Therefore, to solve this conventional problem, the bottom plate 2 of a bridge having a predetermined width is integrally formed with two webs 7 installed at predetermined intervals so as to become the upper flange 6 of the girder 1. And the two flanges (7) are closed by the lower flange (8), and the girder shape is made into a box-shaped cross section, and is manufactured in a single box unit to omit the connecting portion (5) of the inner side section (10). Minimize, increase the structural stability of the bottom plate and when filling the hollow portion 16 of the box-shaped cross section filled with permanent styropole 15 having a predetermined strength to replace the role of the formwork, After the construction of the hollow portion is to be removed by installing a filling structure consisting of a core portion 700,701 and the styropole block 15 that can be removed. In addition, when exposing the reinforcing bars 17 to be joined during the construction of the cast-in-place connection part 5 of the bottom plate installed so that the reinforcing bar 17 to be exposed to the styropole 19 perforated on the bottom plate side portion 18 is interpolated. After the side portion 18 of the bottom plate is poured to expose the reinforcement to improve the workability. In addition, the sheath tube 21 of the secondary tension member 20 is installed in the manufacture of the girder, the secondary tension member 20 is interpolated in the sheath tube 21, and the girder 1 is mounted on the shift and the piers 3. The bottom plate of the connection part 5 is connected by site casting and the secondary tensioning material 20 installed after the construction of the pavement and the barrier wall 47 is installed to introduce the stepwise prestress so that the additional fixed load acts as the preceding load. . In addition, in order to improve the workability of the cast-in-place connection part 5 of the bottom plate in order to improve the workability of the bottom plate connection part (5) when working in high altitude during the manufacture of the girder in the form of extruded on the lower surface of the end of the bottom plate cantilever (9) Protruding plate 23 is to be installed, and the vertical beams 24 are supported on the lower surface of the bottom plate of the connecting part 5 so that the connecting part 5 is not located in the constant moment part, but in the parent part part that becomes a point. In order to increase the structural safety of the bottom plate connecting portion 5, and when placing the connecting portion 5 of the bottom plate stringer 24 serves as a formwork to increase the workability. In addition, in order to reduce the weight of the girders (1) to be hypothesized, the web member (7) is made of a steel material consisting of a steel pipe or H-BEAM, and the upper flange 6 and the lower flange (8) of concrete A connection member 28 fixed inside to form a box-shaped cross section, and having a bent portion 28 at the upper and lower ends of the inclined web member 26 in the axial direction and connected to an end surface of the inclined web member. The slanted web member 26 is connected to form a continuous truss structure 300 so that the truss structure 300 is firmly installed when the box girder 1 is manufactured. This can reduce web weight without significant loss of overall stiffness of the cross section. In addition, the conventional T-girder bridges are intended to increase the girder rigidity by expanding the concrete cross-sectional area of the compression section of the T-shaped section, and improves the constructability by eliminating the need for separate formwork and bundling work when constructing the connection of the bottom plate at high altitudes. It is going to improve the load capacity by carrying out the tension step by step.
The present invention having such an object,
First, the precast post-tension prestress girders are fabricated in a single girder unit at the production site, and the girders (1) are manufactured to be transported and lifted to a place where they are mounted, between the two points on the shift and piers (3). Repeating the above girder (1) and repeating the above process, the connection of the connection part 5 of the bottom plate between the girder (1) and another girder (1) mounted in parallel by the construction of the site girder bridge ( In the construction method of the multi-girder girder bridge with the number of 1) is at least two,
When manufacturing the girder 1 in the fabrication site, two rows of webs 7 spaced apart at predetermined intervals are integrally constructed with the bridge bottom plate 2 having a predetermined width on the upper portion of the web 7. In the lower part of (7), the two webs (7) are closed by the lower flange (8), characterized in that the girder (1) is made into a box-shaped cross section with a bottom plate of the inner part (9). In this way, the self weight of the bottom plate 2 which is larger by the omitted connection part 5 of the inner section 10 of the girder than the conventional T-type girder bridge 12 acts as a preceding load when the primary tension member is tensioned. To maximize the tension
Second, the box-shaped cross section girder (1) in the form of a single girder on the hollow portion 16 of the girder to serve as formwork and clubbing during the construction of the inner hollow portion 16 of the cross section at the time of manufacture in the manufacturing site It is characterized in that the construction by filling the lightweight body 15 composed of styropole for permanent zones and the like in the corresponding position.
Third, in order to construct a filling structure capable of being demolished in the hollow portion 16 of the girder, openings 801 having a predetermined size are installed at both ends 800 of the girder, and a plurality of the hollow portions 16 are provided. The two steel pipes were cut in the middle part of the length of the girder, and the bundles were formed by tying the steel pipes with iron wires to form cores 700 and 701, and the lightweight body of the block made of styropole is coupled to the cores 700 and 701. After the filling structure is formed by forming and curing, the core is drawn from the openings 801 of both ends 800 to dismantle the block 15 and then demolished.
Fourth, in order to alleviate the disadvantages of the structural safety of the connection part 5 of the bottom plate in the vehicle passage of the completed box-type girder bridge, before the connection part 5 of the bottom plate is constructed, The vertical beams 24 are supported on the lower surface, so that the connecting part 5 is not located at the moment of the moment but is located at the parent part where it becomes a point, thereby increasing the structural safety of the bottom plate of the connecting part 5. In the connection part 5, when placing the stringer 24 serves as a formwork to improve the workability,
It is characterized in that the vertical beam 24 is continuously installed on the lower surface of the connection portion 5 of the bottom plate as a support beam and supported by the horizontal beam 32.
