JPH0220708A - Projection building method for pc continuous bridge beam - Google Patents

Abstract

PURPOSE:To constitute a beam by providing compression steel cables of long sizes in three stages from top downward on a compression edge side of a pier head block, with the top stage securing the pier head block, the second stage securing a first projecting block, and the bottom stage securing a second projecting block. CONSTITUTION:A beam of box-shaped cross section has a pier head block 2 on a pier 1. Compression steel members 3, 5, 7 in three stages are embedded in advance on the compression side of the pier head block 2. After stretching and securing the compression steel member 3 to the pier head block 2, the middle stage steel member 5 is stretched and secured to the outer end of the first projecting block 4. Then, the second projecting block 6 is secured to the outer end of the first projecting block 4 by stretching and securing the lowermost steel member 7 to form a unitary beam. This makes it possible to prevent the compression steel members from buckling and to minimize the frictional loss of the members at the time of being introduced under prestressing.

Description

[Detailed Description of the Invention] [Field of Industrial Application] This invention is an improvement in the construction method of overhanging and constructing a continuous PC bridge girder by placing tension steel on the tension edge of a girder cross section and placing compression steel on the compression edge. It is related to.

[Conventional technology]

As a method of increasing the load-bearing capacity of the compression edge of a concrete member, a method is known in which a PCfi material (referred to as compression steel material) is placed on the compression edge and compression is applied to the compression steel material after the concrete reaches a predetermined strength. (Refer to Japanese Patent Publication No. 62-32284).

In the case of the known method, a compressed steel material is placed at the longitudinally intermediate compressed edge of the concrete member, and the compressed steel material is passed through a nut storage recess provided on the end side of the concrete member to the end of the concrete member. A nut is made to protrude into a recess for storing a jack provided in the part, and a nut is screwed into the compressed steel material in the recess for storing a nut, and the jack is dropped into the recess for storing a jack from above, and then the jack increases the pressure 1iItll by the jack. With the material being pushed from the end of the concrete member toward the center, the nut is rotated to engage the side surface of the end of the concrete member in the nut storage recess to prevent the compressed steel material from returning. This is a method of applying compression to a compressed steel material, and this method can be called an intermediate fixing method.

In the case of a PC bridge girder with a simple girder structure, this method places compressed steel horizontally in the ring direction along the upper edge of the girder, and fixes the end of the compressed steel at a cross-sectional position where the bending moment due to the load is small. There is no problem because the amount of compressed steel used is small, but it requires a complicated post-filling operation of filling the recesses of the concrete member with concrete, mortar, etc. after pushing and fixing.

On the other hand, in the case of a PC continuous bridge girder with a continuous girder structure, the maximum girder height of the bridge girder (main girder) is determined by the cross-sectional force on the intermediate support of the girder, and if the girder height is limited, the folded surface on the intermediate support In some cases, the concrete stress at the lower edge of the concrete exceeds the allowable value. In such cases, by placing a compressed steel material at the lower edge of the folded surface and applying compression to the compressed steel material, the compressive stress in the concrete that exceeds the allowable value can be canceled out, making it possible to lower the girder height. .

[Problems to be Solved by the Invention] Generally, in the case of a continuous PC bridge girder, the applied span is larger than that of a simple PC bridge girder, so the stress acting on the folded surface is also large, and the stress applied to the lower edge of the folded surface is increased. The amount of steel used will also increase. Furthermore, when constructing a bridge girder using the overhang method, prestressing and workability can be greatly affected by how these large amounts of compressed steel are arranged and in what order compression is applied to the compressed steel. give.

In the overhang construction method, when a plurality of compressed steel members of different lengths are arranged at intervals in the vertical direction on the lower edge side of the folded surface and are pressed and fixed, as shown in Fig. 19, the long When the short second stage compressed steel material 5A is arranged between the first stage compressed steel material 3A and the long third stage compressed steel material 7A located at the lowest stage and fixed by the fixing member 8 and the fixing nut 9, the first stage compressed steel material 5A is It is necessary to detour the compressed steel material 3A upward near the fixing part of the second stage compressed steel material 5A, and as shown in FIG. When the third stage compressed steel material 7A is arranged and fixed by the fixing member 8 and the fixing nut 9,
It is necessary to detour the first-stage compressed steel material 3A and the second-stage compressed steel material 5A upward near the fixing portion of the third-stage compressed steel material 7A.

