, sequentially and circularly constructing to complete bridge abutment grout rubbles underpinning, reserving a grouting pipe below the underpinning arch frame, pouring low-grade concrete to fill underpinning space, and pouring slurry to fill a gap between the poured concrete and the steel arch frame after filling is completed. The left and right shield tunnels are constructed in a staggered way, namely one shield tunnel is constructed after the other shield tunnel is constructed, the bottom of each steel arch is provided with an original bridge abutment cushion layer which is closely attached with a steel plate, and the two steel arches are connected into a whole by using lengthened steel plates at the inner side of the shield tunnel;
s4, determining tunneling parameters: a tunneling test section is arranged in front of the bridge abutment for tunneling by the shield to determine tunneling parameters of the bridge abutment for tunneling by the shield, secondary grouting is carried out in time after the duct piece is separated from the tail of the shield, and bridge abutment and pavement monitoring work is carried out in the process of tunneling by the shield;
s5, restoring to the original state: after the shield tunneling is completed, the bridge and the culvert are comprehensively detected and evaluated and relevant standard requirements are met, the temporary steel temporary bridge on the ground is dismantled, the pavement surface layer structure at the bridge abutment is recovered, the steel pipe column structure in the river channel is dismantled, and the original state of the river channel is recovered.
Preferably, the steel box used in step S1 has a square structure, and is formed by assembling and welding 800X20mm steel plates and 20mm thick rib plates, and the thickness of the steel box is not less than 200 mm.
Preferably, in step S2, the length of the middle section of the temporary steel bridge is equal to the width of the river channel-the width of the double-spliced i-steel, and the length of the end of the temporary steel bridge is equal to the width of the bottom of the bridge abutment + the width of the double-spliced i-steel/2 +2m + the slope of the end of the temporary steel bridge.
Therefore, the reinforcing structure and the construction method for the shield to penetrate through the bridge and the culvert with the large cross section in the short distance solve the adverse effects of traffic jam and the like caused by the fact that the shield penetrates through the grout piece stone abutment in the urban main road in the short distance and needs to remove the bridge and the reconstruction, avoid the series of influences of important pipelines such as reconstruction of a gas pipeline in the bridge and the migration of a large-diameter tap water pipe on the life of urban residents, government office and the like, shorten the engineering construction period, save the municipal construction cost of various pipeline migration and reconstruction, avoid the series of adverse effects of pipeline migration and bridge and culvert reconstruction on the environment, and have good economic benefit, social benefit and environmental benefit.
The technical solution of the present invention is further described in detail by the accompanying drawings and embodiments.
Drawings
FIG. 1 is a schematic structural diagram of a reinforcing structure for a shield to pass through a large-section bridge and culvert in a short distance;
FIG. 2 is a partial enlarged view of a reinforcing structure of a shield under a large-section bridge in a close-range;
FIG. 3 is a schematic structural view of a steel pipe column and a double-spliced I-shaped steel according to the present invention;
FIG. 4 is a schematic view of the steel pipe column arrangement according to the present invention;
FIG. 5 is a schematic diagram of the bridge abutment foundation reconstruction of the present invention.
Detailed Description
The technical solution of the present invention is further illustrated by the accompanying drawings and examples.
Unless defined otherwise, technical or scientific terms used herein shall have the ordinary meaning as understood by one of ordinary skill in the art to which this invention belongs. The use of "first," "second," and similar terms in the present application do not denote any order, quantity, or importance, but rather the terms are used to distinguish one element from another. The word "comprising" or "comprises", and the like, means that the element or item listed before the word covers the element or item listed after the word and its equivalents, but does not exclude other elements or items. The terms "connected" or "coupled" and the like are not restricted to physical or mechanical connections, but may include electrical connections, whether direct or indirect. "upper", "lower", "left", "right", and the like are used merely to indicate relative positional relationships, and when the absolute position of the object being described is changed, the relative positional relationships may also be changed accordingly.
