JP3442319B2 - Precast PC web for concrete bridge and prestressed concrete bridge having the PC web - Google Patents

Description

Detailed Description of the Invention

[0001]

BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a precast PC for a bridge main girder having a straight or curved cross section in the bridge axis direction.
It relates to a prestressed concrete bridge having a web and its PC web.

[0002]

2. Description of the Related Art Conventionally, a PC bridge using a post tension type RC web by a cast-in-place method is known. In the case of the post-tensioned RC web, a vertical duct for inserting a PC steel wire is placed in advance in the web, concrete is then poured, and then a PC steel wire is inserted, and the vertical end of the RC web is inserted. In some parts, for example, the upper floor slab or the lower floor slab, fixing is performed by the end fixing metal fittings. However, in this case, since the PC steel wire and the end fixing member are engaged with each other due to a large stress, the engagement with the fixing member is released, and the tensile force is released instantly. The fixing member may be blown off at high speed due to the PC steel material. There is also a case where a filling material such as mortar is filled between the PC steel material and the duct later, but it is difficult to confirm whether the filling state of the mortar is sufficient or whether the adhering state is sufficient. There's a problem.

There is also known a PC bridge in which, instead of the concrete PC web, a steel corrugated web is connected in the axial direction of the bridge by welding or the like. However, in the case of the steel web bridge, Has a problem that it cannot withstand a large vertical shear buckling resistance. Further, since the steel web requires frequent rust prevention treatment, maintenance costs are high and maintenance costs are high.

[0004]

SUMMARY OF THE INVENTION In the present invention, it is necessary to confirm whether or not the filling state between the PC steel material and the duct is sufficient and the adhering state is sufficient as in the conventional case. The purpose is to provide a lightweight precast PC web for concrete bridges that does not need to be rust-proofed like conventional steel webs. The purpose of the present invention is to provide a prestressed concrete bridge using the PC web, which can reduce the weight of the girder, relatively reduce maintenance and durability, construction costs, and reduce the burden on the foundation and substructure. Is. More specifically, by reducing the weight of the web that occupies about 10 to 30% of the main girder weight of the box girder, the main girder weight can be reduced, and maintenance, durability, and cost reduction effects can be obtained. It is possible to reduce the burden on not only the upper structure but also the foundation and lower structures, and when using a curved PC web with a curved corrugated transverse plane in the bridge axis direction, it is better than the conventional straight web. Since the axial rigidity is low and the property of allowing expansion and contraction deformation in the bridge axis direction like an accordion occurs, the bridge shaft is within the expansion and contraction deformation allowable range of one or more units in the bridge axis direction or the expansion and contraction deformation allowable range of the entire length. Since pre-stress can be introduced in the same direction, the pre-stress introduction efficiency can be improved, and if it has a curved shape such as an arcuate corrugated shape, the bending rigidity becomes higher and the shear seat is higher than a flat plate of the same plate thickness. Because having a yield strength, and lowering for possible equivalent shear buckling strength construction costs in concrete web thickness of, for example, about 30% of conventional concrete web thickness. In addition, since it can be manufactured in the field yard or factory, it is possible to improve quality control, save labor in construction, and shorten the construction period. As described above, the bridge using the bent corrugated PC web such as the PCA-made PC web in the present invention is (1) labor saving in construction,
(2) Cost reduction results, (3) Little maintenance,
(4) The integrity of the web concrete and the upper and lower floor slab concrete is less than that of the case where the steel web and the upper and lower floor slab concrete are combined, and (5) curved PC (RC ) By using a web, the corrugated part can function like a vertical stiffener, and the bending rigidity is increased to improve buckling strength. (6) Shear strength by introducing pre-tension of vertical PC steel And durability can be improved,
(7) The purpose of the present invention is to provide a precast PC web and a prestressed concrete bridge having a PC web that are good for the environment because the entire bridge is made of a concrete bridge and the scenery is good and there is almost no need for rust prevention treatment. To do.

[0005]

In order to advantageously solve the above problems, in the precast PC web for a concrete bridge according to claim 1, the concrete web for a main bridge girder is extended vertically. And a large number of PC steel materials are arranged at intervals in the axial direction of the bridge and are directly fixed to the concrete while being directly adhered to the concrete over substantially the entire length of the PC steel material, and directly adhered over substantially the entire length. prestress is applied in the vertical direction in reinforced concrete web by the PC steel
The precast prestressed concrete
The lateral surface of the vertical middle part of the
Characterized in that it is a curved outer surface such as a corrugated shape in the direction
It

According to the invention of claim 2, claim 1
In the invention, the precast prestressed toco
At the upper and lower ends of the vertical web,
An upper bulge portion and a lower bulge portion are provided, respectively,
An upper joint that protrudes from the upper bulge in the lateral direction perpendicular to the bridge axis.
If a joint member made of a grabber rebar is provided,
And project laterally in the direction perpendicular to the bridge axis from the lower bulge.
The lower joint is provided with a joint member made of reinforcing steel.
It is characterized by

According to the invention of claim 3, claim 1
Or in the invention of 2, the precast presto
At the end of the rest concrete web in the bridge axis direction,
A number of trapezoidal corrugated irregularities are provided to extend in the same direction.
It is characterized by

[0008] In the invention of claim 4, prestressed concrete which webs extend in the bridge longitudinal direction, characterized in that it is formed by precast manufactured prestressed concrete web which is bent in an arc waveform equalization
The bridge.