In continuous PC bridge girders constructed using the overhang method,
The following are the problems that need to be solved regarding compressed steel materials.

A. Avoid the curved arrangement of the compressed steel material as much as possible to prevent buckling of the compressed steel material and minimize the loss of prestress introduction due to friction between the compressed steel material and the sheath.

B. Applying the required prestress with the minimum amount of compressed steel.

To improve workability in C1 compressed steel materials and reinforcing bar arrangement.

This invention prevents buckling of the compressed steel materials when a compressed steel material is placed on the intermediate point side of a continuous PC bridge girder and is constructed by an overhang method, and also prevents buckling due to friction between the compressed steel materials and the sheath. We have developed an overhang construction method for PC continuous bridge girders that can minimize stress introduction losses, provide the required prestress with a minimum amount of compressed steel, and facilitate the placement of compressed steel and reinforcing bars. The purpose is to provide

[Means to solve the problem]

In order to achieve the above object, in the overhang construction method of a continuous PC bridge girder of the present invention, tension steel is placed on the elongated edge of the folded surface, and compression steel is placed on the compression edge, and the PC continuous bridge girder is constructed by the overhang construction method. In the method of constructing a column, when constructing a reinforced concrete column capital block 2 on top of a pier 1, a plurality of compressed steel members are placed on the lower side of the column capital block 2 at intervals in the vertical direction, and First thing to do
With the stage compressed steel material 3 pushed from the end of the capital block 2 toward the middle, the end of the first stage compressed steel material 3 is fixed to the end of the capital block 2, and then the end of the first stage compressed steel material 3 is fixed to the end of the capital block 2, and then the end of the first stage compressed steel material 3 is fixed to the end of the capital block 2. After constructing the first reinforced concrete overhang block 4 as one piece, the second stage compressed steel material 5, which is extended longer than the first stage compressed steel material 3, is placed from the outer end of the first overhang block 4 toward the column head block 2 side. In the pushed state, the end of the second stage compressed steel material 5 is fixed to the outer end of the first overhang block 4, and then a second overhang block 6 of reinforced concrete is attached to the outer end of each first overhang block 4. After the integral construction, the third stage compressed steel material 7, which is longer than the second stage compressed steel material 5, is pushed from the outer end of the second overhang block 6 toward the capital block 2 side, and then The end of the three-stage compressed steel material 7 is
It is fixed to the outer end of the overhang block 6.

[For production]

There is no need to detour the second construction 1i1 steel material 5 near the anchorage of the first stage compressed steel material 3, and the third stage compressed steel material 7 is transferred to the second stage compressed steel material 7.
There is no need to take a detour near the fixing part of the stage compressed steel material 5, and the second stage compressed steel material 5 is arranged in a straight line from the vicinity of the end of the column head block 2 to the first overhang block 4, and
A third stage compressed steel material 7 is applied from near the end of the capital block 2 to the first overhang block 4 and the second overhang block 6.
are arranged in a straight line.

Furthermore, the first stage compressed steel material 3 that has been pushed and fixed applies tensile prestress to the lower edge of the capital block 2, and the second stage compression steel material 5 that has been pushed and fixed gives the capital block 2 and the first overhang block 4 a tensile prestress. A tensile prestress is applied to the lower edge of the third
Column capital block 2. A tensile prestress is applied to the lower edges of the first overhang block 4 and the second overhang block 6, and the anchoring portion of each compressed steel material is
When the concrete for the overhang block 7 is placed, it is embedded in the concrete.

〔Example] Next, the present invention will be explained in detail using illustrated examples.

When implementing this invention and constructing a PC continuous bridge girder by overhanging it, first, as shown in Figures 1 to 4,
When constructing a column capital block 2 of reinforced concrete with a box-shaped cross section on top of the column capital block 2, a first stage compressed steel material consisting of a steel rod inserted into a sheath 11 is applied to the lower edge side of the column capital block 2, that is, the lower deck slab 10. 3. The second stage compressed steel material 5 and the third stage compressed steel material 7 are arranged at intervals in the vertical direction,
The compressed steel members 3.5.7 are arranged so as to extend linearly when viewed from above, and are arranged in an arc shape with a slightly concave middle section when viewed from the side. First to fifth tension steel members 14 to 18 each made of a steel rod or a steel wire inserted into a sheath 13 are arranged on the floor slab 12.

