CN110700116A - Overpass reverse construction method suitable for loess area - Google Patents
Overpass reverse construction method suitable for loess area Download PDFInfo
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- CN110700116A CN110700116A CN201911185322.7A CN201911185322A CN110700116A CN 110700116 A CN110700116 A CN 110700116A CN 201911185322 A CN201911185322 A CN 201911185322A CN 110700116 A CN110700116 A CN 110700116A
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- 238000010276 construction Methods 0.000 title claims abstract description 87
- 229910000831 Steel Inorganic materials 0.000 claims abstract description 37
- 239000010959 steel Substances 0.000 claims abstract description 37
- 238000000034 method Methods 0.000 claims abstract description 26
- 238000009412 basement excavation Methods 0.000 claims abstract description 18
- 230000008569 process Effects 0.000 claims abstract description 12
- 229910001294 Reinforcing steel Inorganic materials 0.000 claims description 16
- 239000010410 layer Substances 0.000 claims description 15
- 238000009415 formwork Methods 0.000 claims description 14
- 238000009739 binding Methods 0.000 claims description 12
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims description 11
- 230000002787 reinforcement Effects 0.000 claims description 9
- 238000003466 welding Methods 0.000 claims description 9
- 235000017166 Bambusa arundinacea Nutrition 0.000 claims description 6
- 235000017491 Bambusa tulda Nutrition 0.000 claims description 6
- 241001330002 Bambuseae Species 0.000 claims description 6
- 235000015334 Phyllostachys viridis Nutrition 0.000 claims description 6
- 239000011425 bamboo Substances 0.000 claims description 6
- 239000011120 plywood Substances 0.000 claims description 6
- 238000005520 cutting process Methods 0.000 claims description 4
- 238000009423 ventilation Methods 0.000 claims description 4
- 238000004140 cleaning Methods 0.000 claims description 3
- 238000004891 communication Methods 0.000 claims description 3
- 239000004746 geotextile Substances 0.000 claims description 3
- 238000002955 isolation Methods 0.000 claims description 3
- 238000000465 moulding Methods 0.000 claims description 3
- 238000007788 roughening Methods 0.000 claims description 3
- 239000004576 sand Substances 0.000 claims description 3
- 239000000758 substrate Substances 0.000 claims description 3
- 239000002344 surface layer Substances 0.000 claims description 3
- 238000005286 illumination Methods 0.000 claims description 2
- 238000009434 installation Methods 0.000 claims description 2
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- 238000005516 engineering process Methods 0.000 description 4
- 239000000463 material Substances 0.000 description 3
- 238000009825 accumulation Methods 0.000 description 1
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- 238000004080 punching Methods 0.000 description 1
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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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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D1/00—Bridges in general
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- Structural Engineering (AREA)
- Bridges Or Land Bridges (AREA)
Abstract
The invention relates to a method for reverse construction of an overpass suitable for loess areas, which effectively solves the problems of long time for erecting a temporary bridge and constructing a support in the overpass construction, high cost and high safety risk; the technical scheme includes that the whole construction process is adjusted, the construction process is optimized, firstly, an original road at the position of an overbridge is widened, a hole is formed in an overbridge pile foundation in a manual hole digging mode, the elevation of the top of a pier column is enlarged to the elevation diameter of the top of the pile in the hole forming process, a pier column construction space is reserved, the pile foundation adopts a guide pipe to simulate underwater concrete pouring to form a pile, the pier column adopts steel templates for segmental construction, a tie beam steel bar joint is reserved when the pier column steel bar is machined, after the pier column construction is finished, upper structure construction such as paving of a box girder, an anti-collision wall and a bridge floor is carried out, and then earthwork excavation is carried out; the construction method can effectively shorten the construction period and reduce the construction cost and the construction safety risk.
Description
Technical Field
The invention relates to the field of overpass construction in loess areas, in particular to an overpass reverse construction method suitable for loess areas.
Background
Along with the rapid expansion of the construction scale of the infrastructure in China, the relation between villages is tighter, the difficulty of field construction is more and more great, the overpass is used as an important channel for connecting villages and villages on two sides of a road, the overpass is common in the road, the construction method is mature, and the traditional construction of the deep-cutting overpass is generally as follows: the construction method is long in construction period, large in support erection technology difficulty and high in construction safety risk.
