CN108239915B - Prefabricating and mounting method for ultrahigh-performance concrete deck box-shaped arch bridge segment - Google Patents
Prefabricating and mounting method for ultrahigh-performance concrete deck box-shaped arch bridge segment Download PDFInfo
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- CN108239915B CN108239915B CN201810052950.7A CN201810052950A CN108239915B CN 108239915 B CN108239915 B CN 108239915B CN 201810052950 A CN201810052950 A CN 201810052950A CN 108239915 B CN108239915 B CN 108239915B
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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
- E01D4/00—Arch-type 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
- E01D2/00—Bridges characterised by the cross-section of their bearing spanning structure
- E01D2/04—Bridges characterised by the cross-section of their bearing spanning structure of the box-girder type
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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
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
- E01D21/10—Cantilevered erection
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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
- E01D2101/00—Material constitution of bridges
- E01D2101/20—Concrete, stone or stone-like material
- E01D2101/24—Concrete
- E01D2101/26—Concrete reinforced
- E01D2101/262—Concrete reinforced with steel fibres
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Abstract
The invention provides a prefabricated installation method of an ultrahigh-performance concrete deck type box-shaped arch bridge segment, and belongs to the technical field of bridge construction methods. The invention adopts ultra-high performance concrete to prefabricate each box arch segment of the deck box arch bridge, the joint of the two ends of the box arch segment is provided with a convex head and a groove which are matched and butted, and a pore canal and a groove which are internally provided with a tension cable; hoisting and positioning the box arch sections, mutually butting the butting raised heads and the grooves of two adjacent box arch sections, penetrating and stretching a guy cable in a pore passage and stretching and fixing the guy cable in the groove, installing and stretching a buckle cable and a cable wind cable on each box arch section, adjusting the elevation and the arch axis of each box arch section, sequentially splicing each box arch section, and connecting the joint of the closure sections by smearing epoxy resin glue or pumping grouting agent and stretching and stabilizing the joint into an arch; and installing the arched upright posts and the capping beams to finish the auxiliary engineering and the bridge deck pavement. The invention improves the construction speed and precision, reduces the manufacturing cost of the ultra-high performance concrete arch bridge, and promotes the generation of a more beautiful, thin and concise bridge shape.
Description
Technical Field
The invention belongs to the technical field of bridge construction methods, and relates to a prefabricated installation method of an ultrahigh-performance concrete deck type box-shaped arch bridge section.
Background
Ultra-high performance concrete is considered as the most innovative cement-based engineering material in the last 30 years, belongs to a cement-based composite material with high strength, high ductility, high durability and high environmental protection, and comprises excellent mechanical properties (compression resistance, tensile resistance) and durability.
In the girder structure mainly based on bending, the dead weight of the ultra-high performance concrete girder structure can be effectively reduced, the constant live load ratio is about 5/9 of a PC girder bridge, and therefore the bridge spanning capability can be greatly improved. However, the advantage of the ultra-high compressive strength of ultra-high performance concrete has not been fully exploited in beam bridges. The ultra-high performance concrete has ultra-high compressive strength, is extremely suitable for being applied to an arch structure mainly under pressure, and the corresponding bridge type and the structural system are optimized and upgraded along with the increase of the bearable compressive strength limit of the ultra-high performance concrete, so that the arch bridge with a larger span is expected to be built, and the development potential is huge.
In the process of building a bridge, the cast-in-place of the arch rib is greatly influenced by the bridge position environment, the construction period is long, and the quality is difficult to control.
The aggregate required for preparing the ultra-high performance concrete is usually quartz sand, quartz powder and the like. On one hand, the production area is sometimes far due to the influence of resource distribution, and the material unit price, the transportation cost and the period are increased; on the other hand, due to the large-scale construction consumption on the national scale for many years, the quartz sand material source is deficient. The above reasons make the ultra-high performance concrete higher in cost. Because limestone is widely distributed, if the machine-made sand replaces quartz sand to prepare the ultra-high performance concrete meeting the design requirement, the manufacturing cost can be reduced. At present, a matching method for prefabricating the ultrahigh-performance concrete arch rib segment by adopting machine-made sand and using the ultrahigh-performance concrete arch rib segment for arch bridge installation does not exist.
Disclosure of Invention
The invention aims to solve the technical problem of providing a prefabricated installation method of an ultrahigh-performance concrete deck box-shaped arch bridge segment, so as to improve the construction speed and precision, reduce the manufacturing cost of the ultrahigh-performance concrete arch bridge, and promote the growth of a more beautiful, thin and concise bridge shape.