Next, after the concrete of the column capital block 2 reaches a predetermined strength, the first tensile steel member 14 is tensioned with a tensioning jack, and as shown in FIG. The fixing nut 19 that has been installed is engaged with the fixing fitting 20 that is embedded and fixed in the end of the capital block 2, and the end of the first tension rope 14 is fixed to the end of the capital block 2. Next, the first stage compressed steel material 3 located at the top stage is pushed from the end of the capital block 2 toward the middle using a pushing jack, and as shown in FIG. Fixing female screw member 21 screwed together
is engaged with the fixing member 22 embedded and fixed in the end of the capital block 2, thereby fixing the end of the first stage compressed steel material 3 to the end of the capital block 2. The amount of compressed steel that can be pressed and fixed in the l cross section is within a range where the prestress at the lower edge due to the compressed steel and tension steel does not exceed the allowable tensile stress of the concrete.

Next, after installing a movable support for work (not shown) on the capital block 2, the length of the first overhang block is attached to both ends of the second tension rope 15 to the fifth tension rope 18 that are not fixed. Tensile steel members of approximately equal length are connected by a coupling to extend the tension steel members, and a first
A compressed steel material with a length approximately equal to the length of the overhang block is connected by a coupling to extend the compressed steel material, and further, a reinforcing bar for the first overhang block is connected to the end of the reinforcing bar buried in the column capital block 2, 2nd stage compressed steel material 5 and 3rd stage
Covering the extended portion of the stepped compressed steel material 7 with the sheath 11,
The sheath 13 is placed over the extended portions of the second to fifth tensile steel members 15 to 18.

Next, concrete is poured so as to be continuous with the end of the capital block 2, and the first reinforced concrete overhang 4 is integrally constructed at the end of the capital block 2.
After the concrete of the overhanging block 4 reaches a predetermined strength, the second tensile steel member 15 is tensioned by a tensioning jack, and the fixing nut 19 screwed onto the end of the second tension steel member 15 is tightened to the first tension member. engaging with a fixing fitting 20 embedded and fixed in the outer end of the overhang block 4 to fix the end of the second tensile steel material 15 to the outer end of the first overhang block 4;
Next, the second stage compressed steel material 5 is pushed from the outer end of the first overhang block 4 toward the capital block 2 side using a pushing jack, and the fixing female screw screwed into the end of the second stage compressed steel material 5 is inserted. The member 21 is engaged with the fixing member 22 embedded and fixed in the outer end of the first overhang block 4 to fix the end of the second stage compressed steel material 5 to the outer end of the first overhang block 4. do.

Next, tensile steel members having a length approximately equal to the length of the second overhang block are connected to both ends of the unfixed third tensile steel members 16 to fifth tensile steel members 18 by couplings, and the tensile steel members are extended. A compressed steel material with a length approximately equal to the length of the second overhang block is connected to both ends of the unfixed third stage compressed steel material 7 by welding or coupling to extend the third stage compressed steel material 7, and then the third stage compressed steel material 7 is extended. The reinforcing bars for the second overhang block are connected to the ends of the reinforcing bars buried in the first overhang block 4, and the extension part of the third stage compressed steel material 7 is covered with the sheath II, and the third tensile steel material 16 to the fifth tensile steel material The sheath 13 is placed over the extended portion of 18.

Next, concrete is poured so as to be continuous with the outer end of the first overhang block 4, and a second overhang block 6 of reinforced concrete is integrally constructed on the outer end of the first overhang block 4, and the second overhang After the concrete of the block 6 reaches a predetermined strength, the third tensile steel member 16 is tensioned with a tensioning jack, and the fixing nut 19 screwed onto the end of the third tension steel member 16 is extended to a second tension. block 6
The end of the third tensile steel member 16 is fixed to the outer end of the second overhang block 6 by engaging with the fixing fitting 20 embedded and fixed in the outer end of the third stage compression steel member 7. The fixing female screw member 21 screwed into the end of the third stage compressed steel material 7 is pushed in from the outer end of the second overhang block 6 toward the capital block 2 side using a pushing jack, and the fixing female screw member 21 screwed into the end of the third stage compressed steel material 7 is pushed into the second overhang block 6. The end portion of the third stage compressed steel material 7 is fixed to the outer end portion of the second overhang block 6 by engaging with the fixing female screw member 21 embedded and fixed in the outer end portion of the block 6 .