In the process of constructing the overpass, in order to ensure the normal traffic of the original road and reduce the interference to surrounding residents, a bypass access road or a steel trestle is generally constructed in advance to ensure the normal traffic of the road; however, for loess hills-loess beam landforms, uneven relief, gully development, deep-cut sections of gullies, rural roads mostly located at the positions of the gullies or the half-waists, single trip roads, only one main road in most villages communicated with the outside, temporary land acquisition and temporary building of sidewalks, long time, frequent complaints of villagers, limited motor vehicle climbing capacity and incapability of driving part of vehicles; the cost for temporarily building the steel trestle is too high, the building in the mountainous area is not economical, and the building difficulty of the trestle foundation is larger.
Disclosure of Invention
Aiming at the situation, in order to overcome the defects of the prior art, the invention provides the overhead bridge reverse construction method suitable for the loess area, and the problems of long time, high cost and high safety risk of erecting a temporary bridge and a support in the overhead bridge construction are effectively solved.
The technical scheme for solving is that the overpass reverse construction method suitable for the loess area comprises the following construction steps:
step one, road traffic protection: excavating cut earthwork close to one side of a mountain to the elevation position of the road surface of the original road, and then widening and hardening the side to form a parallel temporary sidewalk on one side of the original road;
step two, pile foundation construction: excavating pile holes at the pier positions, wherein the diameter of each pile hole is equal to that of the pile foundation; binding, welding and molding the pile foundation reinforcement cage framework, and hoisting the pile foundation reinforcement cage framework into the hole section by section; finally, pouring pile foundation concrete into the pile foundation hole; the pouring height is 50-70 cm greater than the elevation of the pile top;
step three, pier column construction: firstly, pile head is broken by adopting a circular cutting process, a broken surface is controlled at the elevation position of the bottom of a ground tie beam, reinforcing steel bars in holes are adjusted, pier stud reinforcing steel bars are installed after the adjustment is finished, and the pier stud reinforcing steel bars and pile foundation reinforcing steel bars are welded; after welding, installing a steel template, and embedding a ground tie beam steel bar during template installation; when the template is assembled to the middle tie beam position, the middle tie beam steel bars are pre-embedded; pouring pier column concrete after the steel templates are assembled; after the pier column construction is finished, excavating foundation trenches to construct a pier column top tie beam, wherein the top tie beam construction method is similar to the traditional ground tie beam construction method, firstly, a concrete cushion layer is poured, and then steel bar binding, template and concrete construction are carried out;
step four, construction of a cast-in-place box girder: firstly, excavating earthwork to be 32cm below the bottom of a beam, then constructing a ground formwork base layer, and forming a ground formwork by adopting a 150mm gravel sand cushion layer, a 150mm C25 concrete ground formwork surface layer and an 18mm bamboo plywood isolation layer; then, sequentially carrying out box girder template construction, box girder reinforcing steel bar binding and concrete pouring on the ground formwork; dismantling the box girder template after the box girder concrete is solidified;
step five, bridge deck system construction: pouring an anti-collision wall on the bridge floor, and performing bridge floor pavement and bridge floor cleaning operation;
step six, earth excavation: after the overpass meets the traffic conditions, earth excavation is started, and earth is excavated from the middle to two sides in a layered transverse mode; and excavating the position of the tie beam in the period, aligning the embedded steel bars of the tie beam, firmly welding the embedded pier stud steel bars and the tie beam connecting steel bars, roughening the side tie beam of the pier, installing a tie beam template, binding the steel bars, pouring tie beam concrete, and after the pouring completion strength of the middle tie beam meets the requirement, continuously excavating earthwork to the design substrate in layers to complete construction.
The construction method can effectively shorten the construction period and reduce the construction cost and the construction safety risk.
Drawings
Fig. 1 is a plan view of the overpass.
Fig. 2 is a side view of the overpass.
Fig. 3 is a cross-sectional view of the overpass at the location of the pilings and piers.
Fig. 4 is a sectional view of the ground mold.
Fig. 5 is a side view of the ground mold.
Fig. 6 is a schematic view of the stratified excavation of earth.
1. Pile foundation, 2, pier stud, 3, top tie beam, 4, middle tie beam, 5, ground tie beam, 6, box girder, 7, ground formwork, 8 and drainage ditch.
Detailed Description
The following description of the embodiments of the present invention will be made in detail with reference to the accompanying drawings.