In order to achieve the purpose, the technical scheme adopted by the invention is as follows: a prefabrication and installation method for ultrahigh-performance concrete deck box-shaped arch bridge sections comprises the following steps:
(1) the box arch sections of the top-loading type box arch bridge are prefabricated by adopting ultra-high performance concrete, transverse partition plates are arranged inside the box arch sections, each box arch section is formed by splicing a plurality of box arch section units divided by the transverse partition plates, a butt joint raised head is arranged at one end of each box arch section, a butt joint groove matched with the butt joint raised head is arranged at the other end of each box arch section, tensioning cable channels are arranged inside two ends of each box arch section, and tensioning cable grooves are arranged at the tail ends of the tensioning cable channels;
(2) erecting a main cable between two banks and installing hoisting equipment on the main cable, hoisting the box arch sections to be in place through the hoisting equipment, butting raised heads and butting grooves of two adjacent box arch sections, mutually butting, penetrating tension cables in tension cable ducts at two opposite ends of the two adjacent box arch sections, installing and tensioning buckle cables and cable wind cables on the box arch sections, adjusting the elevation and arch axis of the box arch sections to be in place, respectively tensioning and fixing two ends of each tension cable in one tension cable groove to connect and fasten the two adjacent box arch sections, and sequentially splicing the box arch sections into an arch ring;
(3) and sequentially installing arch upright posts and cover beams on the arch ring to finish the auxiliary engineering of the box-shaped arch bridge and the pavement of the bridge deck.
As an improvement, in the step (1), the ultrahigh-performance concrete is improved in strength by adopting high-strength grade cement, adding steel fiber content and performing steam curing.
As an improved mode, in the step (1), quartz sand and quartz powder or natural sand are used as aggregate in the ultrahigh-performance concrete.
As an improvement, in the step (1), the ultrahigh-performance concrete adopts machine-made sand as an aggregate, and the machine-made sand is made of mined fresh limestone.
As an improved mode, in the step (1), the ultrahigh-performance concrete is mixed by machine-made sand, steel fibers, cement, water, silica fume and a water reducing agent, the mass ratio of the mud mass content of the machine-made sand is less than or equal to 0.5%, the MB value of a methylene blue test of the machine-made sand is less than 1.4, the mass percentage of the stone powder content is less than or equal to 7.0%, the maximum crushing index of a single-stage of the machine-made sand is less than 20%, and the sand group of the machine-made sand is medium sand with the fineness modulus of 2.3-3.0 or fine sand of 1.6-2.2.
As an improved mode, in the step (1), lofting is carried out on the box arch section according to the design elevation and the arch axis considering the pre-camber, a top template, a side template, a diaphragm template, an end template and a bottom template of the box arch section are erected on a rack of a lofting point, a diaphragm is arranged at the section unit boundary inside the box arch section through the pre-placed diaphragm template, and a tension cable pore canal and a tension cable groove in the box arch section are arranged in the top template and the bottom template at the butt joint end part of the box arch section through pre-placed embedded parts; and arranging a butt joint raised head and a butt joint groove of the box arch section in an end template at the butt joint end part of the box arch section by pre-placing an embedded part.
As an improved mode, in the step (1), the concrete steps for preparing each box arch segment of the deck box arch bridge are as follows: pouring and molding a first box arch section and maintaining the first box arch section to a specified strength, coating an isolation layer for preventing two sections from being adhered on a butt joint raised head and a butt joint groove of the first box arch section, taking one end face of the first box arch section as an end template, vertically erecting templates at other parts of the second box arch section and placing embedded parts, pouring a second box arch section and maintaining the second box arch section to the specified strength, similarly, coating the isolation layer for preventing two sections from being adhered on the butt joint raised head and the butt joint groove of the second box arch section, taking one end face of the second box arch section as an end template, vertically erecting templates at other parts of the third box arch section and placing the embedded parts, pouring a third box arch section and maintaining the third box arch section to the specified strength, and similarly, pouring other subsequent box arch sections in sequence.
As an improved way, in the step (1), the lofting formwork of the box arch section adopts single box arch section sequential formwork or a plurality of box arch sections to simultaneously formwork and prefabricate the box arch section.
As an improvement, in the step (2), the box arch segment hoisting installation step is as follows: 1) hoisting the box arch section to be installed to the maximum cantilever end of the installed box arch section by using hoisting equipment on the main cable, accurately positioning the box arch section to be installed after the posture of the box arch section to be installed is adjusted, and performing concave-convex matching butt joint of the butt joint groove and the butt joint raised head at the end part of the box arch section to be installed and the installed box arch section; 2) tensioning the tensioning cable in the tensioning cable duct between the box arch section to be installed and the installed box arch section to ensure that the box arch section to be installed and the installed box arch section are axially and tightly connected but not completely fastened; 3) installing and tensioning a buckle cable on the box arch segment to be installed; 4) installing and tensioning a cable wind cable on the arch section of the box to be installed; 5) repeating the steps 2) to 4) until the formed maximum cantilever of the box arch section reaches the requirements of elevation and arch axis in the construction stage; 6) before closure, other box arch sections are symmetrically lifted, installed and tensioned in place along two banks in sequence according to steps 1) to 5); 7) during closing, the closing is carried out by adopting a mode of lifting and tensioning the closing after epoxy resin glue is coated on the butt joint end face of the box arch section or a mode of pumping grouting agent into the joint seam and tensioning the closing after the box arch section is lifted to the butt joint position.