Next, the fourth tension rope material 17. The fifth tensile steel material 1B is added and extended by the length of the I block, and the extended portion is covered with a sheath 13, and the reinforcing bars for the third overhang block are attached to the ends of the reinforcing bars buried in the second overhang block 6. After the connection, concrete is poured so as to be continuous with the outer end of the second overhang block 6, and the third reinforced concrete
The overhanging block 23 is integrally constructed at the outer end of the second overhanging block 6, and after the concrete reaches a predetermined strength, the fourth tensile steel member 17 is tensed as described above. The end of the steel material 17 is fixed to the outer end of the third overhang block 23.

Next, the fifth tension rope 18 is added and extended, and the extended portion is covered with the sheath 13, and the reinforcing bars for the fourth overhang block are connected to the reinforcing bars in the third overhang block 23. Concrete was placed so as to be continuous with the outer end, and a fourth reinforced concrete overhang block 24 was integrally constructed at the outer end of the third overhang block 23, and the concrete reached a predetermined strength. Thereafter, the fifth tensile steel member 18 is tensioned as described above, and the end portion of the fifth tensile steel member 18 is fixed to the outer end portion of the fourth overhang block 24.

Next, after connecting the reinforcing bars for the fixed shoring block to the ends of the reinforcing bars buried in the fourth overhanging block 24, concrete is placed on the fixed shoring so as to be continuous with the outer end of the fourth overhanging block 24. A reinforced concrete fixed support block 26 placed on the upper part of the abutment 25 is constructed integrally with the outer end of the fourth overhang block 24, and the second support block 26 of the fourth overhang block 24 located between the adjacent piers is installed. A reinforced concrete closing block 27 is integrally constructed between them. Next, the capital block 2 and each overhang block 4.6.23
．． Continuous cables 28A, 28B made of steel rods or steel wires are embedded in a continuous cable sheath that is buried in advance between the fixed supporting block 24, the fixed supporting block 26, and the closing block 27.
, and tension the continuous cables 28A, 28B with tensioning jacks to tighten the continuous cables 28A, 28.
Fix the end of B to the outer end of the fixed supporting nib block 26,
Complete the PC continuous bridge girder.

14 to 17 show an example of a push fixing device for pushing and fixing each of the compressed steel materials, in which a U-shaped cover 30 is fitted to a U-shaped fixing member main body 29, and a U-shaped cover 30 is welded or By fixing with screws etc., a box-shaped metal fixing member 22 is constructed, and the fixing member 22
The compressed steel members 3, 5.7 are inserted into the center of the fixing member 22, and anchor screws 31 are inserted into both sides of the fixing member 22 in the folding direction. The locking nut 33 is screwed together with the washer 32, and the anchor screw 31. The anchor washer 32 and the locking nut 33 constitute an anchor member 34.

The embedded part of the anchor screw 31 is inserted into the spiral muscle 35, and a reduced diameter part is provided at the end of the sheath 11 through which the compressed steel material 3, 5.7 is inserted, and a reduced diameter part is provided at the end of the reduced diameter part. The continuous flanges are fixed to the cover 30 by screws or welding, and a grout injection pipe 36 is connected to the end of the sheath 11.

A metal fixing member screw member 21 having a large diameter portion 37 and a small diameter cylinder 38 is screwed into a male thread 39 at the end of the compressed steel material 3,5.
8 is inserted into the through hole of the fixing member main body 29 in the fixing member 22, and the large diameter portion 37 is engaged with the inner surface of the fixing member main body 29, and the end of the small diameter cylinder 38 protruding from the fixing member main body 29 is inserted. An engagement hole 40 for engaging a rotating tool is provided around the fixing member 22. The anchor member 34 and the spiral reinforcement 35 are embedded in the concrete of the column head block 28, the first overhang block 4, and the second overhang block 6, and are screwed to the ends of the screw punches 31 protruding from the anchoring member main body 29. The support nut 41 is engaged with the outer surface of the fixing member body 29.

The jack reaction force support member 42 and the connection plate 43 are arranged at intervals in the longitudinal direction of the girder, and the front part of the jack reaction force support member 42 and the connection plate 43 are arranged at intervals in the folding direction. The ends of the plurality of connecting pipes 44 are fitted and fixed by welding, and the ends of the plurality of jack bearings 45 are arranged at intervals in the folding direction at the intermediate lower part of the connecting pipes 44. is the jack reaction force support member 4
2 and the connecting plate 43 and fixed by welding,
Further, a through hole for inserting a piston rod is provided in the center of the connecting plate 43, and a through hole communicating with the inside of the connecting pipe 44 is provided in the rear part of the jack reaction force supporting member 42, so that the jack reaction force Support member 42. Connection plate 43. The connecting pipe 44 and the jack supporting portion 45 constitute a jack holder 46 .