Fifth, in the construction of the cross beam 32 of the box-shaped girder, the protrusion plate 23 for the construction of the connection portion 5 of the bottom plate corresponding to the installation position of the cross beam 32 is not installed when the girder is manufactured. Inner cross beam 32 having a predetermined length in the form of the structure of the inner beam to form an opening 31 to be integral with the web 7 of the girders at the position of the cross beam 32 to be installed and the inner cross beam 32 After the girder (1) is mounted on the lower end of the end of the girder crossbeam (32) when the connection to the center of the crossbeam, the projecting plate (33) of the extruding type to the outside to act as the formwork and dongbari of concrete cast in the field Produced integrally with the cross-beam cross-beam 32 having a width, and is installed at the end of the cross-beam 32 when connecting the cross-beam cross-beams 32 of the internal structure structure between the two girders mounted in parallel after mounting the girders Of the protrusion plate 33 The opening 31 of the protruding plate 23 for the construction of the bottom plate connecting portion 5 by constructing the space of the field connection portion 35 of the cross beam 32 by installing the precast formwork 34 vertically on the surface. It is characterized by pouring concrete through.
Sixth, in the construction of the column beam 24 of the box girders, the connection portion 5 of the bottom plate corresponding to the installation position of the cross section 35 of the cross beam 32 and the string beam 24 at the time of girder fabrication Forming an opening 36, in which the protruding plate 23 is not installed for the construction of the building, and manufacturing the girder 1, and mounting the manufactured girder on the alternating and piers 3, between the mounted girder 1 and the girder. When installing the horizontal beam 32, the longitudinal beam holder 37 of the type extruded on the lower surface of the horizontal beam 32 at the center of the horizontal beam span is manufactured integrally with the horizontal beam 32 when placing the horizontal beam 32, and has been constructed in a predetermined length. The precast stringer 38 segmented in the form is raised from the lower portion of the bridge and is mounted on the stringer holder 37 as a simple support, and the precast formwork 34 is vertically installed on the upper surface of the stringer holder 37 and the horizontal beam 32 Opening provided in the intersection portion 35 of the vertical portion 24 On-site casting through the part 36 is characterized in that the construction of the stringer (24).
Seventh,
Combination or bridge deck consisting of the bottom plate 2 and the web 7 and the lower flange 8 as a component having the entire design thickness of the bridge bottom plate and having a predetermined width in the direction perpendicular to the bridge in the girder's workshop. The upper plate 950, the web 7 and the lower flange 8 having the overall design thickness and having a predetermined width and thickness separate from the bottom plate 2 having a predetermined width in the axial direction perpendicular to each other. Combining the bridge deck to be part of the pre-synthesis cross section in combination to produce a precast post-tension prestress girders in the unit of a single girder, and to raise the girder to a place to mount the girder by lifting and crane to shift and An unsynthesized PSC girder which mounts the girder between two points 3 on the pier and repeats the above procedure to construct a cross-section connection to the bottom plate between the girder and the girder mounted in parallel by site casting. In the method of construction,
When fabricating the girder 1 in a fabrication site, a web 26 made of steel in at least one or more rows is provided at the top of the web 26 in a combination without the upper flange 950 in the cross-section before synthesis, and separately. In the combination with the upper flange 950 of the upper flange, it is constructed integrally with the bridge bottom plate 2 having a predetermined width and fixed to the upper flange 950 or the bottom plate 2, the web 26 In the lower part of), a web 26 having at least one row is integrally constructed with the lower flange 8 to be settled in the lower flange 8 so that the separate upper flange 950 is viewed in a cross-sectional view of the bridge. A cross section of a single girder, with and without an I-shaped girder or endoscopic bottom plate 9, which has a endoscopic bottom plate 9 and has a single web 26 and a lower flange 8. Box-shaped cross section with section and hollow section 16 inside section It is formed in the axial direction, the web member 26 made of the steel is installed with a predetermined inclination, at the upper and lower apex of the inclined member, has a bent shape and the end of the inclined web member 26 A connecting portion with the bent connection member 28 and the bent connection member 28 at 400 is buried in the concrete at the upper and lower portions so as not to be exposed to the outside to form a continuous truss structure 300 in the girder longitudinal direction That includes,
After installing the lumber on the ground of the manufacturing site to install the bottom plate of the girder 50 on the girder 49 to configure the girder manufacturing platform 51;
The rebar assembly of the lower flange 8 and the sheath pipe 21 are installed and the truss structure 300 segmented to a predetermined length is formed by connecting the connecting member 28 bent to the inclined web member 26 in the land. After fixing the segmented truss structure 300 to the inside of the lower flange 8 of the fabrication table 51, the segmented structure 300 and another segmented structure 300 are connected and assembled to the truss. Placing concrete of the lower flange 8 after continuously installing the structure 300;
Reinforce the bottom plate reinforcing bar 17 of the girder to the outside of the girder to process and assemble the reinforcing bar, and install the steel formwork 53 on the bottom surface of the bottom plate 2, and then place the concrete of the bottom plate 6 Making;
After curing the concrete, the tension member 27 is inserted into the sheath tube 21 to tension and settle, and filling the inside of the sheath tube of the tension member with grouting 46 to produce a girder;
Lifting the produced girders by crane on the shifts and piers (3) and mounting them in parallel;
Connecting the exposed reinforcing bar 17 at the end of the bottom plate at the connection part 5 of the bottom plate between the girder mounted in parallel to the site casting;
Constructing the pavement, the barrier wall 47 and the middle component after curing of the bottom plate connecting portion 5;
The construction method of the non-synthetic P.S.C girder bridge made of a truss structure of the web 26 is characterized in that the construction, including the above construction step.