The construction steps of the invention are as follows:
step one, road traffic protection: excavating cut earthwork close to one side of a mountain to the elevation position of the road surface of the original road, and then widening and hardening the side to form a parallel temporary sidewalk on one side of the original road; after the access road is formed, isolating the construction area from the access road by adopting a standardized railing and setting a warning sign;
step two, pile foundation construction: excavating pile holes at the pier positions, wherein the diameter of each pile hole is equal to that of the pile foundation; binding, welding and molding a pile foundation reinforcement cage framework near a pile hole, and hoisting the pile foundation reinforcement cage framework into the hole section by section, wherein the main reinforcement connection between the sections adopts a straight thread mechanical connection technology, and the positioning condition is checked to ensure that the position of the reinforcement cage is accurate; finally, pouring pile foundation concrete into the pile foundation hole, and vibrating and compacting by using an inserted vibrating bar; the pouring height is 50-70 cm larger than the elevation of the pile top, and after pouring is finished, the geotextile is covered and sprinkled with water in time;
step three, pier column construction: firstly, pile head is broken by adopting a circular cutting process, a broken surface is controlled at the elevation position of the bottom of a ground tie beam, reinforcing steel bars in holes are adjusted, pier stud reinforcing steel bars are installed after the adjustment is finished, and the pier stud reinforcing steel bars and pile foundation reinforcing steel bars are welded; after welding, installing a steel template, embedding ground tie beam steel bars when the template is installed, plugging the port of the ground tie beam of the template by a bamboo plywood, punching holes at the positions where the bamboo plywood and the embedded steel bars penetrate, and plugging hole gaps by foam rubber; when the template is assembled to the middle tie beam position, steel bars are pre-embedded by the same method; checking the verticality and the plane position of the template after the steel template is assembled, and then pouring pier column concrete; after the pier column construction is finished, excavating foundation trenches to construct a pier column top tie beam, wherein the top tie beam construction method is similar to the traditional ground tie beam construction method, firstly, a concrete cushion layer is poured, and then steel bar binding, template and concrete construction are carried out;
step four, construction of a cast-in-place box girder: in order to facilitate the elevation adjustment of the beam slab bottom die, firstly, excavating earthwork to 32cm below the beam bottom, then performing foundation layer construction of a ground die, and forming the ground die by adopting a 150mm gravel sand cushion layer, a 150mm C25 concrete ground die surface layer and an 18mm bamboo plywood isolation layer; then, sequentially carrying out box girder template construction, box girder reinforcing steel bar binding and concrete pouring on the ground formwork; dismantling the box girder template after the box girder concrete is solidified;
step five, bridge deck system construction: pouring an anti-collision wall on the bridge floor, and performing bridge floor pavement and bridge floor cleaning operation;
step six, earth excavation: after the overpass meets the traffic conditions, earth excavation is started, and earth is excavated from the middle to two sides in a layered transverse mode; and excavating the position of the tie beam in the period, aligning the embedded steel bars of the tie beam, firmly welding the embedded pier stud steel bars and the tie beam connecting steel bars, roughening the side tie beam of the pier, installing a tie beam template, binding the steel bars, pouring tie beam concrete, and after the pouring completion strength of the middle tie beam meets the requirement, continuously excavating earthwork to the design substrate in layers to complete construction.
As shown in fig. 6, firstly, excavating the part (1), excavating a first-stage construction platform for earth transportation, and then excavating the parts (2) and (3); excavating a part (4), excavating a second-stage construction platform for earth transportation, and performing the same on the parts (5) and (6); firstly, excavating the middle part, and excavating the two side parts until excavating to a road bed; when the parts (2), (5), (8), (11), (14) and (17) are excavated, 50cm of excavated slope surface is designed at a reserved distance, namely the parts (3), (6), (9), (12), (15) and (18), so that the slope flatness is effectively controlled, and the parts (3), (6), (9), (12), (15), (18), (19) and (20) need to be brushed to ensure the flatness of the slope and the road bed.
In the second step, interval excavation is adopted in the hole excavation process (construction is conducted every other one by one), the excavation depth is adjusted according to different geology, the maximum excavation depth is not larger than 1m, retaining wall concrete with the strength grade of C30 concrete is poured in the hole, the thickness of the retaining wall is adjusted timely according to the difference of the excavation depth, and when the excavation depth exceeds 10m, phi 8 and phi 12 reinforcing steel bar nets are properly added into the retaining wall.