One end of the connecting screw 47 inserted between the jack reaction force supporting member 42, the connecting pipe 44, and the connecting plate 43 is connected to the protruding end of the anchor screw 31 by a threaded joint 48.
The jack-reaction force supporting nut 49 connected to the other end of the connecting screw 47 is engaged with the jack reaction-force supporting member 42, and is further connected to the cylinder of the hydraulic pushing jack 50. 51 is the jack reaction force support member 42
The end of the steady rest support member 52, which is placed on the jack support part 45 between the and the connection plate 43 and screwed into the male screw 39 at the end of the compressed steel material 3, 5.7, is a hydraulic pusher. It is fitted into the end of the piston rod 53 in the jack 50.

When pressing and fixing a compressed steel material, the compressed steel materials 3, 5.7 are pushed through the steady rest support member 52 by the extension action of the hydraulic pushing jack 50. The pushing reaction force is generated by the jack cradle 46.
．． Jack reaction force support nut 49. It is supported by the anchor member 34 via the connecting screw 47 and the threaded joint 48, and the large diameter portion 37 of the fixing female screw member 21 is separated from the inner surface of the fixing member main body 29 of the fixing member 22.

Next, with the hydraulic pushing jack 50 extended, the fixing female screw member 21 is rotated to engage the large diameter portion 37 with the inner surface of the fixing member main body 29, thereby fixing the end of the compressed steel material. Then, after shortening the hydraulic pushing jack 50, the threaded joint 48 is removed from the anchor screw 31, and the steady rest support member 5 is removed from the compressed steel material 3, 5.7.
2 and put it in the state shown in FIG. in this case,
The compression reaction force of the compressed steel material is generated by the fixing female screw member 21. Anchor member 3 via fixing member 22 and supporting nut 41
4, and bow tension prestress is applied to the concrete.

Next, from the grout injection pipe 36, the sheath 11 and the compressed steel material 3,
5. Inject and fill grouting material such as cement milk between 7 and 7.

When carrying out this invention, the number of compressed steel members arranged so that their lengths become longer from the top to the bottom on the lower edge side of the girder cross section may be four or more.

[Effects of the Invention] Since the present invention is configured as described above, it produces the following effects.

On the compression edge side of the continuous bridge girder, the short first membrane pressure 1 fl steel material 3 located at the top stage, and the second stage compression steel material 5 and third stage compression steel material 7, which are sequentially longer on the lower stage, are placed at intervals in the vertical direction. After placing the end of the first stage compressed steel 3 on the end of the capital block 2, the end of the second stage compressed steel 5 is fixed on the outer end of the first overhang block 4, and then Since the end of the third stage compressed steel material 7 is fixed to the outer end of the second overhang block 6, there is no need to detour the second stage compressed steel material 5 near the fixed part of the first stage compressed steel material 3, and 3-stage compression steel material 7
It is not necessary to take a detour near the fixing part of the second compressed steel material 5, and therefore the second stage compressed steel material 5 can be arranged in a straight line from near the end of the column capital block 2 to the first overhang block 4. Since the third stage compressed steel material 7 can be arranged linearly from the vicinity of the end of the block 2 to the first overhang block 4 and the second overhang block 6, the frictional resistance between the compressed steel materials 5, 7 and the fixing member 8 It is possible to significantly reduce the loss of prestress introduction, and when pressing and fixing compressed steel materials, other extending compressed steel materials do not get in the way, so the work of pressing and fixing compressed steel materials can be done quickly. Furthermore, since the anchoring portion at the end of the compressed steel material is embedded in the concrete when concrete is poured for the overhang block, the post-filling work of recesses after anchoring, which is necessary in the conventional case, is omitted. At the same time, it is possible to prevent the fixing portion of the compressed steel material from being exposed.