The invention provides a reinforcing structure for a shield to closely penetrate a large-section bridge and culvert, which comprises a shield tunnel 2 arranged below an undisturbed soil body 1, steel boxes 3 arranged on two sides above the undisturbed soil body 1, a steel pipe column 4 arranged above the steel box 3 and double-spliced I-shaped steel 5 arranged above the steel pipe column 4, wherein the upper end of the double-spliced I-shaped steel 5 is connected with a hollow bridge plate 6, a temporary steel temporary bridge 7 is arranged above the hollow bridge plate 6, the lower parts of two ends of the temporary steel temporary bridge 7 are respectively connected with bridge abutment soil bodies 8 on two sides, one side of the bridge abutment soil body 8 close to a river channel 9 is provided with a bridge abutment 10, one side of the bridge abutment 10 close to the river channel 9 is attached to the steel pipe column 4, and a bridge abutment original cushion layer 11 is arranged between the lower part of the bridge abutment 10 and the shield tunnel 2.
The double-spliced I-shaped steel 5 is connected with the steel pipe column 4 through the square steel plate 12, and the square steel plate 12 is welded with the steel pipe column 4 and the square steel plate 12 is welded with the double-spliced I-shaped steel 5. An I-steel bridging 13 is arranged between two adjacent steel pipe columns 4. An undisturbed trench bottom plate 14 is arranged below the steel box 3, and the lower surface of the undisturbed trench bottom plate 14 is fixed on an undisturbed soil body 1.
The temporary steel temporary bridge 7 comprises a steel temporary bridge middle section 71 arranged above the hollow bridge plate 6 and steel temporary bridge end parts 72 arranged at two ends of the steel temporary bridge middle section 71, and the outer side of each steel temporary bridge end part 72 is provided with a slope 73. A reserved gap 74 is arranged between the end part 72 of the steel temporary bridge and the abutment soil body 8.
The bottom surface of the undisturbed soil body 1 is provided with steel arch frames 15, the steel arch frames 15 are concentric with the shield tunnel 2, and steel plates 16 are arranged between every two adjacent steel arch frames 15 and between the steel arch frames 15 and the original bridge abutment cushion layer 11.
A construction method of a shield constructs the reinforced structure of passing big section bridge and culvert under closely, including the following steps:
s1, reinforcing the bridge and culvert by the temporary steel pipe column: cleaning sludge at the bottom of a bridge culvert, erecting a steel pipe column next to a bridge abutment, padding a steel box at the bottom of a river ditch, standing the steel pipe column on the steel box, mounting double-spliced I-shaped steel at the top of the steel pipe column, closely attaching the double-spliced I-shaped steel to a hollow bridge plate, connecting the double-spliced I-shaped steel with the steel pipe column through a square steel plate, and connecting two adjacent steel pipe columns through I-shaped steel cross braces; the steel box is of a square structure and is formed by assembling and welding 800X800X20mm steel plates and 20mm thick rib plates, the thickness of the steel box is not less than 200mm, the steel pipe column is phi 630, the double-spliced I-steel is 40b, and the I-steel cross brace is 20b, so that the stability of the steel pipe column is improved.
S2, cleaning a road surface layer at the abutment, and paving a temporary steel temporary bridge: dividing the temporary steel temporary bridge into three sections, drawing the position of a hollow bridge plate on an original pavement, extending from the end part of the hollow bridge plate to two sides, wherein the extending length is not less than the width value of the bottom of the bridge abutment, excavating a pavement layer structure, mounting the end part of the steel temporary bridge, and then mounting the middle section of the steel temporary bridge; the length of the middle section of the steel temporary bridge is equal to the width of a river ditch-the width of the double-spliced I-shaped steel, and the length of the end part of the steel temporary bridge is equal to the width of the bottom of a bridge abutment, the width of the double-spliced I-shaped steel/2 +2m and the slope of the end part of the steel temporary bridge. The road vehicle is passed through by interim steel temporary bridge, and the current load of vehicle is transmitted to hollow bridge plate through interim steel temporary bridge and is transmitted the load to the bottom of the ditch through double pin I-steel + steel sheet + steel-pipe column + steel case again.