Due to the adoption of the technical scheme, the invention has the following beneficial effects:
the ultrahigh-performance concrete is adopted to prefabricate each box arch segment of the arch bridge, the ultrahigh compression strength and the bending strength of the ultrahigh-performance concrete can lighten the bridge structure, the concrete and steel consumption is reduced, the construction difficulty such as hoisting and the like can be reduced, the spanning capability is improved, the bridge structure can be thinned, and the aesthetic feeling is enhanced; the adoption of the ultra-high performance concrete enables the quality of the prefabrication of the arch rib segment to be easily controlled, the processing precision of the arch rib can be improved, the transportation and the installation are convenient, the hoisting period is shortened, the safety risk is reduced, and the large-scale standardized prefabrication and installation can more reduce the manufacturing cost; in the operation and maintenance stage, the ultrahigh toughness of the ultrahigh-performance concrete is beneficial to improving the anti-seismic and anti-fatigue performance of the bridge structure, the workability is good, the maintenance and the repair of the bridge are simple and convenient, and the constructed ultrahigh-performance bridge is compact in structure, good in durability and low in whole life cycle cost.
In the step (1), the ultrahigh-performance concrete is subjected to steam curing by adopting high-strength-grade cement and adding steel fiber content to improve the strength, so that the ultrahigh compression strength and the ultrahigh bending strength of the concrete can lighten the bridge structure, reduce the concrete and steel consumption, reduce the construction difficulty such as hoisting and the like, improve the crossing capacity, thin the bridge structure and enhance the aesthetic feeling.
In the step (1), the ultrahigh-performance concrete adopts quartz sand and quartz powder or natural sand as aggregate, so that the strength of the aggregate is high, the strength of the ultrahigh concrete is improved, and the period for preparing the ultrahigh concrete with certain strength is shortened.
In the step (1), the ultrahigh-performance concrete adopts the machine-made sand as the aggregate, the machine-made sand is made of mined fresh limestone, the limestone is widely distributed, the localization and material source expansion of the aggregate can be realized, the manufacturing cost is reduced, and the ultrahigh-performance concrete prepared by taking the machine-made sand as the aggregate also has higher compression strength and tensile strength intervals and can meet the design requirements.
In the step (1), the ultrahigh-performance concrete is prepared by mixing machine-made sand, steel fibers, cement, water, silica fume and a water reducing agent, the mass ratio of the mud mass content of the machine-made sand is less than or equal to 0.5%, the MB value of a methylene blue test of the machine-made sand is less than 1.4, the mass percentage of the stone powder content is less than or equal to 7.0%, the maximum crushing index of a single stage of the machine-made sand is less than 20%, and the sand group of the machine-made sand selects medium sand with the fineness modulus of 2.3-3.0 or fine sand of 1.6-2.2, so that the method is favorable for improving the trial-making success rate and shortening the.
In the step (1), the box arch section is lofted according to the design elevation and the arch axis considering the pre-camber, a top template, a side template, a diaphragm template, an end template and a bottom template of the box arch section are erected on a rack of a lofting point, a diaphragm plate is arranged at the boundary of a section unit in the box arch section through the pre-placed diaphragm template, and a tension cable pore canal and a tension cable groove in the box arch section are arranged in the top template and the bottom template at the butt joint end of the box arch section through the pre-placed embedded parts; in an end template at the butt joint end of the box arch section, a butt joint raised head and a butt joint groove of the box arch section are arranged by placing embedded parts in advance. The butt joint raised head and the butt joint groove, the tension cable pore passage and the tension cable groove which are reserved at the butt joint end part are planned in an integrated manner in advance, the prefabrication precision is improved, the pore passage and the groove which are required by the internal cable of the arch section of the tension box are reserved at the upper and lower parts of the cross section of the concave-convex butt joint part, and the pore passage and the groove which are required by the internal cable of the arch section of the tension box are not reserved at the left and right parts, so that the pore passage and the groove are reasonably and simply saved, the box arch can still be connected, fastened and reliable; meanwhile, the ultimate bearing capacity of the solid arch is larger than that of the solid arch under the same weight, so that the hollow section is adopted, the amount of building materials is less and the bridge weight is reduced under the condition that the bearing capacity requirement is certain.
In the step (1), the concrete steps for preparing each box arch segment of the deck box arch bridge are as follows: pouring and molding a first box arch section and maintaining the first box arch section to a specified strength, coating an isolation layer for preventing two sections from being adhered on a butt joint raised head and a butt joint groove of the first box arch section, taking one end face of the first box arch section as an end template, erecting templates at other parts of a second box arch section and placing embedded parts, pouring the second box arch section, and repeating the step sequence of pouring the second box arch section by taking one end face of the first box arch section as the end template to pour other subsequent box arch sections. Adopt antiseized isolated measure between two sections to an end face with first case arch segment is the end template, pours next case arch segment, has reduced the use amount of template and has installed and removed the time, makes the laminating between each section inseparabler simultaneously, and the installation accuracy is higher, and the case encircles the transportation of being convenient for after segmental prefabrication, shortens the hoist and mount time limit for a project, reduces safe risk.