In the second step, a ventilation device, a drainage device, an illumination device and a communication device are arranged in the hole; when the hole depth exceeds 10m, air is blown into the underground, ventilation is carried out before each construction, the ventilation time is 10min, an electric air compressor is used for compressing air for blowing, and when holes are dug, a four-in-one gas detector is used for frequently detecting the concentration of harmful gas in the holes; the drainage in the hole is mainly performed by pumping, and when a small amount of water is in the excavation process, the water is directly filled into the bucket by a ladle and transported out of the field. When the water quantity in the hole is general or the construction time is long to cause more water accumulation in the hole, the submersible pump is adopted to directly pump out the water; in order to ensure safe production, the up-down communication is carried out by arranging an upper intercom phone and a lower intercom phone or an electric bell.
In the second step, pile foundation hole opening protection is carried out, C25 concrete with the thickness of 10cm is adopted for hardening the ground within the range of 1m around the hole opening, a fence (painted with red and white paint) and a striking safety warning sign capable of reflecting light at night are arranged around the hole opening, and a reasonable operation opening is reserved in the fence.
In the fourth step, waterproof geotextile is laid 50cm outside the ground model, a 30x40cm drainage ditch is bricked, a 50x50cm water collecting pit is arranged near the 0# bridge abutment at the lowest point of the box girder, and water is pumped out of the ground model by a water pump and drained into the roadbed drainage ditch.
And in the fourth step, the box girder concrete is poured twice, the bottom plate and the web plate are poured firstly for the first time, the top plate is poured for the second time, the automobile pump is adopted for continuous pouring, and the bridge deck attachment is constructed after tensioning and grouting are finished.
And in the fifth step, the anti-collision wall adopts a customized steel template, half-width pouring is carried out each time, and the bridge deck pavement is finished by one-step forming and pouring of the vibration beam.
The invention has the following remarkable advantages:
(1) compared with the key technology of the traditional overpass, the technology accelerates the whole construction progress by adjusting the construction process (firstly constructing the overpass and then excavating earthwork) and optimizing the construction process.
(2) Pouring C25 cushion concrete as an upper structure ground form by a box girder ground form method; pier stud tie beam is through reserving post-cast strip, when the earthwork excavates to tie beam bottom position, processes such as tie beam of then pouring reduce support and set up work load, and the workman is easy to operate, and the technical degree of difficulty is low, has reduced engineering cost and safety risk, provides better reference and guide for similar engineering.
(3) The construction efficiency is high, the security is strong: the full-hall bracket method (bowl buckle and disc buckle) or the steel pipe column and Bailey sheet bracket method needs a large amount of manpower, material resources and mechanical equipment in the bracket erection process, the bracket needs to be checked, accepted and pre-pressed after the erection is finished, the period needs 45 days at the fastest, and the site leveling and cushion concrete pouring can be finished by 15 days only by adopting a ground form to carry out the cast-in-place box girder construction on site, so that a large amount of manpower and material resources are saved, and the construction efficiency is improved by 3 times; the box girder support ground formwork method and the pier stud beam tying post-cast strip method are used for construction, the operation height of workers is smaller than 2m, low-altitude operation is achieved, potential safety hazards of high-altitude operation of traditional high formwork construction are effectively avoided, risk source control of dangerous large projects is reduced, and safety of construction of cast-in-place box girders is improved.
(4) The road traffic insurance cost is low, and the economic and social benefits are remarkable: the construction method has the advantages that the site terrain is dangerous, the fall is large, the side slope is steep, the traffic is guaranteed to be uninterrupted in the construction process, the traffic access-keeping passage of 4.5m is widened only by changing 3m from one side, close to the mountain, of the original road of the section where the overpass is located on the premise of guaranteeing the passing safety of personnel and vehicles on the original road, a small amount of earthwork is dug out of the side slope, the slope is brushed and repaired, and the purpose of road access-keeping is achieved. The length of the constructed sidewalk is reduced, the construction cost is saved, the influence on the normal life of residents in surrounding villages is reduced, and the normal traffic of the original road is ensured; the box girder bracket ground formwork method and the pier stud beam tying post-cast strip method are used for construction, and only turnover materials such as box girder bamboo plywood, beam tying steel formworks and reinforcement need to be added, so that the engineering cost is reduced, the cost reduction and the efficiency improvement of enterprises are realized, and the competitive advantage of the enterprises is improved.