S3, bridge abutment foundation transformation underpinning: clearing foreign matters at the bottom of a bridge culvert, closely attaching a bridge abutment to dig out soil to a bottom cushion layer, drawing an axis of a shield tunnel, checking whether the elevation of the top of a peripheral wheel of the shield tunnel is consistent with a ground survey, drawing a vertical line of the axis of the tunnel on the bridge abutment, drawing a circular arc concentric with the axis of the shield tunnel downwards at a position 0.6m above the bottom of the bridge abutment, removing bridge abutment grout rubbles in sections according to a 0.5m advancing rule, placing a first steel arch frame, removing the bridge abutment grout rubbles in sections to complete bridge abutment underpinning, arranging a steel bar mesh between the steel arch frames, erecting a mold when the two steel arch frames are completed, pouring concrete to form a reinforced concrete arch frame, sequentially and circularly constructing to complete bridge abutment grout rubbles underpinning, reserving a grouting pipe below the underpinning arch frame, pouring low-grade concrete to fill underpinning space, and pouring slurry to fill a gap between the poured concrete and the steel arch frame after filling is completed. The left and right shield tunnels are constructed in a staggered mode, namely one shield tunnel is constructed and the other shield tunnel is constructed after one shield tunnel is constructed, the bottom of each steel arch is provided with an original bridge abutment cushion layer in a close contact mode, and the two steel arches are connected into a whole through the lengthened steel plates on the inner side of the shield tunnel so as to improve the stress stability of the bottom of each arch.
S4, determining tunneling parameters: and a tunneling test section is arranged in front of the bridge abutment for tunneling by the shield to determine tunneling parameters of the bridge abutment for tunneling by the shield, secondary grouting is carried out in time after the duct piece is separated from the tail of the shield, and bridge abutment and pavement monitoring work is carried out in the process of tunneling by the shield.
S5, restoring to the original state: after the shield tunneling is completed, the bridge and the culvert are comprehensively detected and evaluated and relevant standard requirements are met, the temporary steel temporary bridge on the ground is dismantled, the pavement surface layer structure at the bridge abutment is recovered, the steel pipe column structure in the river channel is dismantled, and the original state of the river channel is recovered.
Examples
A main road penetrating through urban things passes through a railway tunnel of a certain urban rail transit No. 4 line, the main road is provided with 14 bidirectional lanes, road traffic is busy, vehicles are numerous, serious traffic jam can be caused by local blockage, pipelines of subway construction influenced by the traffic environment of the road are moved and changed, and the like, so that in order to ensure the smoothness of the main road, strict requirements on the occupation of the subway construction are met, and the normal traffic order of the ground is ensured to the maximum extent during the subway construction.
1. Temporary steel pipe column reinforced bridge
Clearing up foreign matters such as sludge at the bottoms of bridges and culverts, erecting a steel pipe column structure next to a bridge abutment, as shown in figures 3 and 4, filling a steel box on the concrete floor at the bottom of a ditch, enabling the steel pipe column to stand on the steel box, wherein the steel box is of a square structure and is formed by assembling and welding 800 multiplied by 20mm steel plates and 20mm thick rib plates, the thickness of the steel box is not less than 200mm, the top of a phi 630 steel pipe column is provided with the 650 multiplied by 20mm steel plates, double-spliced 40b I-shaped steel is welded on the 650 multiplied by 20mm steel plates, the double-spliced I-shaped steel is closely attached to a hollow bridge plate, gaps between the double-spliced I-shaped steel and the steel pipe column are filled with square steel plates, and the steel pipe columns are connected by. The thickness of the trench bottom concrete bottom plate and the compactness of the trench bottom soil body are checked before the steel pipe column is constructed, and if the bearing capacity does not meet the requirement, a bearing base meeting the requirement of the bearing capacity is constructed.