In the step (1), the lofting and formwork erection of the box arch sections adopts sequential formwork erection of single box arch sections or simultaneous formwork erection of a plurality of box arch sections to prefabricate the box arch sections, so that the influence of feeding, sites, personnel and construction period is reduced, a flexible selection of a prefabricating method is facilitated, the construction period is shortened, and the construction cost can be reduced due to large-scale standardized prefabrication and installation.
In the step (2), the box arch segment hoisting and installing steps are as follows: 1) hoisting the box arch section by hoisting equipment on the main cable for installation, further hoisting the box arch section to be installed to the maximum cantilever end of the installed box arch section, accurately positioning the box arch section to be installed after adjusting the posture, and performing concave-convex matching butt joint of the box arch section to be installed and the end butt joint groove and the butt joint raised head of the installed box arch section; 2) tensioning a tension cable in a tension cable duct between the box arch section to be installed and the installed box arch section to ensure that the box arch section to be installed and the installed box arch section are axially and tightly connected but not completely fastened; 3) installing and tensioning a buckle cable on the box arch segment to be installed; 4) installing and tensioning a cable wind cable on the arch section of the box to be installed; 5) repeating the steps 2) to 4) until the formed maximum cantilever of the box arch section reaches the requirements of elevation and arch axis in the construction stage; 6) before closure, other box arch sections are symmetrically lifted, installed and tensioned in place along two banks in sequence according to steps 1) to 5); 7) during closing, the closing is carried out by adopting a mode of lifting and tensioning the closing after epoxy resin glue is coated on the butt joint end face of the box arch section or a mode of pumping grouting agent into the joint seam and tensioning the closing after the box arch section is lifted to the butt joint position. The box arch segment is hoisted and installed by adopting hoisting equipment on the main cable, the influence of the geology of bridge positions such as valleys and cliffs is reduced, the use of supports is reduced, and the installation and tensioning of the buckling cable, the cable wind cable and the internal cable enable the connection of the box arch segment to be stable and reliable, the elevation and the arch axis to be easily controlled, the splicing precision is improved, and the construction period is shortened.
Drawings
FIG. 1 is a schematic illustration of a deck box arch bridge segment connection;
FIG. 2 is a schematic view of the arch of the deck box arch bridge;
FIG. 3 is a schematic representation of the connection of a box arch segment having an arched stud interface end to an adjacent box arch segment;
FIG. 4 is a schematic view of the connection of a box arch segment adjacent to a box arch segment having an arched stud interface end to an adjacent box arch segment;
fig. 5 is a schematic representation of the connection of rib segments B, C, C;
FIG. 6 is a cross-sectional view taken in the direction E-E of FIG. 4;
FIG. 7 is a sectional view in the direction F-F in FIG. 4;
FIG. 8 is a sectional view taken in the direction G-G of FIG. 4;
FIG. 9 is a schematic structural view of the largest cantilevered end of the box arch segment when in closure;
in the figure, 1-box arch section, 2-cog, 3-tension cable groove, 4-tension cable channel, A-box arch section, B-box arch section, C-box arch section, D-box arch section, T-closure section, a 1-interface end, a 2-interface end, B1-interface end, B2-interface end, C1-interface end, C2-interface end, D1-interface end, D2-interface end, T1-interface end, T2-interface end and 5-upright interface end.
Detailed Description
A prefabrication and installation method for ultrahigh-performance concrete deck box-shaped arch bridge sections comprises the following steps:
(1) the super high performance concrete is used in preparing the deck box arch bridge segment, and may be quartz sand and quartz powder, or natural sand as fine aggregate or machine-made sand. If the machine-made sand is used for preparing the ultra-high performance concrete, special attention needs to be paid, the preparation raw materials can be machine-made sand, steel fibers, cement, water, silica fume and a water reducing agent, the mixing proportion of the raw materials can be determined through tests and adjusted properly, the machine-made sand can be a fresh mother rock machine of widely distributed limestone, the mass ratio of the mud mass content of the machine-made sand is less than or equal to 0.5%, the MB value of a methylene blue test of the machine-made sand is less than 1.4, the mass percentage of the stone powder content is less than or equal to 7.0%, the maximum crushing index of a single-stage machine-made sand is less than 20%, and the sand group of the machine-made sand selects medium sand or fine sand with the fineness modulus of 2.3-3.0; the tensile strength of the steel fiber is more than or equal to 2860MPa, the shape percent of pass is more than or equal to 96%, the impurity content is less than or equal to 1.0%, the ratio of the length average value of 50 samples within the range of 12 mm-14 mm is more than or equal to 96%, the ratio of the diameter average value of 50 samples within the range of 0.18 mm-0.22 mm is more than or equal to 90%, and the tensile strength, the workability and the economical efficiency are met by reasonable blending; in addition, the cement is preferably high-quality portland cement with the strength grade of more than 42.5, and the same kind of cement is adopted for the same bridge; after the raw materials are stirred, standing, heating and steam curing and natural curing are carried out, wherein the heating and cooling rate of steam curing is not more than 15 ℃/h, the constant temperature is kept for 72h at 90-100 ℃ or until the compressive strength of a cured test piece reaches a design value, and then the corresponding parameters of the heating and cooling rate, the constant temperature and the holding time are selected as actual curing parameters. The ultra-high performance concrete can adopt cement with higher strength grade, add steel fiber content and carry out steam curing to improve the strength of the concrete.