According to the invention of claim 5, the invention of claim 4
In the present invention, a cast-in-place upper reinforced concrete floor slab and a lower reinforced concrete floor slab are provided on the upper and lower parts of the precast prestressed concrete web, and are integrally connected.

According to the invention of claim 6, claim 4
Further, in the invention of claim 5, the outer surface of the vertical intermediate portion of the precast prestressed concrete web is a lateral cross section and is a curved outer surface such as a corrugated shape in the bridge axis direction.

[0013]

BEST MODE FOR CARRYING OUT THE INVENTION The present invention will now be described based on the illustrated embodiment. Figures 1-6 precast made prestressed concrete web of reference example of the present invention (or less, P
FIG. 1 shows a partially cutaway vertical front view, FIGS. 2 and 3 show a transverse view, and FIGS. 4 and 5 show a part thereof. FIG. 6 is a cutaway vertical front view, and FIG. 6 is a partially cutaway side view showing an end portion.

As shown in FIG. 1, a PCA-made PC web 1 of this reference example is formed by bending one rebar into a U-shape and extending it in the up-down direction and arranging it in parallel with the front-rear direction. A large number of U-shaped vertical reinforcing bars 9 provided with the front vertical reinforcing bars 2 and the rear vertical reinforcing bars 3 are arranged in parallel at intervals in the bridge axial direction, and between the front vertical reinforcing bars 2 and the rear vertical reinforcing bars 3, Along with extending in the bridge axis direction, a large number of front horizontal reinforcing bars 4 are arranged in parallel with each other at intervals in the vertical direction so as to abut against each of the front vertical reinforcing bars 2. And the rear transverse reinforcing bars 5 are arranged so as to abut against the rear longitudinal reinforcing bars 3 and are welded or tied together by a numbering wire or the like (not shown). On the upper part of the reinforcing bar 3, there is a closed loop hoop bar 6 closed in a rectangular ring shape in the bridge axial direction. Are bundled by welding or track number or the like to the each front vertical reinforcing bars 3 and a rear vertical reinforcing bars 4 are parallel spaced (not shown).

A plurality of upper horizontal reinforcing bars 7 (four in the illustrated case) extending in the bridge axis direction are extended in parallel in the bridge axis direction so as to be in contact with the inner corners of the hoop muscles 6, respectively. Thus, the hoop reinforcements 6, the rear longitudinal reinforcing bars 3 and the front longitudinal reinforcing bars 2 are bound by welding or by a numbered wire (not shown). Between the front horizontal reinforcing bars 4 and the rear horizontal reinforcing bars 5, between the vertical reinforcing bars 3, 4 adjacent to each other in the bridge axial direction, that is, on the center line of the web member in the bridge axial direction, extending in the vertical direction, In a state where the pre-tension is applied in advance to the PC steel material 10 composed of a long PC steel stranded wire in parallel at intervals in the bridge axis direction, almost all circumferential surfaces of the PC steel material 10 are attached to the concrete 8 together with the respective reinforcing bars. After the concrete 8 is hardened and fixed by embedding it in the adhered state, the tension of each PC steel material 10 is released, and both ends of each PC steel material 10 are cut, so that the PC steel material 10 is embedded. In this state, the concrete web 11 is relatively pre-stressed in the vertical direction.

At the upper end of the concrete-made web 11, a rectangular shape that is thicker than the thickness of the concrete-made web in the direction perpendicular to the bridge axis and protrudes on both sides in the direction perpendicular to the bridge axis, and extends linearly in the direction of the bridge axis Is provided with an upper swelling portion 12, and the upper swelling portion 12 enhances integration with an upper floor slab 13 to be described later which is built and integrated on the upper portion of the upper swelling portion 12, particularly in the vertical direction It is provided to increase the shear resistance in the direction orthogonal to the bridge axis direction.

The front vertical reinforcing bar 2 and the rear vertical reinforcing bar 3 are arranged so as to protrude from the upper surface of the upper bulging portion 12 via a joint sleeve 2a as necessary, and are stretched in the lateral direction orthogonal to the bridge axis. An upper joint reinforcing bar 15 that is bent so as to extend and is bound to the upper main bar 14 of the upper floor slab 13 in the direction perpendicular to the bridge axis by welding or a wire is integrally provided. That is, when the PCA-made PC web 1 is arranged on the end side of the bridge girder, it is arranged so as to project to the center side in the bridge girder width direction (the direction perpendicular to the bridge axis), and when it is arranged in the center part of the bridge girder. , One end side of the vertical reinforcing bar 2 on the front side is arranged so as to project to one side (front side) in the direction perpendicular to the bridge axis, and the upper end protruding part of the vertical reinforcing bar 3 on the rear side is the other side in the direction perpendicular to the bridge axis. Be sure to project to the side of (rear side). Further, as shown in FIG. 4, at the intermediate portion in the vertical direction of the bulging portion 12, the upper intermediate rebar 16 is extended so as to extend in the direction perpendicular to the bridge axis.
Is embedded and fixed in the concrete 8, one end side of the upper intermediate rebar 16 is connected and fixed so that one end side of the reinforcing bar connecting metal fitting 17 is embedded in the concrete 8, and the other end portion of the reinforcing bar connecting metal fitting 17 is fixed. The other end of the connected reinforcing bar and the upper intermediate reinforcing bar 16 is projected from the bulging portion 12 to form a dowel reinforcing bar 16a.