Claims (6)
1. The overhead bridge inverse construction method suitable for the loess area is characterized by comprising the following construction steps:
step one, road traffic protection: excavating cut earthwork close to one side of a mountain to the elevation position of the road surface of the original road, and then widening and hardening the side to form a parallel temporary sidewalk on one side of the original road;
step two, pile foundation construction: excavating pile holes at the pier positions, wherein the diameter of each pile hole is equal to that of the pile foundation; binding, welding and molding the pile foundation reinforcement cage framework, and hoisting the pile foundation reinforcement cage framework into the hole section by section; finally, pouring pile foundation concrete into the pile foundation hole; the pouring height is 50-70 cm greater than the elevation of the pile top;
step three, pier column construction: firstly, pile head is broken by adopting a circular cutting process, a broken surface is controlled at the elevation position of the bottom of a ground tie beam, reinforcing steel bars in holes are adjusted, pier stud reinforcing steel bars are installed after the adjustment is finished, and the pier stud reinforcing steel bars and pile foundation reinforcing steel bars are welded; after welding, installing a steel template, and embedding a ground tie beam steel bar during template installation; when the template is assembled to the middle tie beam position, the middle tie beam steel bars are pre-embedded; pouring pier column concrete after the steel templates are assembled; after the pier column construction is finished, excavating foundation trenches to construct a pier column top tie beam, wherein the top tie beam construction method is similar to the traditional ground tie beam construction method, firstly, a concrete cushion layer is poured, and then steel bar binding, template and concrete construction are carried out;
step four, construction of a cast-in-place box girder: firstly, excavating earthwork to be 32cm below the bottom of a beam, then constructing a ground formwork base layer, and forming a ground formwork by adopting a 150mm gravel sand cushion layer, a 150mm C25 concrete ground formwork surface layer and an 18mm bamboo plywood isolation layer; then, sequentially carrying out box girder template construction, box girder reinforcing steel bar binding and concrete pouring on the ground formwork; dismantling the box girder template after the box girder concrete is solidified;
step five, bridge deck system construction: pouring an anti-collision wall on the bridge floor, and performing bridge floor pavement and bridge floor cleaning operation;
step six, earth excavation: after the overpass meets the traffic conditions, earth excavation is started, and earth is excavated from the middle to two sides in a layered transverse mode; and excavating the position of the tie beam in the period, aligning the embedded steel bars of the tie beam, firmly welding the embedded pier stud steel bars and the tie beam connecting steel bars, roughening the side tie beam of the pier, installing a tie beam template, binding the steel bars, pouring tie beam concrete, and after the pouring completion strength of the middle tie beam meets the requirement, continuously excavating earthwork to the design substrate in layers to complete construction.
2. The method for constructing an overpass suitable for loess areas in the reverse construction mode according to claim 1, wherein in the second step, spaced excavation is adopted in the hole excavation process, the excavation depth is adjusted according to different geology each time, and wall protection concrete is poured in the holes.
3. The method of claim 1, wherein ventilation, drainage, illumination and communication devices are installed in the holes.
4. The method for constructing the overpass suitable for the loess region in the top-down construction according to claim 1, wherein in the second step, pile foundation hole opening protection is performed, concrete hardening is performed on the ground around the hole opening, and reasonable operation openings are reserved in fence fences arranged around the hole opening.
5. The method of claim 1, wherein in the fourth step, a waterproof geotextile is laid on the outer side of the ground form, drainage ditches are laid, a sump is formed near the 0# abutment at the lowest point of the box girder, and water is pumped out of the ground form by a water pump and drained into the roadbed drainage ditches.
6. The method for constructing the overpass suitable for the loess area in the reverse construction mode according to claim 1, wherein in the fifth step, the anti-collision wall is made of a customized steel template, half-width pouring is performed each time, and bridge deck pavement is completed by one-step forming pouring of the vibration beam.
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
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| CN112049011A (en) * | 2020-07-30 | 2020-12-08 | 中国水利水电第十四工程局有限公司 | Reverse construction method for large-span prestressed cast-in-place bridge |
| CN114108469A (en) * | 2021-10-26 | 2022-03-01 | 山东高速工程建设集团有限公司 | Reverse construction method rapid construction method for large-span prestressed cast-in-place bridge |
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| CN114108469A (en) * | 2021-10-26 | 2022-03-01 | 山东高速工程建设集团有限公司 | Reverse construction method rapid construction method for large-span prestressed cast-in-place bridge |
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