As shown together with fig. 1 to 9, a transverse partition plate is arranged inside each case arch segment 1, each case arch segment 1 is formed by splicing a plurality of case arch segment units separated by the transverse partition plate, a butt joint raised head is arranged at one end of each case arch segment 1, a butt joint groove matched with the butt joint raised head is arranged at the other end of each case arch segment 1, tension cable channels 4 are arranged inside two ends of each case arch segment 1, and tension cable grooves 3 are arranged at the tail ends of the tension cable channels 4.
In the pouring process of the box arch section 1, the box arch section 1 is lofted according to the design elevation considering the pre-camber and the arch axis, a top template, a side template, a cross partition template, an end template and a bottom template of the box arch section 1 are erected on a rack of a lofting point, a cross partition plate is arranged at the boundary of a section unit in the box arch section through the pre-placed cross partition template, and a tension cable pore passage 4 and a tension cable groove 3 in the box arch section 1 are arranged in the top template and the bottom template at the butt joint end of the box arch section 1 through pre-placed embedded parts; in the end formwork of the butt joint end of the box arch section 1, a butt joint convex head and a butt joint groove of the box arch section 1 are arranged by placing embedded parts in advance.
The concrete steps for preparing each box arch segment 1 of the deck box arch bridge are as follows: pouring and molding a first box arch section 1 and maintaining to a specified strength, coating an isolation layer for preventing two sections from being adhered on a butt joint raised head and a butt joint groove of the first box arch section 1, taking one end face of the first box arch section 1 as an end template, vertically erecting templates at other parts of the second box arch section 1 and placing embedded parts, pouring a second box arch section 1 and maintaining to the specified strength, similarly, coating the isolation layer for preventing two sections from being adhered on the butt joint raised head and the butt joint groove of the second box arch section 1, taking one end face of the second box arch section 1 as an end template, vertically erecting templates at other parts of the third box arch section 1 and placing the embedded parts, pouring the third box arch section 1 and maintaining to the specified strength, and similarly, sequentially pouring other subsequent box arch sections 1. In order to improve the efficiency, according to the actual requirement, the lofting formwork of the box arch section 1 adopts a single box arch section 1 to be sequentially formwork-erected or a plurality of box arch sections 1 are simultaneously formwork-erected to prefabricate the box arch section 1, and the complete arch ring can be assembled without omission.
(2) A cable hoisting system is erected between two banks and mainly comprises a bearing cable, a traction system, a hoisting system, a transverse moving cable saddle system, a cable wind system, a hinged tower frame, a ground anchor system, a lightning protection system and the like, hoisting equipment is installed on a main cable bearing the cable, the box arch sections 1 are hoisted to be in place through the hoisting equipment, butt joint raised heads and butt joint grooves of the two adjacent box arch sections 1 are mutually butted, tension cables penetrate through tension cable pore passages 4 at two opposite ends of the two adjacent box arch sections 1, a buckle cable and a cable wind cable are installed and tensioned on the box arch sections 1, the elevation and the arch axis of the box arch sections 1 are adjusted to be in place, two ends of each tension cable are respectively fixed in one tension cable groove 3, the two adjacent box arch sections 1 are connected and fastened, and the box arch sections 1 are sequentially spliced into an arch ring.
The hoisting, mounting and positioning steps of the box arch segment 1 are as follows: 1) hoisting the box arch section 1 by hoisting equipment on the main cable for installation, further hoisting the box arch section 1 to be installed to the maximum cantilever end of the installed box arch section 1, accurately positioning the box arch section 1 to be installed after adjusting the posture, and performing concave-convex matching butt joint of the butt joint groove and the butt joint raised head at the end parts of the box arch section 1 to be installed and the installed box arch section 1; 2) tensioning a tensioning cable in a tensioning cable duct 4 between the box arch segment 1 to be installed and the installed box arch segment 1, so that the box arch segment 1 to be installed and the installed box arch segment 1 are axially and tightly connected but are not completely fastened; 3) installing and tensioning a buckle cable on the box arch section 1 to be installed, synchronously releasing the stress of a hoisting device hoisting point on a bearing main cable when the buckle cable is tensioned step by step, and carrying out bearing conversion of a stress system from the main cable to the buckle cable so that the final main cable hoisting point is not stressed and the tension of the buckle cable is gradually increased to be finally stable, so that the space elevation and the arch axis of the box arch section 1 are close to the construction setting requirements; 4) installing and tensioning a cable wind cable on the box arch section 1 to be installed, adjusting the cable wind cable force to enable the box arch space elevation and the arch axis to further approach the construction setting requirement, further tensioning the prestressed cable in the box arch section 1 to be installed and the installed box arch maximum cantilever end to enable the prestressed cable to be tightly, reliably and stably connected, and then synchronously fine-adjusting the cable wind cable force to enable the box arch space elevation and the arch axis to finally reach the construction setting requirement; 5) repeating the steps 2) to 4), wherein the elevation and the vertical and along-bridge deviation of the arch axis are adjusted mainly through the buckle cable, the transverse bridge deviation of the arch axis is adjusted mainly through the cable wind cable, when the acceptable elevation and arch axis appear, the tensioning cable in the fastening hole channel 4 is tensioned completely, the buckle cable and the cable wind cable are further adjusted until the formed maximum cantilever of the box arch section 1 reaches the requirements of the elevation and the arch axis in the construction stage; 6) before closure, other box arch sections 1) are symmetrically lifted, installed and tensioned in place along two banks in sequence according to steps 1) to 5); 7) during closing, the closing is carried out by adopting a mode of lifting and tensioning the closing after epoxy resin glue is coated on the butt joint end face of the box arch section 1 or a mode of pumping grouting agent into the joint seam and tensioning the closing after the box arch section 1 is lifted to the butt joint position.