As shown in FIG. 4, the concrete web 11 has a lower end portion extending in the bridge axis direction and
A lower overhanging portion (lower bulging portion) 18 protruding in one direction perpendicular to the bridge axis is provided, and in the overhanging portion 18, an upper vertical portion 19 and an inclined portion 20 which are vertically aligned with the lower portion of the rear vertical reinforcing bar 3. In addition, the base portion side of the haunch portion reinforcing rebar 24 having the lower horizontal portion 22 bound to the lower rebar 21 in the direction perpendicular to the bridge axis in the lower floor slab 23 is embedded and fixed. In addition, a horizontal joint rebar 25 that is bundled by welding or by a number wire or the like with the vertical portion vertically along the lower part of the rear vertical rebar 3 and the lower edge side lower rebar 21 in the lower floor slab 23.
The base side of the L-shaped reinforcing bar 26 having is embedded and fixed,
Also, the horizontal joint rebar 25 in the L-shaped rebar 26
The base ends of parallel linear short joint rebars 27, which are parallel to each other at a higher level position, are fixed to the vertical rebars 2 and 3 by number wires or the like and fixed in the concrete 8. Further, in the case of the PCA-made PC web 1 located in the middle of the direction perpendicular to the bridge axis, as shown in FIGS. 5 and 12, on the side opposite to the projecting direction of the short joint reinforcing bar 27 in the lower projecting portion 18, A sleeve-shaped rebar connecting screw type connecting fitting 40 is provided, and a vertical portion of the L-shaped reinforcing bar 26 is omitted, and a sleeve-like rebar connecting screw type connecting fitting is provided at an end of a horizontal joint rebar 25. 41 is provided.

Further, as shown in FIG. 6, at one end or both ends of the web 11 in the bridge axis direction, trapezoidal square wave-shaped irregularities 49 which are continuous in the vertical direction are continuously provided. The end surface of the unevenness 49 is a surface parallel to the direction perpendicular to the bridge axis. The trapezoidal square wave type unevenness 49 is fitted in the male and female relationship with the trapezoidal square wave type unevenness 49 of the PCA-made PC web 1 connected in the bridge axis direction, and as a fitting locking portion for shearing force in the vertical direction. Has become.

When constructing the PCA-made PC web 1 in the field yard or factory, the PCA-made PC web 1 is constructed so that one side surface of the PCA-made PC web is substantially flat to the lower surface. And the concrete placing work can be efficiently performed. Also the pillar box box girder 2
The PCA PC web 1 on the 8th side is constructed by increasing the web thickness.

Next, referring mainly to FIGS. 7 to 14, the PCA-made PC web 1 in the reference example of the present invention will be described.
Using, to build a concrete box girder (main girder) 29 in the bridge axis direction from the column head girder 28 of the pier or abutment, and in that case the upper floor slab (slab) 13 and the lower floor slab ( The joint structure with the slab) 23 will be described.

When a concrete bridge is constructed using the PCA-made PC web 1, it can be constructed by various conventionally known methods. For example, a scaffold and a pedestal can be installed on the ground. In this case, a scaffold and a pedestal are erected as appropriate, and a lower floor slab 23 for constructing a concrete box girder 29 is constructed on the pedestal so as to project from both sides of the column head box girder 28 in the bridge axis direction. On the mold 32, a pair of side PCA PC webs 1 (1A) and a required number (one in the figure) of the intermediate PCA PC webs 1 (1B) are placed on the lower mold 32. In a state where the level is adjusted via a spacer (not shown) or the like, they are arranged in parallel and vertically at intervals in the direction perpendicular to the bridge axis, and the PC-made P
An upper form 33 for building the upper floor slab 13 is installed above the C webs 1A and 1B.

Next, the lower rebar 35 for the upper deck slab 13 in the direction perpendicular to the bridge axis is placed over the upper surface of the upper bulging portion 12 of each PCA-made PC web 1, and the PCA-made PC web 1 is provided. The upper joint reinforcing bars 15 provided at the upper ends of the vertical reinforcing bars 2 and 3 in FIG. An upper reinforcing bar 37 and a lower reinforcing bar 38 in the bridge axial direction are arranged on the upper reinforcing bar 36 and the lower reinforcing bar 35 in the direction perpendicular to the bridge axis, and are bound by welding or a wire, and are arranged in a width stop bar 38a and a direction perpendicular to the bridge axis. Being a PC
The inclined reinforcing bars 39 arranged so as to extend to the lower end of the PC web bulging portion are bound together to arrange the reinforcing bars 40 for the upper floor slab. The joint rebars (not shown) protruding from the column head box girder 28 and the respective rebars extending in the bridge axis direction are appropriately connected by joint hardware or the like. In addition, a cable insertion duct (not shown) is arranged in the upper slab slab so as to extend in the bridge axis direction. In this way, the concrete 8 for the floor slab is placed in the state where the reinforcement is arranged, and the upper side of the one-unit concrete box girder 29 is built.