eighth,
The reinforcement plate 30 of claim 6, wherein both end portions 400 of the one inclined web member 26 have end portions formed at right angles to the member length, and are bored in the end surface 400 of the inclined member 26. ) Is connected to the welded joint to form a straight inclined web member 26, between the two inclined web member 26 formed in the above process, has a bent shape twice and the inclined web member 26 The end portion of the connecting portion 28 in the same direction as the cross-sectional direction of the end portion of the end portion is formed, and the perforated plate is joined to the end portion of the connecting portion to form a butting plate 200, thereby forming the connecting member 28 having a shape bent twice. The connecting member 28 is connected to the end reinforcing plate 30 of the inclined web member 26 by a bolt 210 or the end reinforcing plate 30 and the connecting member of the web inclined member 26. An inclined trunnion characterized in that the butt plates 200 of the 28 are connected by welding. Construction method of bridge having a web member 26
Ninth, when constructing the girder 1 in the form of a single girder to expose the rebar 17 to be exposed to the outside from the side finish surface 18 of the bottom plate of the inner part 9 of the girder In order to process the lightweight body 19 composed of a stirrer pole, etc. in the shape of the side surface finishing surface 18 of the bottom plate, and having a predetermined length, the styropole 19 is drilled to the position of the reinforcing bar 17 to be exposed. It is characterized in that the styropole 19 is constructed to serve as a formwork when placing concrete by interpolating to 17).
Tenth, the sheath pipe 21 for the secondary tension material 20 is pre-installed in the manufacture of the girder, and then the girder (1) is later mounted on the alternating and pier (3), and then the connection part 5 of the bottom plate between the girder is connected and constructed. After constructing the pavement, the barrier 47 and the middle squad, the secondary tension member 20 is placed inside the sheath tube 21 installed at the time of manufacture of the girder to fix the pavement, the barrier 47 and the like. Secondary tension is carried out in the state loaded with the preceding load, it is characterized in that the efficient introduction of pre-stress for each construction stage.
Eleventh, without filling with the grouting in the sheath tube 21 of the secondary tension member 20 above, leave a space between the sheath tube and the tension member to construct a non-adhesive tension member 900, and when loss of prestress occurs in the future It is characterized by re-tensioning.
Twelfth, the inboard part of the girder at the time of manufacturing the girder in the onshore yard to improve the disadvantages of workability due to the work at high altitude during construction of the bottom plate connecting portion 5 between the girder (1) mounted in parallel (9) The protrusion plate 23, which is shaped like an outside, is integrally installed on the bottom surface of the bottom plate with the bottom plate 2, and the protrusion plate 23 is based on the bottom surface of the bottom plate end. The upper surface 600 of the bottom plate or is installed below the bottom of the bottom plate, it characterized in that the two protruding plates 23 installed at the end of the bottom plate of the inner side girder of the two sides are almost in contact with each other.
Thirteenth, the inboard part of the girder at the time of manufacturing the girder in the on-site workshop to improve the disadvantages of workability due to the work at high altitude during construction of the bottom plate connecting portion 5 between the girders (1) mounted in parallel (9) Forming a projection plate 23 of the inner shape on the lower surface of the end of the bottom plate to the outside and mounted on the upper surface 600 of the protrusion plate 23 so as to simply support the girder It is characterized in that the construction of the connection portion 5 of the bottom plate.
Fourteenth, in the T-girder bridge (12), in order to increase the rigidity of the T-shaped cross section, the upper flange (1000) is provided on the bottom surface of the bridge bottom plate (2) to increase the cross section of the compression section.
In the present invention, the inner plate of the girder is formed in the shape of the girder of the box-shaped cross section integrally produced by using the bottom plate 2 as the upper flange 6 of the girder 1. The self-weight of the bottom plate 2, which is as large as the omitted connection 5 of 10, acts as a preload in the event of tension of the primary tension member, thereby maximizing the introduced tension, and the conventional T-girder bridge 12 Disadvantages of workability due to excess of bottom plate connection part 5 and the bottom plate connection part 5 are structurally unstable because it is T-shaped section, and after completion of construction of the middle part of the packaging barrier 47 2nd tension to increase the efficiency of the cross-section by introducing pre-stressed step-by-step, and extruded plate 23 of the type extruded on the bottom surface of the bottom plate during girder in order to improve the workability for the site-casting connection part 5 of the bottom plate at high altitude. Hypothetically crossroads (3 2) and stringers 24 were fabricated by precast, and the connection part 5 was constructed by site casting to improve construction performance.
In addition, in order to improve the workability of the formwork, such as when forming the girder to fill the hollow portion 16 of the box-shaped cross-section of the lightweight body 15 made of styropol (15) for permanent zoning to replace the formwork and copper bark, By installing the filling structure made by combining the core parts 700 and 701 and the styropole 15 which can be removed, the material is saved by constructability and material recovery. In order to improve the workability of the formwork for exposing the reinforcing bar 17 of the bottom surface of the bottom plate portion 18 of the girder, it is drilled into a lightweight body 19 made of styropole and inserted into the reinforcing bar 17.