2. The method comprises the steps of cleaning a pavement surface layer at an abutment, paving a temporary steel temporary bridge, dividing the temporary steel temporary bridge into three sections, and erecting the temporary steel temporary bridge as shown in figure 1, wherein the length of the middle section of the steel temporary bridge is equal to the width of a river channel and the width of double-spliced 40b I-steel, the length of the end part of the steel temporary bridge is equal to the width of the bottom of the abutment and the width of the double-spliced 40b I-steel/2 +2m + slope way, and the slope of the slope way meets the traffic requirement of the urban express way. Drawing the position of a hollow bridge slab on an undisturbed road surface, as shown in an enlarged view in figure 2, extending the length from the end part of the hollow bridge slab to two sides to be not less than the width value of the bottom of the bridge abutment, excavating a road surface layer structure, and then placing the end part of a steel temporary bridge. The advantage of this design transmits the vehicle load that passes through the steel temporary bridge to hollow bridge plate and transmits to the ditch bottom plate through double-pin I-steel + steel sheet + steel-pipe column + steel case again, reduces the effect of the external load that the abutment receives.
3. Underpinning for bridge abutment foundation transformation
Cleaning foreign matters at the bottom of a bridge culvert, closely attaching an abutment to dig out soil to a bottom cushion layer, drawing the axis of the shield tunnel, checking whether the elevation of the top of a peripheral wheel of the shield tunnel is consistent with the ground survey or not, drawing a vertical line of the axis of the shield tunnel on the abutment, and drawing an arc concentric with the axis of the shield tunnel downwards at a position 0.6m upwards from the bottom of the abutment; demolishing the abutment grout rubble according to 0.5m footage in sections and placing a first steel arch in time, demolishing the abutment grout rubble abutment in sections to complete abutment underpinning, arranging a reinforcing steel bar net sheet between the steel arches, erecting a formwork in time to pour concrete when two steel arches are completed to form the reinforced concrete arch, sequentially and circularly constructing to complete abutment grout rubble underpinning, reserving a grouting pipe under the underpinning arch, pouring low-grade concrete to reliably fill the underpinning space, and pouring grout to fill the gap between the poured concrete and the steel arches after filling. Constructing left and right tunnels in a staggered manner, namely constructing one tunnel and then constructing the other tunnel, wherein the bottom of the steel arch frame is provided with a steel plate close to the original cushion layer of the abutment; the inner side of the shield tunnel is connected with the two arch centering into a whole by the lengthened steel plate so as to improve the stress stability of the bottom of the arch centering.
The steel plate between the steel arch frames and the original cushion layer of the abutment is a 20mm thick steel plate, the width is not less than 500mm, the length is not less than the width of the bottom of the abutment, the steel plate is divided according to construction conditions, the steel arch frames are welded into a whole during construction, the length of the steel plate between the two steel arch frames is the clear distance between the bottom of the left steel arch frame and the bottom of the right steel arch frame plus 3 times the height of the I-shaped steel of the steel arch frames, the steel arch frames are welded with the steel plate, and the bearing capacity of the bottom of.
And (3) after the bridge abutment is underpinned, cement slurry is injected into the bottoms of the two steel plates to reinforce the soil body on the lower part of the steel plates, so that the stability of the soil body and the bearing capacity of the steel arch frame are further improved.
4. Steel temporary bridge frame
The steel temporary bridge is manufactured according to the design drawing of the steel temporary bridge, the position of a hollow bridge plate is drawn on an original pavement, a pavement surface layer structure is excavated according to the drawing shown in figure 1, the temporary steel temporary bridge is erected, and the pavement of the temporary steel temporary bridge has an anti-skidding function and meets the driving requirements of an urban expressway. And traffic marks such as speed bumps are arranged at the two ends of the temporary steel temporary bridge according to traffic requirements, so that normal traffic order is ensured.
5. Shield tunneling
A tunneling test section is arranged in front of the shield tunneling crossing bridge abutment to determine tunneling parameters of the shield tunneling crossing bridge abutment, sufficient synchronous grouting is guaranteed, secondary grouting is conducted in time after the duct piece is separated from the tail of the shield, and timely and sufficient filling of a building gap formed by the tunneling diameter of the shield cutter head and the outer diameter of the duct piece is guaranteed; the bridge abutment and the road surface are monitored in real time in the shield tunneling process, an emergency plan is made, and construction safety is guaranteed.