Next, the PCAs adjacent to each other in the direction perpendicular to the bridge axis.
A lower edge upper rebar 42, which is overlapped with the short joint rebar 27 of the lower overhang 18 of the manufactured PC web 1 and is bundled by welding or a wire, is screwed and connected to the rebar connecting fitting 40 in the direction perpendicular to the bridge axis. Reinforced and L-shaped rebar 2
6 or vertical joints are overlapped with the joint reinforcing bar 25 and are bundled by welding or numbering wire, and the lower edge side lower reinforcing bar 21 in the direction perpendicular to the bridge axis screwed and connected to the connecting fitting 41 is arranged. There is. On the lower edge side lower reinforcing bar 21 and the lower edge side upper reinforcing bar 42 in the direction perpendicular to the bridge axis, the lower edge side upper main bar 43 and the lower edge side lower main bar 44 are arranged in the bridge axis direction and are bound by welding or number wires, etc. Reinforcing bars 45 for the lower floor slab are arranged by binding the muscles. In addition,
A joint rebar (not shown) protruding from the column head box girder 28 and each rebar extending in the bridge axial direction are appropriately connected by joint hardware or the like. Further, a PC steel rod or a cable insertion duct (not shown) is arranged in the lower slab slab so as to extend in the bridge axis direction. In this way, the concrete 8 for the lower floor slab is placed with the reinforcement 1
The lower edge side of the concrete box girder 29 of the unit is built so that the concrete box girder 29 of one unit is built.
Similarly, the newly-installed PCA-made PC web 1 is arranged in the bridge axis direction, and the trapezoidal corrugated irregularities 49 of the newly-installed PCA-made PC web 1 and the existing-side PCA-made PC web 1 are meshed together, and the joint material is appropriately joined. The concrete box girder 29 on the new side is built with the help of.

After the concrete box girder is hardened and a predetermined strength is developed, as shown in FIG. 14, an inner cable (or a PC steel material for tensioning) 46 in a box girder cross section is appropriately formed.
And the outer cable 47 in the box girder fixes the one or two units of the concrete box girder 29 in a state of being prestressed by being tensioned in the bridge axis direction. In this way, each concrete box girder is built so as to extend in the bridge axis direction, and after constructing and building a concrete box girder spanning the entire diameter, a continuous outer cable 47a is arranged,
Fix this in a tense state. In a perspective view showing a part of the completed concrete bridge shown in FIG. 14, an outer cable deflecting partition wall 48 is appropriately provided inside the concrete box girder 12 in the bridge axis direction, and is embedded in the partition wall. The outer cable 47 is inserted through the deflection through-hole portion, and is attached to the deflection through-hole portion with mortar or an adhesive agent. Note that reference numeral 52 indicates a median strip, and reference numeral 53 is a surface paving material such as asphalt.

Next, the PCA-made PC web 1 according to the first embodiment of the present invention will be described with reference to FIGS. 15 to 20 show a precast prestressed concrete web according to the first embodiment of the present invention (hereinafter referred to as PCA P
FIG. 15 shows a partially cutaway longitudinal front view, and FIGS. 16 (a) and (b) and FIG. 17 show a transverse plan view of the lower part. 16 (a) and 16 (b) show P adjacent to each other in the bridge axis direction.
FIG. 18 shows a cross-sectional shape of an arcuate waveform of the PC web 1 made of CA, and FIG. 18 is a vertical front view with a part cut away,
FIG. 20 is a partially cutaway side view showing an end portion.

In the case of this first embodiment , a PC made of PCA
It differs from the reference example in that the cross section of the web 1 in the bridge axis direction is a substantially parallel arcuate corrugated shape, but other configurations are the same as in the reference example, and thus are mainly different. The points that are the same as those described above are given the same reference numerals to simplify the description.

The PCA-made PC web 1 of the first embodiment
As shown in FIG. 15 to FIG. 18, a front vertical reinforcing bar is formed by bending one reinforcing bar into a U shape and extending it in the up-down direction and arranged in parallel with the front-rear direction. A large number of U-shaped vertical reinforcing bars 9 provided with 2 and rear vertical reinforcing bars 3 are arranged at intervals in the bridge axial direction, and are arranged in parallel on a substantially arcuate locus curved in a waveform, and the front vertical reinforcing bars 2 and the rear vertical reinforcing bars 2 are arranged. Between the reinforcing bars 3, a number of front transverse reinforcing bars (hereinafter simply referred to as front bending transverse reinforcing bars) 4 which are extended in the bridge axis direction and are bent in parallel at intervals in the up-down direction and bent in a waveform A large number of rear transverse reinforcing bars (hereinafter simply referred to as rear bending transverse reinforcing bars) 5 are arranged and bundled by welding or numbering wires, and the bridges are provided above the front longitudinal reinforcing bars 2 and the rear longitudinal reinforcing bars 3 more than in the case of the reference example. Wide dimension in the direction perpendicular to the axis (almost two inner and outer wall surfaces that are bent in a wavy shape in the bridge axis direction) Closed loop hoop 6 which is closed in a rectangular annular be wider) than the width between the arcuate trajectory configuration,
The front longitudinal reinforcing bars 3 and the rear longitudinal reinforcing bars 3 are welded or bundled by a wire or the like, arranged in parallel with each other in the bridge axis direction. Therefore, the U-shaped vertical reinforcing bar 9 having each of the front vertical reinforcing bar 2 and the rear vertical reinforcing bar 3 changes its position within the width of the closed loop hoop reinforcing bar 6 in the direction perpendicular to the bridge axis so as to match the locus of bending in a waveform. is doing.