In addition, by installing a stringer 24 on the lower surface of the connecting portion 5 of the bottom plate so that the bottom plate connecting portion 5 is installed in the point portion not the bottom plate span portion to improve the safety of the bottom plate, two rows of web ( 7) to install the inclined web member 26 consisting of a steel pipe or a member of steel materials such as H-BEAM as a web (7) and to install the truss structure 300 of the corrugated continuous wave form to reduce the girder weight. do. In addition, in the conventional T-girder bridge, the cross section of the upper part of the compression flange 1000 is added to increase the rigidity of the cross section, and when the construction of the connection part 5 of the bottom plate at high altitude, no additional formwork and moving work are required. The workability is improved and the load capacity is improved by performing the step tension.
1 is a three-dimensional view of a bridge having a cross section of a two-girder girder as an example of the present invention. FIG. 10-1 is a cross-sectional view of a conventional T-girder bridge. FIG. 10-2 is a multi-wall PC box girder bridge. This corresponds to the composite PSC beam bridge applied to the precast member. The present invention is structurally improved by maximizing the advantages of the conventional T-girder bridge 12 and minimizing the disadvantages, and the conventional multi-circular PC box girder bridge 13 of FIG. 10-2 is suitable as a bridge form between long and long girders. Due to its large self-weight, it is not well constructed by the crane construction method, and is manufactured as a single girder instead of a single girder. Therefore, this bridge is made as a single girder to be a multi-girder girder (14) by secondary construction. While there is a clear difference, the composite PSC beam bridge 13 is manufactured by the girder and then lifted and mounted with a crane, and then the entire bottom plate is cast in place, whereas the form of the present invention is the most width of the bottom plate 2. There is a difference in that the secondary part of the connection portion 5 of the bottom plate after the mounting by manufacturing the girder (1) in the workshop. That is structurally close to the non-synthetic cross section.
The present invention thus constructed will be described in detail with reference to the accompanying drawings.
First, as in Figure 5-2,
It is integrated with two webs 7 spaced apart at predetermined intervals and a bridge bottom plate 2 having a predetermined width at the upper surface of the web, and integrated into the lower flange 8 at the lower surface of the web 7 by an internal part. Manufactured in the shop in the shape of a box-shaped cross section having the bottom plate of (9), or integrally with the bridge bottom plate (2) having a predetermined width on the upper surface of the upper flange of the beam having a separate upper flange (950) And it is characterized in that the fabrication in the workshop in the shape of a box-shaped cross-section having a bottom plate portion of the inner portion 9 by combining with the lower flange (8) in the lower surface of the web (7). In order to implement this, the lumber 49 is installed on the ground and the bottom plate 50 of the girder is installed on the ground constituting the production stand 51, and the form plate is made of L-shaped steel or reinforcement 52. Reinforcement is divided into unit lengths to transport the components of the steel formwork 53 produced in the factory to the site and installed vertically on the upper surface of the manufacturing table 51 to form the outer side of the box-shaped girders and in the longitudinal direction of the girder The segmented steel formwork 53 is installed in the longitudinal direction of the girder and the segmented steel formwork 53 is inserted into the bolt hole 54 of the L-shaped steel or the vertical reinforcement 52 installed at the end of the segmented steel formwork. ) In the longitudinal direction to form a steel formwork 53 in the box-shaped cross-section above to produce a girder in the unit of a single girder,
After installing the lumber 49 on the ground of the fabrication site, installing the bottom formwork plate 50 of the girder on the lumber to construct a girder fabrication stand 51;
Exposing the bottom plate reinforcing bar (17) of the girder (17) to the outside of the girder to process and assemble the reinforcing bar and install the sheath pipe (21) of the tension member (27);
Installing and assembling a pre-fabricated segmented steel formwork 53 on the upper surface of the fabrication table 51 to form the steel formwork 53 in the shape of the box-shaped cross section;
After pouring concrete and curing, the tension member 27 is inserted into the sheath tube 21 to tension and fix, and the grouting 46 is filled into the sheath tube 21 of the tension member to manufacture the girder 1. ;
Lifting the produced girders (1) with a crane on the alternating and pier (3) and mounting them in parallel;
Constructing a horizontal beam 32 or a vertical beam 24 between the girders 1 mounted in parallel;
Connecting the exposed reinforcing bar 17 at the end of the bottom plate at the connection part 5 of the bottom plate between the girder mounted in parallel to the site casting;
Constructing the package 111, the barrier wall 47, and the middle component after curing of the bottom plate connecting portion 5;
It is characterized in that the construction, including the construction step.
second,
The inner hollow portion 16 of the girder is filled with a lightweight body 15 made of a stirrer pole or the like. To implement this, as shown in Figs. 5-2 and 5-3 of Fig. 2, the lightweight body 15 is segmented and manufactured in units of a predetermined length in the shape of the hollow portion 16 inside the girder, After assembling the iron processing of the lower flange 8 and the web wall 7 on the fabrication stage, the lightweight body 15 of the manufactured segment is installed and formed on the hollow part 16 of the girder and fixed to prevent movement. By forming a vertical steel formwork 53 corresponding to the outside of the girder on the production table is to cast concrete. By doing so, it is possible to replace the formwork and copper bar installation work of the hollow portion 16 having a narrow space, and there is no need for separate dismantling, the workability is improved.
third,
When manufacturing the girder, the hollow structure of the girder serves as a formwork for placing concrete, and after filling the filling structure that can be dismantled after pouring is characterized in that the filling structure is demolished after construction.