As shown together with fig. 2 and 9, the above 7) is further explained, and there are two ways of closing the box arch section 1 and the section T. When the measurement result of the width of the joint of the maximum cantilever end of the closure segment and the mounted segments on two banks is small, the first mode is preferably adopted; if the measurement result of the seam width is larger, the second method is preferably adopted. The two ways are as follows:
the first mode is as follows: before closure, an anti-blocking temporary filling material is placed in an opening cable duct 4, then enough epoxy resin glue is coated on the maximum cantilever joint end D2 of the installed box arch section D, the joint end T1 and the joint end T2 of the box arch closing section T, the closing section T of the box arch section 1 is hoisted to a position between the joint end D2 of the maximum cantilever end of the box arch section D for closure, when the epoxy resin glue between joints reaches a certain strength and bonding effect, the anti-blocking temporary filling material is taken out from the duct, the opening cable in the duct is stretched, and the closing section is stably connected along with further solidification of the epoxy resin glue between the joints of the box arch section D and the box arch section T and tensioning of the inner cable.
The second mode is as follows: before closure, an anti-blocking temporary filling material is placed in the opening cable duct 4, epoxy resin glue is not coated, the opening cable duct is directly lifted and installed, a grouting template is erected among closure seams at a joint end T1, a joint end T2 and a joint end D2, grouting agent is pumped to the seams by adopting a conventional grouting process, and when the grouting agent reaches a certain strength and a certain bonding effect, the anti-blocking temporary filling material in the duct is taken out, the cable in the duct is tensioned, and the closure sections T are stably connected along with further solidification of the grouting agent between seams of the box arch sections D and T and tensioning of the inner cable.
As shown in fig. 1 to 5, the connection of the above box arch segments 1 is further explained, the box arch segments 1 are classified into A, B, C, D, T types according to the different butt ends of the box arch segments 1 at different positions of the arch ring, wherein the A, T type of the box arch segment 1 is combined with the respective adjacent box arch segment 1 in only two ways, namely BAB and DTD, and the A, T type of the box arch segment 1 cannot be directly butted with the C type, but the C type can be butted with B, C or D type, and the B type can be directly butted with the D type. The type A of the box arch section 1 comprises an arch upright post interface end 5, and the type T selects the unreserved and reserved arch upright post interface end 5 according to the actual design; a, B, C, D of the box arch segment 1 are of the same type, and have different longitudinal, axial and transverse dimensions depending on the location and are designed to meet the design requirements. The adjacent two box arch sections 1 can be spliced through the structures of the raised heads and the grooves at the two ends of the box arch sections 1 of all the box arch sections 1, and then the box arch sections 1 are stably connected through the internal cables of the box arch sections 1.
For the above description, the box-arch segment 1 combination formula of the arch bridge can be represented as iBAB + jC + DTD, where i and j are integer number of box-arch segments 1 not less than 1, the connection modes of the box-arch segment 1 combination BAB and DTD are respectively as shown in fig. 3 and 2, the box-arch segment B and the box-arch segment D are directly connected or indirectly connected through integer number j of box-arch segments C, and one end of the box-arch segment B or the box-arch segment C near the bank is selected to be adjacent to the abutment according to actual conditions; the end faces of the joint ends included in A, B, C, D, T of the box arch segment 1 and the concavo-convex types thereof are a [ a1, a2], B [ B1, B2], C [ C1, C2], D [ D1, D2], as shown in fig. 2 to 5.
Further, as shown in fig. 1, 3 and 4, the box arch section a has three interface ends, two interface ends a1 and a2 are both male interface ends, which can be denoted as a1 and a2, while the interface end a3 is the upright interface end 5, and the box arch section a has no tension cable groove 3 but has a tension cable duct running through it in the axial direction. The box arch section B has two interface ends, adjacent to the box arch section a is a groove interface end B1, and adjacent to the box arch section C is a cog 2 interface end B2, i.e. B1, B2. The box arch segments 1 are assembled in the B-a-B sequence, and the box arch segments B-a-B are firmly connected by concavo-convex fitting with a1, a2 and B1 at the joint ends B1 and tensioning cables in the box arch segments B-a-B are tensioned in 2B-segment tensioning grooves 3.