A plurality of upper horizontal reinforcing bars 7 (four in the illustrated case) extending in the bridge axis direction are extended in parallel in the bridge axis direction so as to be in contact with the inner corners of the hoop muscles 6, respectively. The hoop reinforcements 6 and the rear longitudinal reinforcing bars 3 or the front longitudinal reinforcing bars 2 are welded or bundled together by wires. Between the front bent transverse rebar 4 and the rear bent transverse rebar 5, between the vertical rebars 2 and 3 adjacent to each other in the bridge axis direction, extend vertically and are parallel to each other in the bridge axis direction at intervals. To P
A PC steel material 10 made of a C steel stranded wire is arranged in a state in which pretension is preliminarily provided on a center line bent in an arcuate wavy shape, and the PC steel material 10 together with the respective reinforcing bars.
However, the PC steel material 10 is embedded and fixed in a state in which almost the entire peripheral surface of the PC steel material 10 is attached to the concrete 8, and after the concrete 8 is hardened, the tension of the PC steel material is released to thereby relatively move the concrete. Web 11
Is pre-stressed in the vertical direction. The PC
The steel material 10 is arranged on the crown portion of the arcuate corrugation, and is prestressed in order to increase the shear resistance and the bending resistance.

Since the concrete web 11 is bent in the direction perpendicular to the bridge axis in the direction perpendicular to the bridge axis, the upper bulging portion 12 provided at the upper end of the concrete web 11 has a wide width. However, other points are the same as in the case of the reference example . The action and effect of the upper bulging portion 12 are similar to those in the case of the reference example , and therefore the description thereof will be omitted.

Since the upper bulging portion 12 provided at the upper end of the concrete web 11 has a wide width, the web 1 having a corrugated transverse cross section of the entire length in the bridge axis direction is surely provided.
Shearing force can be transmitted to 1.

Inside the haunch part reinforcing bar 24 which is provided in the lower overhanging part (lower bulging part) 18 which extends in the bridge axis direction at the lower end of the concrete web 11 and projects in the direction perpendicular to the bridge axis. On the (U-shaped vertical reinforcing bar 9 side), the lower edge side upper reinforcing reinforcing bar 50 is brought into contact with the lower part of each short joint reinforcing bar 27, and is bound by welding or numbering wire, and also on the upper part of the L-shaped reinforcing bar 26. The lower reinforcing steel bars 51 on the lower edge side extending in the axial direction are brought into contact with each other, and are embedded in the lower floor slab concrete 8 in a state of being bound by welding or a wire.
The upper and lower reinforcing bars 50 and 51 on the lower edge side are arranged in parallel with the locus of the web 11 that bends in a corrugated manner, and are embedded and fixed in the overhanging portion concrete 8.

The end surface of the web 11 in the bridge axis direction is an end surface parallel to the direction perpendicular to the bridge axis, and one end or both ends of the web 11 have trapezoidal square wave-shaped irregularities 49 continuous in the vertical direction. The surfaces of the trapezoidal square wave-shaped irregularities 49 that are continuously provided are parallel to the direction perpendicular to the bridge axis. Even if a PCA PC web having a different corrugated shape or pitch in the bridge axis direction is used, the end portion of the web 11 in the bridge axis direction is an end surface parallel to the bridge axis orthogonal direction due to the outer cable or the like. The compressive force in the bridge axis direction can be reliably transmitted, and if the wave pitch phases at both ends in the bridge axis direction are set to the same position in the transverse plane of the corrugated web, the PCA PC web will be connected to the bridge axis direction by the outer cable. Even if a compressive force is applied, the eccentric moment does not act, which is preferable. The trapezoidal rectangular wave-shaped irregularities 49 are connected to the PCA so as to be adjacent to each other in the bridge axis direction.
As in the case of the reference example , the PC web 1 is fitted with the trapezoidal square wave-shaped irregularities 49 in a male-female relationship to form a vertical shearing force transmission fitting locking portion.

When the PC web 1 made of PCA is built in a field yard or factory, the PC web 1 is made of PC.
Manufactured using a mold having substantially the same shape as a curved surface mold for molding one curved side of a PC web made of A and a substantially curved mold molding for another curved side of the PC Web made of PCA. And adjust the spacing between these formwork,
It is sufficient to adjust the web thickness of the PCA-made PC web to a thickness suitable for the concrete bridge, and by simply adjusting the space between the formwork, the form can be diverted even when the PCA-made PC web has a different web thickness. Since it is possible, the formwork can be used efficiently. Further, the PCA-made PC web 1 on the side of the column head box girder 28 can be manufactured by adjusting the interval of the curved formwork even when the PC web 1 is built by increasing the web thickness.