To implement this, in FIGS. 5-2, 5-4, 5-5, 5-6, 8-1, and 8-2, in the construction method of the box girder bridge, the center of the filling material is used. A lightweight structure 15 such as a styropole having a core portion 700 and 701 and having a shape of the block 15 is coupled to the periphery of the core portion 700 and 701 to form a filling structure, and the filling structure is located at a position corresponding to the inside of the box-shaped girder. After filling the concrete and manufacturing the box girder, after curing the core parts 700, 701 is drawn through the end opening 801 pre-installed at both ends 800 of the girder to dismantle and dismantle the filling structure It features. On the other hand, the filling structure forms a core consisting of a combination of a large diameter steel pipe 700 and a plurality of small diameter steel pipe 701 or a small diameter steel pipe 701 in the core parts 700 and 701 and constitutes the core parts 700 and 701 A light weight block 15 having a predetermined length and thickness is stacked in the space between the periphery and the inner hollow part of the box-shaped girder, and the periphery of the stacked blocks is bundled and fixed with an iron wire 702 to the outermost side of the block. An oily separating agent is applied to facilitate separation during disassembly to form a filling structure that is a combination of the core and the lightweight block. By doing so, it is possible to easily cast concrete by interpolating the filler to improve workability and draw core parts such as steel pipes, thereby easily dismantling the filler, which is advantageous in reducing material costs.
Fourth, when the field-pouring part 5 is connected to the bottom plate, it is characterized in that the construction by supporting the column beam 24 to the horizontal beam 32 as a support beam on the bottom plate 2 bottom. In order to implement this, as shown in Figs. 2-2 and 2-3, all girders (1) fabricated at the manufacturing site are mounted in parallel on the alternating and pier (3), and then between the girders and the girders mounted in parallel. The beams 32 of a predetermined place on the girders (1) and the construction of the rigid, in the center of the horizontal beams installed in the above way, the stringers 24 are fixed to cross the rigidity, the upper flange of the vertical beams 24 is mounted After installing the stringers 24 to be located on the bottom surface of the cantilever 9 bottom plate of the girder, the bottom plate cast-in-place connection part 5 is cast in-situ. By doing so, the structural meaning is that the connecting portion 5 of the bottom plate is not installed on the span section 10 of the bottom plate, but is installed on the point on the stringer 24 to increase the structural safety and the stringer at the time of construction The upper flange of) acts as a formwork for the bottom plate connection, which is advantageous in construction.
Fifth, in the construction of the cross beam 32 of the box-shaped girders, when the girders 1 are manufactured, the cross beams 1 are rigidly manufactured with the webs 7 of the girder, but the bottom plate connection portion (cross section) It has a length of the position of 5), characterized in that it is produced while forming the bulge plate 33 of the naebo type for connection of the girder 32 on the lower end of the produced naebo crossbeam 32 end. For this purpose, as shown in Figs. 3-1, 3-2, and 3-3 of Fig. 3, the connection part 5 of the bottom plate corresponding to the installation position of the cross beam 32 at the time of girder fabrication is made. An opening cross beam having a predetermined length in the form of an inner beam is formed so as to form an opening 31 in which the protrusion plate 230 for construction is not installed, and is integrated with the web 7 of the girder at the position of the horizontal beam 32 to be installed ( 32) form a projecting plate (33) to the outside to play the role of formwork and dongburi concrete when the girder beam (32) in the center of the crossbeam after mounting the girder on the lower surface of the end of the crossbeam. It is produced integrally with the cross beam 32 having a width of, and the connecting reinforcement 59 of the joint portion 58 of the cast-in-place horizontal beam is exposed to the outside from the crossbeam 32 of the inner mine beam in advance to produce a single piece with the cross beam Girder yarns mounted in parallel after the girders are mounted in parallel When connecting the cross beams of the internal structure of the both sides of the cross beam connecting the welded reinforcing bar, the precast formwork 34 made in advance on the upper surface of the protrusion plate installed on the end of the cross beam, the cast in place of the cross beam 58 To install concrete through the opening 31 of the protrusion plate 23 for the construction of the bottom plate connecting portion 5 by forming a casting space of the site casting connecting portion 58 of the horizontal beam by installing perpendicular to both sides of the The meaning of this is that the conventional formwork and copper bar work of the crossbeam is a process in which the casting is performed in high altitude, whereas most crossbeams are produced at the time of fabrication of the crossbeam, and the high work is at the center of the crossbeam. Since only the connecting portion 58 is cast in place through the opening 31 of the bottom plate, the workability is improved.