Further, as shown in fig. 1 and 4-8 together, the tank arch segment C has two interface ends, a groove interface end C1 adjacent to the tank arch segment B and a cog 2 interface end C2 adjacent to the other tank arch segment C, which may be designated C1, C2. The box-arch sections B-C are combined, the box-arch sections B-C are assembled in a way that the section joint ends B2 and C1 are embedded, and the inner cables penetrating the ends of the box-arch sections B-C are tensioned in the tensioning grooves 3 of the box-arch sections B, C, so that the sections of the box-arch sections B-C are firmly connected. Similarly, adjacent box arch segments C-C are firmly connected with the inner cables of the C2 embedded assembly and tensioning end parts through interface ends C1.
Further, as shown in fig. 1, 2 and 9, the box arch section T has two interface ends, namely a landing nose interface end T1 mated with the D-landing notch interface end D1 of the box arch section, and a landing nose interface end T2 mated with the D-landing notch interface end D1 of the other box arch section, which can be expressed as D1, D2, T1, T2. The box arch segment D-T-D combination is formed by embedding and assembling a segment joint end D2 with joint ends T1 and T2 and tensioning cables in the box arch segment D-T-D in 2 segment D tensioning grooves, so that the box arch segment D-T-D is stably connected. Similarly, the box arch segment D-C is firmly connected by the interface ends D1 and C2 or the box arch segment D-B is firmly connected by the internal cables of the interface ends D1 and B2 jogged split, tensioned ends.
(3) And sequentially installing the arch upright posts and the capping beams on the arch rings to finish the auxiliary engineering of the box-shaped arch bridge and the pavement of the bridge deck. The auxiliary engineering comprises expansion joints, supports, bridge deck drainage and the like.
The above description is only for the preferred embodiment of the present invention, but the scope of the present invention is not limited thereto, and any changes, modifications or substitutions that can be easily conceived by those skilled in the art without substantially departing from the present invention shall fall within the scope of the present invention.
Claims (8)
1. A prefabrication and installation method for ultrahigh-performance concrete deck box-shaped arch bridge sections is characterized by comprising the following steps:
(1) the box arch segment of the through-type box arch bridge is prefabricated by adopting ultra-high performance concrete, a transverse partition plate is arranged inside each box arch segment, each box arch segment is formed by splicing a plurality of box arch segment units separated by the transverse partition plate, a butt joint raised head is arranged at one end of each box arch segment, a butt joint groove matched with the butt joint raised head is arranged at the other end of each box arch segment, tension cable ducts are arranged inside two ends of each box arch segment, tension cable grooves are arranged at the tail ends of the tension cable ducts, the box arch segments are lofted according to the designed elevation and the arch axis considering the pre-camber degree, a top template, a side template, a transverse partition template, an end template and a bottom template of each box arch segment are erected on a rack of a lofting point, the transverse partition plate is arranged at the section unit boundary inside each box arch segment through the pre-placed transverse partition template, and the top template, the side template, the transverse partition plate and the bottom template at the butt joint end, The bottom template is internally provided with an expansion cable channel and an expansion cable groove in the box arch section by pre-placing embedded parts, and the end template at the butt joint end of the box arch section is internally provided with a butt joint raised head and a butt joint groove of the box arch section by pre-placing embedded parts;
(2) erecting a main cable between two banks and installing hoisting equipment on the main cable, hoisting the box arch sections to be in place through the hoisting equipment, butting raised heads and butting grooves of two adjacent box arch sections, mutually butting, penetrating tensioning cables in tensioning cable channels at two opposite ends of the two adjacent box arch sections, installing and tensioning buckle cables and cable cables on the box arch sections, adjusting the elevation and arch axis of the box arch sections to be in place, respectively tensioning and fixing two ends of each tensioning cable in one tensioning cable groove, connecting and fastening the two adjacent box arch sections, and sequentially splicing the box arch sections into an arch ring;
(3) and sequentially installing arch upright posts and cover beams on the arch ring to finish the auxiliary engineering and the bridge deck pavement of the box-shaped arch bridge.
2. The method for prefabricating and installing an ultra-high performance concrete deck box arch bridge section as claimed in claim 1, wherein in step (1), the ultra-high performance concrete is improved in strength by using high strength grade cement, adding steel fiber content, and performing steam curing.
3. The prefabrication and installation method of the ultrahigh-performance concrete deck box arch bridge section as recited in claim 1, wherein in the step (1), the ultrahigh-performance concrete adopts quartz sand and quartz powder or natural sand as aggregate.
4. The prefabrication and installation method of an ultra-high performance concrete deck box arch bridge section as claimed in claim 1, wherein in step (1), the ultra-high performance concrete uses machine-made sand as an aggregate, the machine-made sand is made of mined fresh limestone.