6. After the shield tunneling is completed, the bridge and the culvert are comprehensively detected and evaluated and relevant standard requirements are met, the ground steel temporary bridge is dismantled, the pavement surface layer structure at the bridge abutment is recovered, the steel pipe column structure in the river channel is dismantled, and the original state of the river channel is recovered.
Therefore, the reinforcing structure and the construction method for the shield to penetrate through the bridge and the culvert with the large cross section in the short distance solve the adverse effects of traffic jam and the like caused by the fact that the shield penetrates through the grout piece stone abutment in the urban main road in the short distance and needs to remove the bridge and the reconstruction, avoid the series of influences of important pipelines such as reconstruction of a gas pipeline in the bridge and the migration of a large-diameter tap water pipe on the life of urban residents, government office and the like, shorten the engineering construction period, save the municipal construction cost of various pipeline migration and reconstruction, avoid the series of adverse effects of pipeline migration and bridge and culvert reconstruction on the environment, and have good economic benefit, social benefit and environmental benefit.
Finally, it should be noted that: the above embodiments are only for illustrating the technical solutions of the present invention and not for limiting the same, and although the present invention is described in detail with reference to the preferred embodiments, those of ordinary skill in the art should understand that: modifications and equivalents may be made to the invention without departing from the spirit and scope of the invention.
Claims (10)
1. The utility model provides a shield constructs closely reinforced structure of wearing big section bridge and culvert down which characterized in that:
the bridge is characterized by comprising a shield tunnel arranged below an original soil body, a steel box arranged on two sides above the original soil body, a steel pipe column arranged above the steel box, and double-spliced I-shaped steel arranged above the steel pipe column, wherein the upper end of the double-spliced I-shaped steel is connected with a hollow bridge plate, a temporary steel temporary bridge is arranged above the hollow bridge plate, the lower parts of two ends of the temporary steel temporary bridge are respectively connected with bridge abutment soil bodies on two sides, one side, close to a river channel, of the bridge abutment soil body is provided with a bridge abutment, one side, close to the river channel, of the bridge abutment is attached to the steel pipe column, and an original bridge abutment layer is arranged between the lower part of the bridge abutment and the shield tunnel.
2. The reinforcing structure of claim 1, wherein the shield is close to pass through a bridge and a culvert with a large cross section, and the reinforcing structure is characterized in that: the double-spliced I-shaped steel is connected with the steel pipe columns through square steel plates, and the square steel plates are welded with the steel pipe columns and the double-spliced I-shaped steel.
3. The reinforcing structure of claim 2, wherein the shield is close to pass through a bridge and a culvert with a large cross section, and the reinforcing structure is characterized in that: and an I-shaped steel cross brace is arranged between every two adjacent steel pipe columns.
4. The reinforcing structure of claim 3, wherein the shield is close to pass through a bridge and a culvert with a large cross section, and the reinforcing structure is characterized in that: an original-state trench bottom plate is arranged below the steel box, and the lower surface of the original-state trench bottom plate is fixed on an original-state soil body.
5. The reinforcing structure of claim 4, wherein the shield is close to pass through a bridge and a culvert with a large cross section, and the reinforcing structure is characterized in that: the temporary steel temporary bridge comprises a steel temporary bridge middle section and steel temporary bridge end sections, wherein the steel temporary bridge middle section is arranged above the hollow bridge plate, the steel temporary bridge end sections are arranged at two ends of the steel temporary bridge middle section, and slopes are arranged on the outer sides of the steel temporary bridge end sections.
6. The reinforcing structure of claim 5, wherein the shield is close to pass through a bridge and a culvert with a large cross section, and the reinforcing structure is characterized in that: a reserved gap is formed between the end part of the steel temporary bridge and the abutment soil body.
7. The reinforcing structure of claim 5, wherein the shield is close to pass through a bridge and a culvert with a large cross section, and the reinforcing structure is characterized in that: the steel arch is installed to the bottom surface of the original state soil body, the steel arch with the shield tunnel is concentric, adjacent two between the steel arch with the abutment original bed course between all be provided with the steel sheet.