Sixth, in the construction of the stringer 24 of the box girders, it is characterized in that the construction of the stringer 24 is precast. To implement this, as shown in Figs. 4-1, 4-2, and 4-3 of Fig. 4, the installation position of the intersection portion 35 of the cross beam 32 and the string beam 24 at the time of girder fabrication is shown. Forming the opening 36 is not provided with the protrusion plate 23 for the construction of the connecting portion 5 of the bottom plate corresponding to the manufacturing girder 1 and mounting the girder on the alternating and piers (3) When installing the cross beams (32) between the girder and the mounted girders, in the center of the cross beam span to the bottom of the cross beams (32) extruded type string holder (37) is produced by integrally with the cross beams (32) When the connecting portion 58 of the center of the cross beam is constructed, the connecting reinforcing bar 60 of the vertical beam is exposed in advance, and the precast stringer 38 segmented to a predetermined length, which has been constructed, is raised from the lower portion of the bridge beam holder. The stringer 24 is mounted on the support 37 and is exposed at the center of the crossbeam 32. After welding the connecting reinforcing bar 60 and the exposed connection reinforcing bar 61 of the segmented precast stringer 38 to each other, the precast form 62 made in advance on the upper surface of the stringer holder 37 is the stringer. Installed vertically on both sides of the site casting connecting portion 63 of the cross beam and the vertical portion of the intersection portion 35 constitutes a space to place the site through the opening 36 of the provided bottom plate to construct the stringer 24 do. By doing so, the construction work is improved by eliminating the mold construction work and the group construction work at the time of constructing the stringer 24 at high altitude.
Seventh,
In FIGS. 6-1, 6-2, 6-3, 6-5 and 7-4, 7-5 of FIG. 6, at least one row is produced when fabricating the girder 1 at the fabrication site. The web 26 made of steel having a structure is integrally constructed with the bridge bottom plate 2 having a predetermined width at the top of the web 26 and fixed to the bottom plate 2, and the bottom of the web 26. The web 26 having at least one row is constructed integrally with the lower flange 8 to be fixed in the lower flange 8, and the cross-sectional shape of the single girder when viewed from the cross section of the bridge, 9) and a non-synthetic PSC girder bridge having a web 26 and a lower flange 16 having at least one row.
In addition, the web 26 is integrally formed with the bridge bottom plate 2 having a predetermined width on the upper surface of the upper flange 950 of the beam having a separate upper flange 950 and made of steel having at least one row. Is fixed to the upper flange 950 and the bottom plate 2 at the upper portion of the web 26, the lower portion of the web 26, the web 26 is integrally constructed with the lower flange (8) It is settled in the bottom plate portion of the inner part (9) and has a separate upper flange 950, a non-synthetic PSC girder having a web 26 and a lower flange 16 having at least one row to form a workshop It is characterized by producing.
In the axial direction, the web member 26 composed of the steel is installed with a predetermined inclination, and has a bent shape at the upper and lower vertices of the inclined member and at the end 400 of the inclined web member 26. Connected to each other at a right angle to the cross section to form a continuous truss structure 300 in the girder longitudinal direction,
Installing the bottom plate 50 of the girder after installing the lumber on the ground of the fabrication site to configure the girder fabrication table 51;
The rebar assembly of the lower flange 8 and the sheath tube 21 are installed, and the truss structure 300 segmented to a predetermined length is connected by connecting the connecting member 28 bent to the inclined web member 26 in the land. After forming, the segmented truss structure 300 is fixed inside the lower flange 8 of the fabrication table 51, and then the segmented structure 300 and another segmented structure 300 are connected and assembled. Pouring the concrete of the lower flange 8 after continuously installing the truss structure 300;
Reinforce the bottom plate reinforcing bar 17 of the girder to the outside of the girder to process and assemble the reinforcing bar, and install the steel formwork 53 on the bottom surface of the bottom plate 2, and then place the concrete of the bottom plate 6 Making;
After curing the concrete, the tension member 27 is inserted into the sheath tube 21 to tension and settle, and filling the inside of the sheath tube of the tension member with grouting 46 to produce a girder;
Lifting the produced girders by crane on the shifts and piers (3) and mounting them in parallel;
Constructing horizontal beams (4,32) or vertical beams (24) between the girder mounted in parallel;
Connecting the exposed reinforcing bar 17 at the end of the bottom plate at the connection part 5 of the bottom plate between the girder mounted in parallel to the site casting;
Constructing the pavement, the barrier wall 47 and the middle component after curing of the bottom plate connecting portion 5;
Web 26 is characterized in that the construction method of the precast prestressed multi-cast box-shaped girder bridge made of a truss structure made of steel.
Eighth, in Figs. 6-4, 6-5, 6-6, and 6-7 of Fig. 6,
Both end portions 400 of one inclined web member 26 have end sections formed at right angles to the length of the member, and a reinforcing plate 30 bored in the end surface 400 of the inclined member 26 is connected by welding. It constitutes a straight inclined web member 26, between the two inclined web member 26 formed in the above process, has a bent shape twice and the same as the cross-sectional direction of the end of the inclined web member 26 The end of the connecting portion 28 in the direction is formed to form an end plate 200 by coupling the perforated plate to the end of the connecting portion to form a connecting member 28 having a shape bent twice, and the connecting member ( 28 is connected to the end reinforcement plate 30 of the inclined web member 26 by a bolt 210, or the end plate (30) of the web inclined member 26 and the butt plate of the connecting member 28 ( Bridges with inclined truss web members 26, characterized in that they are welded and connected. It is characterized by the construction method.
Ninth, in order to expose the reinforcing bars 17 from the finishing surface 18 of the bottom plate internal part 9 during construction of the girder, the lifespan for which the reinforcing bars are interpolated at intervals of the reinforcing bars is drilled into the styropol 19 to make the styropol. Forming the formwork of the finishing surface part 18 of the side surface of this bottom plate is characterized by the above-mentioned. 5-1 and 5-2 of FIG. 5, the lightweight body 19 is formed of a stirrer pole, and is made to be segmented into a predetermined length and drilled according to the spacing and diameter of the reinforcing bars. Insert the boring hole (19) into the rebar 17 to be exposed and support the fixed steel formwork 53 on the back of the lightweight body 19 to be fixed to produce a girder (1). By doing so, it is easy to cope with the complex shape of the rebar spacing and the side finish surface (18) installed to form a mold can be expected to have a good construction and high precision construction.