Next, referring mainly to FIGS. 21 to 30,
PC made by PCA in the first embodiment of the present invention
Using the web 1, a procedure for building a concrete box girder (main girder) 29 from the column head box girder 28 in the bridge axis direction, and in that case the upper floor slab (slab) 13 and the lower floor slab (slab) The joint structure with 23 will be described. Since this case is also similar to the above-mentioned reference example , differences will be mainly described, and similar parts will be denoted by the same reference numerals and description thereof will be simplified.

Using the PCA PC web 1 made of PCA having an arcuate corrugation of the first embodiment, an upper floor slab and a lower floor slab of a concrete box girder are constructed to obtain a concrete box girder 29 and a total length in the bridge axis direction. When constructing a concrete bridge, it can be constructed in the same manner as in the above-mentioned embodiment, and the difference is that the arcuate corrugated transverse plane of the PCA-made PC web 1 shown in FIG. 16A and the PCA-made PC web 1 shown in FIG. 16B having an arcuate corrugated transverse plane are alternately arranged in the bridge axis direction.
Other points are the same as in the case of the reference example . Further, in the arcuate corrugated plane form, if the starting end side and the terminal end side in the bridge axis direction of the arcuate corrugation in one PCA-made PC web are aligned with the ridges or valleys, one cross-sectional corrugated plane form. It is also possible to dispose those in series while the ends in the bridge axial direction are engaged with and brought into contact with each other.

After the concrete box girder is hardened to exhibit a predetermined strength, as shown in FIG. 30, the inner cable (or PC steel material for tension) 46 inside the box girder cross section and the outside inside the box girder are appropriately used. The concrete box girder 29 of 1 unit or 2 units is tensioned in the bridge axis direction by the cable 47 to be fixed in a prestressed state, and each concrete box girder is constructed to extend in the bridge axis direction. After constructing a concrete box girder spanning all the diameters, arranging a continuous outer cable 47 and fixing it in a tensioned state, it is the same as in the case of the reference example . In the perspective view showing a part of the completed concrete bridge shown in FIG. 30, the concrete box girder 12 in the bridge axis direction is shown.
An outer cable deflecting partition wall 48 is appropriately provided in the inside of the housing, and the outer cable 47a can be inserted through the through hole for the deflecting portion embedded in the partition wall and attached by mortar or an adhesive agent. The same as in the case of the reference example .

When carrying out the present invention, the PCA PC web may be directly fixed to the lower floor slab or the upper floor slab by omitting the upper bulging portion and the lower bulging portion.
Alternatively, the entire box girder of one unit may be factory-manufactured and arranged in series in the bridge axis direction, or both may be precast PCA PC web, PCA lower floor slab, and PCA upper part. It is also possible to separately assemble the floor slab and assemble it on site. In this case, the PCA PC web is provided with transverse holes for joining at upper and lower end portions at intervals in the bridge axial direction, and a conventionally known joining means such as a reinforcing bar or a joining bolt inserted therethrough is appropriately adopted. May be.

PC of PCA PC web of the above embodiment
Since the steel material is pre-tensioned steel material and pre-grout steel material is adopted, the reliability of construction can be enhanced.

When carrying out the present invention, a PC made of PCA
The upper bulging portion and the lower bulging portion of the web may be omitted, and the whole may have a bent corrugated shape, and the joint for connection and the dowel rebar may be bulged from each upper end portion and lower end portion. Further, the PCA-made PC web may have only one arc-shaped waveform in the bridge axis direction. In the above embodiment, two PCA PC webs on the end side and one PCA PC web in the middle are arranged in the direction perpendicular to the bridge axis, but the PCA PC web in the middle is omitted. You may

[0041]

According to the precast prestressed concrete web for prestressed concrete bridges according to claim 1 of the present invention, since the PC steel material is adhered to the concrete over substantially the entire length thereof, it is surely integrated with the concrete. In addition, since it is not necessary to perform rust prevention treatment as compared with the conventional steel web, maintenance is easy. Further, since the prestress can be surely applied, not only the shear strength can be increased but also the weight of the member can be reduced, so that not only the weight of the upper structure can be reduced but also the upper structure is supported. The load on the foundation or the lower structure can be reduced, and the live load at a position away from the PCA PC web such as the overhanging flange part of the concrete box girder in the direction perpendicular to the bridge axis can be used for the web. Even if a tensile load acts on the PCA-made PC web due to a load that is biased in the vertical direction at the end in the thickness direction, a compressive force (prestress) acts on the PCA-made PC web in advance.
It is possible to prevent the tensile force from acting on the concrete, and in the case of constructing a concrete bridge, the construction work can be labor-saving. There is an effect that can be improved.

In the case of claim 1 of the present invention, the outer surface of the precast prestressed concrete web in the vertical middle portion is a lateral cross section and is a curved outer surface such as a corrugation in the bridge axial direction. Since it is possible to give elastic deformation performance in the axial direction, when introducing prestress in the bridge axis direction, it is possible to improve the prestress introduction efficiency, and since it bends in the direction perpendicular to the bridge axis, high shear It is possible to obtain an effect such as possessing buckling resistance.