[Brief explanation of the drawing]

Figures 1 to 13 show an embodiment of the present invention, in which Figure 1 is a side view showing the arrangement of tension steel and compression steel in the capital block constructed on the top of the pier, and Figure 2 is a plan view showing the arrangement of tensile steel materials in the base slab of the capital block, Figure 3 is a plan view showing the arrangement of rolled steel materials in the base slab of the capital block, and Figure 4 is the line A-A in Figure 1. An enlarged sectional view, Fig. 5 is a side view showing the state in which the first overhang block is extended, and Fig. 6 is B in Fig. 5.
- B line enlarged sectional view, Figure 7 is a side view showing the state in which the second overhang block is extended, and Figure 8 is C-C in Figure 7.
&I enlarged cross-sectional view, Figure 9 is a vertical side view showing the anchoring part of the tensile steel material, Figure 10 is a vertical side view showing the anchoring part of the first stage compression steel material, and Figure 11 is a part of the completed PC continuous bridge girder. and a side view showing the relationship between tension steel, compression steel, and continuous cable,
FIG. 12 is a plan view showing the arrangement of tensile steel materials in the upper deck of the completed PCi% continuous bridge girder, and FIG. 13 is a plan view showing the arrangement of compression steel materials in the completed lower deck of the PCi% continuous bridge girder. Figures 14 to 17 show a press fixing device for compressed steel materials, in which Figure 14 is a partially cross-sectional plan view, Figure 15 is a partially longitudinal side view, and Figure 16 is a partially cutaway enlarged cross-sectional view. The plan view and FIG. 17 are an enlarged sectional view taken along the line D--D in FIG. 15. FIG. 18 is a cross-sectional plan view showing a state in which the compressed steel material is pressed and fixed. Fig. 19 is a longitudinal side view showing a state in which a short second compressed steel material is placed between a long first stage compressed steel material and a third stage compressed steel material and is pressed into place, and Fig. 20 is a longitudinal side view showing a state in which a short second compressed steel material is placed between a long first stage compressed steel material and a third stage compressed steel material. FIG. 3 is a longitudinal sectional side view showing a state in which a short third stage compressed steel material is placed below the second stage compressed steel material and is pushed and fixed. In the figure, I is a pier, 2 is a capital block, 3 is a first stage compressed steel material, 4 is a first overhang block, 5 is a second stage compressed steel material, 6 is a second overhang block, 7 is a third stage compressed steel material, 1
0 is the lower floor plate, 11 is the sheath, 12 is the upper floor slab, 13 is the sheath, 14 is the first tension steel material, 15 is the second tension steel material, 16 is the third tension steel material, 17 is the fourth tension steel material, 18 is the fifth tension steel material Tensile steel material, 19 is a fixing nut, 20 is a fixing metal fitting, 21 is a female fixing screw member, 22 is a fixing member, 23 is a third overhang block, 24 is a fourth overhang block, 25 is an abutment, and 26 is a fixed supporting block. , 27 is a closing block, 28A, 2
8B is a continuous cable, 29 is a fixing member body, 30 is a cover, 31 is an anchor screw, 32 is an anchor washer, 3
3 is a locking nut, 34 is an anchor member, 36 is a grout injection pipe, 37 is a large diameter part, 38 is a small diameter cylinder, 39 is a male thread, 41 is a support nut, 46 is a jack holder, 47 is a 48 is a threaded joint, 49 is a jack reaction force supporting nut, 50 is a hydraulic pushing jack, and 52 is a steady rest support member.

Claims (1)

[Claims] In a construction method in which a PC continuous bridge girder is constructed by an overhang method by placing tension steel on the tension edge of the girder cross section and compression steel on the compression edge, when constructing a reinforced concrete column capital block 2 on top of the pier 1, A plurality of compressed steel members were arranged at intervals in the vertical direction on the lower side of the capital block 2, and the first stage compressed steel material 3 located at the top was pushed from the end of the capital block 2 toward the middle. In this state, the end of the first stage compressed steel material 3 is fixed to the end of the column capital block 2, and then the first overhang block 4 of reinforced concrete is integrally constructed at both ends of the capital block 2, and then the first stage compressed steel material 3 is fixed to the end of the column capital block 2. 3, the end of the second stage compressed steel material 5 is pushed into the column head block 2 side from the outer end of the first overhang block 4. A second overhang block 6 made of reinforced concrete is fixed to the outer end of the block 4, and then a second overhang block 6 made of reinforced concrete is integrally constructed at the outer end of each first overhang block 4. While pushing the three-stage compressed steel material 7 from the outer end of the second overhang block 6 toward the capital block 2 side,
A method for constructing an overhang of a continuous PC bridge girder in which the end of the stepped compressed steel material 7 is fixed to the outer end of the second overhang block 6.