Tenth, in Fig. 8-1 and Fig. 8-3 of Fig. 8, in the step-by-step prestressing, the point of introduction of the tension force of the secondary tension member 20 is completed after the bridge is completed, that is, the paving barrier 47 and the middle component are constructed. Characterized in that performed after. In order to implement this, when manufacturing the girder, the sheath tube 21 of the secondary tension member 20 is disposed over a predetermined length, and after the girder is manufactured, the girder 1 is mounted on the shift and the piers 3 and the above process is repeated. 2, installed in the girder after installing the girder (1) of the entire bridge in parallel and connected to the connection portion (5) of the bottom plate between the girder completed and installed the packaging barrier 47 and the middle squad after curing. The secondary tension member 20 is interposed inside the sheath tube 21 for the vehicle tensioning material, and the secondary tension member is tensioned and the interior of the sheath tube 21 is filled with grouting 46 after the tension is completed. By doing this, it has the following structural meaning. The bridge formed according to the present invention has the primary plate tension as it is, and the primary tension is largely introduced. However, the stepwise introduction of prestress by the secondary tension applied to the conventional composite PSC beam bridge 13 results in the bottom of the introduction point. While the present invention is immediately after plate curing, the present invention provides a large 1 introduced into the bottom of the girder due to its own weight when the secondary tension is applied immediately after the bottom plate is connected, as in the case of the conventional composite PSC beam bridge 13 because the weight of the bottom plate connecting portion 5 is small. Since the offsetting effect on the secondary compression force is small, the compression force is increased by the secondary tension, which is further disadvantageous. Therefore, the present invention is carried out after the introduction of the secondary tension at least one or more of the ply 111, the protective wall 47 and the squadron to provide a large primary compressive force when the additional fixed loads were introduced at the time of girder fabrication In the state of offsetting, the secondary tension increases and the load capacity of the bridge is increased by introducing more tension.
Eleventh, in FIGS. 8-1 and 8-4 of FIG. 8, the non-tensioning tension member 900 is left empty so as to have a space between the sheath tube and the tension member without grouting filling in the sheath tube 21 of the secondary tension member 20. Construction, it is possible to re-stress when loss of prestress occurs in the future, so maintenance is possible. This is possible because the second tension work of the present invention is carried out after the construction of paving, etc. immediately after the completion of the bridge. .
Twelfth, it is characterized in that the projecting plate 23 necessary for the construction of the connecting portion 5 by the site in the end of the bottom plate cantilever portion (9) formed during the manufacture of the girder is characterized in that the bottom plate (2). In order to implement this, in FIG. 7-1 of FIG. 7, when the steel formwork 53 is manufactured in the factory, the protrusion plate 23 protrudes with a step down based on the bottom plate bottom, and the girder to be manufactured. The steel formwork 53 is formed so as to have a shape protruding from the end of the cantilever 9 to have an internal portion outwardly, and the protrusion plate 23 is collectively placed to be integral with the girder 1. By doing so, it is possible to mount the girder (1) on the alternating and pier (3) and then eliminate the need for additional formwork for the bottom plate connecting portion (5) when placing the bottom plate of the connecting portion (5) at high altitudes to improve workability. do.
Thirteenth, precast formwork is simply supported on the upper surface 600 of the protruding plate 23 at the end of the bottom plate of the cantilever 9 of both girders when the connection portion 5 of the bottom plate between the mounted girders is cast in place. It is characterized by constructing the connecting portion (5). In order to implement this, in FIG. 7-2 of FIG. 7, the protrusion plate 23 is formed at the end of the bottom plate of the cantilever 9 formed at the time of manufacturing the girder, and at the end of the protrusion plate 23, the top surface of the protrusion plate 23 is formed. After mounting the precast formwork 40 on the girder-shaped protrusion plate 23 installed in both girders with a simple support (600), the bottom plate connecting portion (5) is constructed. By doing so, it is possible to construct the connecting portion only by mounting the precast formwork 40 without separation of the height and spacing of the girder according to the cross slope and construction error of the bridge.
Fourteenth, as shown in Fig. 2-3 of Fig. 2, in the non-synthetic T-type girder bridge, a separate upper flange 1000 is installed at the bottom of the bridge deck 2 so that the compressed section concrete section area of the T-shaped cross section. It is characterized in that to enlarge the girder rigidity to have the shape of the I-shape.
1 is a three-dimensional view of a two-wall box-type girder bridge connecting secondary parts of the bottom plate as an example of the present invention.
Figure 2-1 of Figure 2 is a cross-sectional view of a multi-pillar box girder bridge consisting of a three-pillar which is an example of the present invention.
Fig. 2-2 of Fig. 2 is a cross-sectional view of a multi-column box-girder bridge having a columnar, which is an example of the present invention, having a columnar structure supported by a crossbeam.
Figure 2-3 of Figure 2 is a cross-sectional view of a multi-type I girder as an example of the present invention.
Figure 3-1 of Figure 3 is a plan view showing the central portion of the cross beam.
Figure 3-2 of Figure 3 is a side view showing the central connection of the cross beam.
Figure 3-3 of Figure 3 is a cross-sectional view showing the central portion of the cross beam.
4-1 is a plan view showing the construction method of the precast stringer.