In the case of the invention of claim 2, the pre-cast prestressed concrete web of claim 1 is provided with an upper bulge and a lower bulge at the upper and lower ends in the vertical direction, respectively. And a joint member made of an upper joint rebar or the like projecting laterally in the direction perpendicular to the bridge axis from the upper bulging portion, and a lower portion protruding laterally in the direction perpendicular to the bridge axis from the lower bulging portion. Since a joint member composed of joint rebar is provided, the upper bulging portion can hold high shear resistance in the vertical direction and the direction perpendicular to the bridge axis, and the upper bulging portion facilitates
Effects such as easy integration with cast-in-place upper slab (slab) or precast concrete upper slab, or integration with cast-in-place slab (slab) or precast concrete upper slab Is obtained.

In the case of the invention of claim 3, the invention of claim 1 or
Since the precast prestressed concrete web of claim 2 is provided with a large number of trapezoidal corrugated projections and depressions extending vertically, the precast prestressed concrete webs are adjacent to each other in the bridge axis direction. The prestressed concrete webs can be reliably meshed with each other to increase the vertical shear resistance.

Further, in the case of the invention of claim 4 , since the web extending in the longitudinal direction of the bridge is formed of a precast prestressed concrete web bent in an arcuate corrugation or the like, the rigidity in the axial direction is larger than that of the conventional linear web. There is little property that allows expansion and contraction deformation in the bridge axis direction. Therefore, prestress in the bridge axis direction should be introduced within the expansion deformation allowable range of one or more units in the bridge axis direction or within the expansion deformation allowable range of the entire length. As a result, it is possible to improve the prestress introduction efficiency, and in the case of a curved shape such as an arcuate corrugated shape, the bending rigidity becomes higher and the shear buckling resistance is higher than that of a flat plate of the same plate thickness. Even if the concrete web thickness is, for example, about 30% of the concrete web thickness, it is possible to reduce the construction cost because the equivalent shear buckling strength is possible. . In addition, maintenance costs are low and maintenance costs can be reduced.

In the case of the invention of claim 5, the precast prestressed concrete web of claim 4 is provided with cast-in-place upper reinforced concrete floor slabs and lower reinforced concrete floor slabs. Since they are connected together, compared to conventional bridges using steel webs, they are connected to each other for concrete, so they can be easily integrated, and the entire main girder is made of concrete for a good view. It has the effect that it can be used as a concrete bridge.

In the case of the invention of claim 6, the invention of claim 4 or
Alternatively, the outer surface of the precast prestressed concrete web of claim 5 in the vertical middle portion is a cross section,
Since it is a curved outer surface such as a corrugated shape in the bridge axis direction, it is possible to add elastic deformation performance in the bridge axis direction, and when introducing prestress in the bridge axis direction, the prestress introduction efficiency is improved. Also, because it is bent in the direction perpendicular to the bridge axis,
A prestressed concrete bridge equipped with a precast prestressed concrete web that has high shear buckling resistance can be provided, and the landscape is good, and the horizontal force in the bridge axial direction acts on the precast prestressed concrete web during an earthquake. Also, the elastic deformation performance is higher than that of the straight type web, and the elastic deformation in the bridge axis direction can be performed to absorb the deformation.

[Brief description of drawings]

FIG. 1 is a partially longitudinal front view showing a precast prestressed concrete web according to a reference example of the present invention.

2 is a cross-sectional plan view showing a state of being cut in the vicinity of the upper bulge portion of FIG. 1. FIG.

FIG. 3 is a cross-sectional plan view showing a state of being cut near the lower end portion of FIG.

FIG. 4 is a partially cutaway vertical side view of FIG.

FIG. 5 is a partially cutaway side view showing an end portion of a PCA-made PC web in an intermediate portion in the direction perpendicular to the bridge axis.

FIG. 6 is a partially cutaway side view showing an end portion of the precast prestressed concrete web shown in FIG. 1.

FIG. 7 is a side view of a bridge in which a concrete bridge is installed using the PCA-made PC web shown in FIG.

FIG. 8 is a partial cross-sectional plan view of a bridge in which a concrete bridge is erected by using the PCA-made PC web shown in FIG.

FIG. 9 is a front view of the vicinity of the end of FIG.

FIG. 10 is a partially longitudinal front view of the vicinity of the center of the span.

FIG. 11 shows a state in which an upper PC slab for connection and a lower slab for connection are built on an upper portion and a lower portion of the PC web made of PCA arranged at an end portion and the PC web made of PCA arranged at a central portion. FIG.

FIG. 12 is a partially cutaway vertical front view showing an end portion side of FIG. 11.

13 is a partially cutaway vertical front view showing the central portion side of FIG. 11. FIG.

FIG. 14 is a partially longitudinal front view showing a state in which an outer cable is arranged in the box girder cross section.

FIG. 15 is a partially longitudinal front view showing the precast prestressed concrete web according to the first embodiment of the present invention.

16 (a) and 16 (b) are cross-sectional plan views showing cross-sectional plan configurations of the arcuate corrugated web when cut in the vicinity of the upper bulge portion of FIG.

17 is a cross-sectional plan view showing a state of being cut near the lower end portion of FIG.

FIG. 18 is a partially cutaway vertical side view of FIG. 15.

FIG. 19 is a partially cutaway side view showing an end portion of a PCA-made PC web at an intermediate portion in the direction perpendicular to the bridge axis in the first embodiment .