8. A construction method of a shield for penetrating a reinforcing structure of a large-section bridge at a short distance according to any one of claims 1 to 7, which comprises the following steps:
s1, reinforcing the bridge and culvert by the temporary steel pipe column: cleaning sludge at the bottom of a bridge culvert, erecting a steel pipe column next to a bridge abutment, padding a steel box at the bottom of a river ditch, standing the steel pipe column on the steel box, mounting double-spliced I-shaped steel at the top of the steel pipe column, closely attaching the double-spliced I-shaped steel to a hollow bridge plate, connecting the double-spliced I-shaped steel with the steel pipe column through a square steel plate, and connecting two adjacent steel pipe columns through I-shaped steel cross braces;
s2, cleaning a road surface layer at the abutment, and paving a temporary steel temporary bridge: dividing the temporary steel temporary bridge into three sections, drawing the position of a hollow bridge plate on an original pavement, extending from the end part of the hollow bridge plate to two sides, wherein the extending length is not less than the width value of the bottom of the bridge abutment, excavating a pavement layer structure, mounting the end part of the steel temporary bridge, and then mounting the middle section of the steel temporary bridge;
s3, bridge abutment foundation transformation underpinning: clearing foreign matters at the bottom of a bridge culvert, closely attaching a bridge abutment to dig out soil to a bottom cushion layer, drawing an axis of a shield tunnel, checking whether the elevation of the top of a peripheral wheel of the shield tunnel is consistent with a ground survey, drawing a vertical line of the axis of the tunnel on the bridge abutment, drawing a circular arc concentric with the axis of the shield tunnel downwards at a position 0.6m above the bottom of the bridge abutment, removing bridge abutment grout rubbles in sections according to a 0.5m advancing rule, placing a first steel arch frame, removing the bridge abutment grout rubbles in sections to complete bridge abutment underpinning, arranging a steel bar mesh between the steel arch frames, erecting a mold when the two steel arch frames are completed, pouring concrete to form a reinforced concrete arch frame, sequentially and circularly constructing to complete bridge abutment grout rubbles underpinning, reserving a grouting pipe below the underpinning arch frame, pouring low-grade concrete to fill underpinning space, and pouring slurry to fill a gap between the poured concrete and the steel arch frame after filling is completed. The left and right shield tunnels are constructed in a staggered way, namely one shield tunnel is constructed after the other shield tunnel is constructed, the bottom of each steel arch is provided with an original bridge abutment cushion layer which is closely attached with a steel plate, and the two steel arches are connected into a whole by using lengthened steel plates at the inner side of the shield tunnel;
s4, determining tunneling parameters: a tunneling test section is arranged in front of the bridge abutment for tunneling by the shield to determine tunneling parameters of the bridge abutment for tunneling by the shield, secondary grouting is carried out in time after the duct piece is separated from the tail of the shield, and bridge abutment and pavement monitoring work is carried out in the process of tunneling by the shield;
s5, restoring to the original state: after the shield tunneling is completed, the bridge and the culvert are comprehensively detected and evaluated and relevant standard requirements are met, the temporary steel temporary bridge on the ground is dismantled, the pavement surface layer structure at the bridge abutment is recovered, the steel pipe column structure in the river channel is dismantled, and the original state of the river channel is recovered.
9. The construction method of the reinforcing structure for the shield to penetrate the bridge and the culvert with the large cross section in the short distance according to claim 8, wherein the construction method comprises the following steps: the steel box used in the step S1 is of a square structure and is formed by assembling and welding 800X800X20mm steel plates and 20mm thick rib plates, and the thickness of the steel box is not less than 200 mm.
10. The construction method of the reinforcing structure for the shield to penetrate the bridge and the culvert with the large cross section in the short distance according to claim 8, wherein the construction method comprises the following steps: in the step S2, the length of the middle section of the steel temporary bridge is equal to the width of the river channel-the width of the double-spliced i-shaped steel, and the length of the end of the steel temporary bridge is equal to the width of the bottom of the bridge abutment + the width of the double-spliced i-shaped steel/2 +2m + the slope of the end of the steel temporary bridge.
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| CN112983493B (en) | 2022-11-08 |
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