5. The prefabrication and installation method of the ultrahigh-performance concrete through-put box arch bridge segment according to claim 4, wherein in the step (1), the ultrahigh-performance concrete is mixed by machine-made sand, steel fibers, cement, water, silica fume and a water reducing agent, the mass ratio of the mud mass content of the machine-made sand is less than or equal to 0.5%, the MB value of the methylene blue test of the machine-made sand is less than 1.4, the mass percentage of the stone powder content is less than or equal to 7.0%, the single-stage maximum crushing index of the machine-made sand is less than 20%, and the sand group of the machine-made sand is medium sand with the fineness modulus of 2.3-3.0 or fine sand with the fineness modulus of 1.6-2.2.
6. The prefabrication and installation method of the super high performance concrete deck box arch bridge sections as claimed in claim 5, wherein in the step (1), the concrete steps of preparing each box arch section of the deck box arch bridge are as follows: pouring and molding a first box arch section and maintaining the box arch section to a specified strength, coating an isolation layer for preventing two sections from being adhered on a butt joint raised head and a butt joint groove of the first box arch section, taking one end face of the first box arch section as an end template, vertically erecting templates at other parts of the second box arch section and placing embedded parts, pouring a second box arch section and maintaining the box arch section to the specified strength, coating the isolation layer for preventing two sections from being adhered on the butt joint raised head and the butt joint groove of the second box arch section after the same principle, taking one end face of the second box arch section as an end template, vertically erecting templates at other parts of the third box arch section and placing the embedded parts, pouring the third box arch section and maintaining the third box arch section to the specified strength, and pouring other subsequent box arch sections in sequence according to the same principle.
7. The ultrahigh-performance concrete deck-type box arch bridge segment prefabricating and installing method as recited in claim 6, wherein in the step (1), the lofting and formwork of the box arch segments takes the form of single box arch segment sequential formwork or multiple box arch segments simultaneous formwork prefabricating the box arch segments.
8. The prefabrication and installation method of the ultra-high performance concrete deck box arch bridge section according to claim 1, wherein in the step (2), the box arch section hoisting installation step is as follows: 1) hoisting the box arch section by using hoisting equipment on the main cable for installation, further hoisting the box arch section to be installed to the maximum cantilever end of the installed box arch section, accurately positioning the box arch section to be installed after adjusting the posture, and performing concave-convex matching butt joint of the box arch section to be installed and the butt joint groove and the butt joint raised head at the end part of the installed box arch section; 2) tensioning a tension cable in the tension cable duct between the box-arch section to be installed and the installed box-arch section, so that the box-arch section to be installed and the installed box-arch section are axially tightly connected without being completely fastened; 3) installing and tensioning a buckle cable on the box arch segment to be installed; 4) installing and tensioning a cable wind cable on the box arch segment to be installed; 5) repeating the steps 2) to 4) until the formed maximum cantilever of the box arch section reaches the requirements of elevation and arch axis in the construction stage; 6) before closure, other box arch sections are symmetrically lifted, installed and tensioned in place along two banks in sequence according to steps 1) to 5); 7) during closing, the closing is carried out by adopting a mode of hoisting and tensioning the closing after epoxy resin glue is coated on the butt joint end face of the box arch section or a mode of pumping grouting agent into the joint seam and tensioning the closing after the box arch section is hoisted to the butt joint position.
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| CN108952755A (en) * | 2018-07-18 | 2018-12-07 | 安徽省交通规划设计研究总院股份有限公司 | A kind of assembled ultra-high performance concrete arcuate channels |
| CN110528404A (en) * | 2019-09-05 | 2019-12-03 | 上海洪铺钢结构工程有限公司 | A kind of arch rib closure construction method and rib structure |
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| CN110700071B (en) * | 2019-11-16 | 2024-06-04 | 福州大学 | Prefabricated assembled UHPC plate type arch bridge and construction method thereof |
| CN111608084B (en) * | 2020-05-29 | 2022-03-29 | 中国铁建大桥工程局集团有限公司 | Integral prefabrication and assembly construction method for reinforced concrete arch bridge arch ring segments |
| CN112064493B (en) * | 2020-08-17 | 2022-04-15 | 中铁上海工程局集团第五工程有限公司 | Arch bridge steel-concrete combined section arch rib structure |
| CN112627004A (en) * | 2020-11-06 | 2021-04-09 | 上海建工电子商务有限公司 | Prefabricated body, plain concrete arch bridge structure and construction method thereof |
| CN112761051A (en) * | 2021-01-05 | 2021-05-07 | 广西路桥工程集团有限公司 | Prefabricated ultrahigh-performance concrete arch bridge and construction method thereof |
| CN113235458B (en) * | 2021-05-24 | 2022-09-27 | 长沙理工大学 | Arch bridge cantilever construction system and method |
| CN113914197A (en) * | 2021-11-24 | 2022-01-11 | 中冶建筑研究总院有限公司 | Prefabricated assembled corrugated steel-concrete deck bridge and construction method thereof |
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