20 is a partially cutaway side view showing an end portion of the precast prestressed concrete web shown in FIG. 14. FIG.

21 is a side view of the bridge showing a state where a concrete bridge is erected using the PCA-made PC web shown in FIG. 14. FIG.

22 is a partial cross-sectional plan view of a bridge showing a state where a concrete bridge is erected using the PCA-made PC web shown in FIG.

FIG. 23 is a schematic arrow view taken along the line AA of FIG. 21.

FIG. 24 is a schematic cross-sectional view taken along the line BB, which corresponds to the vicinity of the central portion of the span in FIG. 21.

25 is a schematic cross-sectional view taken along the line CC of FIG.

FIG. 26 is a schematic cross-sectional view taken along the line DD of FIG.

FIG. 27 is a view showing a state in which a PCA PC web arranged at an end portion and a connection upper slab slab and a connection lower floor slab are built on an upper portion and a lower portion of the PCA PC web arranged in a central portion. FIG.

28 is a partially cutaway vertical front view showing the end portion side of FIG. 27. FIG.

29 is a partially cutaway vertical front view showing the central portion side of FIG. 27. FIG.

FIG. 30 is a partially longitudinal front view showing a state in which an outer cable is arranged in the box girder cross section.

[Explanation of symbols]

1 Precast prestressed concrete web 2 Front vertical rebar 3 Rear vertical bars 4 Front horizontal rebar 5 Rear transverse reinforcement 6 hoop muscles 7 Upper horizontal rebar 8 Web or floor concrete 9 U-shaped vertical rebar 10 PC steel 11 Concrete web 12 Upper bulge 13 Upper floor slab 14 Upper main bar 15 Upper joint rebar 16 Upper middle rebar 17 Reinforcing bar connection fitting 18 Lower bulge (lower bulge) 19 Upper vertical part 20 slope 21 Lower rebar 22 Lower horizontal part 23 Lower floor slab (or lower floor slab) 24 Reinforcing bar for haunch part 25 joint rebar 26 L-shaped rebar 27 Short Joint Reinforcing Bar 28 Pillar Box Box Girder 29 concrete box girder 32 Lower formwork 33 Upper formwork 35 Lower rebar in the direction perpendicular to the bridge axis 36 Upper rebar in the direction perpendicular to the bridge axis 37 Upper rebar in the bridge axis direction 38 Lower rebar in the bridge axis direction 39 Inclined rebar 40 connection bracket 41 Connection fitting 42 Upper Reinforcing Bar on Lower Edge 43 Lower edge upper main bar 44 Lower main bar on the lower edge side 45 Reinforcing bar for lower deck 46 Internal cable (or PC steel for tension) 47 outer cable 48 Outer cable deflection bulkhead 49 Trapezoidal angle wavy 50 Upper Reinforcing Bar on Lower Edge 51 Reinforcing bar on the lower edge side 52 Median strip 53 Surface paving materials

─────────────────────────────────────────────────── ─── Continuation of the front page (56) References JP-A-11-158812 (JP, A) JP-A-2000-345515 (JP, A) W. Podolney, J. M. Muller, Design and construction of PC bridge by block method, Japan, Kyushu University Press, July 20, 1992, first edition, p. 385-386, P. 442-447 (58) Fields investigated (Int.Cl. ⁷ , DB name) E01D 2/00-2/04

Claims (6)

(57) [Claims] 1. A concrete web for a main bridge girder is arranged so as to extend in the vertical direction, and a large number of PC steel materials are arranged at intervals in the bridge axial direction. is embedded in and fixed to the concrete directly attached state, is prestressed is applied vertically to the reinforced concrete web by the PC steel which is attached substantially directly over the entire length, the
On precast prestressed concrete web
The outer surface of the middle part in the downward direction is a cross section, and there are
Precast prestressed concrete web for concrete bridges, which has a curved outer surface . 2. An upper bulge and a lower bulge are provided at the upper and lower ends of the precast prestressed concrete web in the vertical direction, respectively, and the upper bulge and the lower bulge are provided in the transverse direction perpendicular to the bridge axis. A joint member made of protruding upper joint rebar etc. is provided,
The precast prestressed concrete web according to claim 1, further comprising a joint member made of a lower joint rebar or the like projecting laterally in a direction perpendicular to the bridge axis from the lower bulge. To 3. The end of the bridge axis direction of the precast manufactured prestressed concrete web, the unevenness of a large number of trapezoidal angle waveform so as to extend in the vertical direction is provided in claim 1 or 2, characterized in Precast prestressed concrete web as described . 4. A prestressed concrete bridge having a precast prestressed concrete web, wherein the web extending in the longitudinal direction of the bridge is formed by a precast prestressed concrete web bent into an arcuate corrugation or the like. The top and bottom of wherein said precast manufactured prestressed concrete web, and place concrete upper reinforced concrete slab and the lower reinforced concrete slab is provided, characterized in that it is integrally coupled to 請
A prestressed concrete bridge having the precast prestressed concrete web according to claim 4 . 6. outer surface of the vertically intermediate portion of the precast manufactured prestressed concrete web in cross,
The prestressed concrete bridge having a precast prestressed concrete web according to claim 4 or 5, wherein the prestressed concrete web has a curved outer surface such as a corrugated shape in the bridge axis direction.