Figure 4-2 of Figure 4 is a side view showing the construction method of the precast stringer.
4-3 is a cross-sectional view showing a construction method of a precast stringer.
Fig. 5-1 of Fig. 5 is a three-dimensional view of the lightweight body for constructing the exposed bar of the bottom plate of the girder.
Figure 5-2 of Figure 5 is a cross-sectional view showing the installation of steel formwork when manufacturing a box girders in a single girder unit.
Figure 5-3 of Figure 5 is a three-dimensional view of the lightweight body for permanent retaining to be filled in the hollow portion of the girder.
Figure 5-4 of Figure 5 is a three-dimensional view of the filling structure which is a combination of the core portion, the block is removable and filled in the hollow portion of the girder.
Fig. 5-5 of Fig. 5 is a cross-sectional view of a core composed of a small diameter bundle of steel pipes.
5-6 of FIG. 5 are cross-sectional views of a core composed of a combination of large and small diameters.
Figure 5-7 of Figure 5 is a three-dimensional view of the filling structure coupled to the dismantled core, block, plywood is filled in the hollow portion of the manufacturing girder.
Fig. 6-1 of Fig. 6 is a cross-sectional view of a multi-column box-type girder bridge in which two rows of webs are an example of the present invention made of steel, in particular steel pipe or H-BEAM.
Fig. 6-2 of Fig. 6 is a longitudinal sectional view of a multi-pillar box-type girder bridge in which the inclined web member is installed as steel and is formed by forming a truss structure in the axial direction.
Fig. 6-3 of Fig. 6 is a side view of one segment having a predetermined length of continuously connected inclined web members.
Fig. 6-4 of Fig. 6 is a plan view of the details of the connecting portion when the inclined web member is H-BEAM and the connecting member is H-BEAM.
Fig. 6-5 of Fig. 6 is a side view of the connecting part detail when the inclined web member is H-BEAM and the connecting member having the bent part is H-BEAM.
Fig. 6-6 of Fig. 6 is a plan view of the connection details when the inclined web member is a steel pipe structure and the connecting member having the bent portion is H-BEAM.
Fig. 6-7 of Fig. 6 is a side view of the connection part detail when the inclined web member is a steel pipe structure and the connecting member having the bent portion is H-BEAM.
Fig. 7-1 of Fig. 7 is a cross-sectional view of the protruding plate serving as a formwork for the construction of the connection portion of the bottom plate.
Fig. 7-2 of Fig. 7 is a cross-sectional view of the construction method of mounting a precast formwork on a protruding plate for the construction of the connection portion of the bottom plate.
7-3 of Fig. 7 is a cross-sectional view of a box girder and a bottom plate having an upper flange and a concrete web.
7-4 of Fig. 7 is a cross-sectional view of a box girder and a bottom plate having an upper flange and webs made of steel.
Fig. 8-1 of Fig. 8 is a view in which girders are mounted at two points on the alternating and pier positions and are longitudinal cross-sectional views of bridges between short diameters in which primary and secondary tension members are disposed.
Fig. 8-2 of Fig. 8 is a cross sectional view of the opening of the end of the girder;
Fig. 8-3 of Fig. 8 is a cross-sectional detail view of the inside of the sheath tube of tension material attached by grouting.
8-4 of FIG. 8 are detailed cross-sectional views of the inner sheath tube of an unattached tension member.
° 9 is the construction sequence of the bridge produced according to the present invention when the tension work is required until the second tension stage.
[Description of Symbols for Main Parts of Drawing]
1: girder
2: bottom plate
3: shift and piers
4: crossbeam
5: Connection of the bottom plate
6: upper flange
7: Web
8: bottom flange
9: Extrude the bottom plate €
10: span section of the bottom plate
12: T type girder bridge
13: PSC composite beam bridge
14: Multi-type PC box bridge
15: lightweight body of the hollow
16: Heavy department
17 Bars Exposed Rebar
18: Finish surface of the bottom plate side
19: Perforated styropole of exposed rebar
20: 2nd tension material
21 sheath tube
23: bottom plate end protrusion plate
24: Portrait
25: bends
26: Tilt web member
27: 1 tea strainer
28: bent connection member
29: hole
30: reinforcement board
200: butt plate
210: Bolt
300: Truss structure connected and segmented
400: Both ends of the inclined web member
31: opening for crossbeam
32: Inner Crossroads
33: protrusion of the crossbeam
34: Vertical precast formwork for horizontal
35: intersection of crossbeam and stringer
36: vertical opening
37: Portrait stand
38: segmented precast stringer
40: Precast formwork mounted on the upper surface of the end protrusion plate of the bottom plate
46: Grouting
47: Firewall
49: lumber
50: dies
51: production stand
52: L section steel, reinforcement
53: steel formwork
54: Bolt hole
600: upper surface of the projection plate
57: Mounting Cradle for Precast Formwork
58: joints of Karobo
59: Connecting rebar of Karobo
60: vertical rebar
61: Exposed rebar of precast stringers
62: Vertical precast formwork for vertical
63: Serobo's cast in place
700: deep core made of large diameter steel pipe
701: deep core with small diameter steel pipe
702: iron wire
703: the core formed by the bundle of small diameter steel pipe
800: both ends of the girder
801: openings at both ends
704: plywood surrounding the outer surface of the block
900: non-attached secondary tension material
950: separate upper flange of the composite cross section
1000: Upper flange of type I girder
111: parcel, packing
