KR100244085B1 - Prestressed steel-concrete composite continuous beam and the erection method thereof - Google Patents

Abstract

[0001] The present invention relates to a continuous member composed of two or more spans of a composite member of a steel member and a concrete, or a composite member of a steel member, a concrete member and a tensile member, It is difficult to design and install the continuous member 20 by using the prestressed steel composite member 100 in such a manner that the prestressed steel composite member 100 is supported by the longitudinal members of the continuous member 20 (21) and the branch portion (22) so that a compressive stress can be introduced into the branch portion (22) of the branch portion and the branch portion (22) The upper end flange concrete 22d and the slab 22e portion 22e of the fulcrum portion 22a of the fulcrum portion 22 are connected to each other, According to the present invention, by introducing a prestressive compressive stress to the concrete so as to resist the moment of the section, the respective section members 21 and 22 can be structurally continuous over the entire length By reducing the designed maximum bending moment to be resisted by each of the sectional members 21 and 22 as compared with the simple beam member 10 of the same condition, it is possible to remarkably reduce the cross-section, deformability, amount of material used, In addition, it is possible to easily install the continuous member by using only one support 23 at each point, and it is also possible to make the expansion joint only at two points of the starting point and the end point of the member without installing a separate expansion joint in the middle. It is possible not only to greatly reduce manpower consumption and work costs required for designing, manufacturing and setting of the bridge, but also to increase the safety of the bridge, Effects can be obtained such as being able to achieve a shorter group.

Description

Multi-Span Prestressed Steel Composite Type Continuous Member and Method for its Construction

The present invention relates to a composite member of a two-span or more multi-span prestressing steel which is a composite of a section steel, a concrete, or a section steel, a concrete and a tensile material, and more particularly, So that no stretch joint is formed in the middle of the bridge at all.

A general prestress steel composite method is a bridge developed in Belgium in the early 1950s. It is used to load a constant load (Pf load) on an I-type girder made of high-strength steel plate, (Pf load) to remove deflection deformation after casting a certain section of concrete at the lower flange section under the induced condition, and then applying the prestressive compressive stress to the lower concrete in the releasing process It says.

Such a prestressed steel composite method is smaller in cross section than any other bridge installation method such as PC beam (Prestress Concrete Beam) method under a certain ground and design load conditions, and can be effectively utilized because the mold height is considerably low And the like.

In general, when a load acts on a simple beam member, only the moment M + M is independently generated for each of the spans l as shown in FIG. 1, A tensile force T is generated in the lower edge of the upper surface of the base plate 1 and a compressive force C is generated in the upper edge of the upper surface.

However, in the continuous member 20 in which the sectional members are structurally continuous over the entire length L of the member, the momentum (-M) is generated in the low point constant interval and the maximum moment (+ M) are repeatedly crossed.

Therefore, tensile force T is generated at the lower edge of the section member 21 as in the fourth embodiment and the compressive force C is applied to the upper surface at the middle section between the longitudinal moments (+ M) A tensile force T is generated at the upper edge of the section member 22 and a compressive force C is generated at the lower edge at the fulcrum section of the moment (-M).

The magnitude of the maximum momentum (+ M) generated in the simple beam member (10) under a certain ground span length and load condition is the absolute value of the maximum value of the branch point maximum momentum (-M) generated in the continuous member (20) (+ M) value of the center of gravity.

That is, under a constant ground and load condition; * The value of the maximum moment (+ M) of a simple beam member is equal to the absolute value of the maximum momentum value (M) of the continuous member + the value of the maximum momentum (+ M) of the continuous member.

The above formula means that the design of the bridge with the continuous member 20 can significantly reduce the design maximum bending moment to be resisted when the bridge member 10 is designed and manufactured.

That is, when the bridge is designed and constructed by the continuous member 20, the maximum moment (+ M) size of the section is set as the design maximum bending moment value at the center of the span, and the maximum moment M) is designed as the design maximum bending moment value, or the largest value of the absolute value of the maximum positive and negative moment is designed and manufactured as the design maximum bending moment value in the member where the upper and lower edges are symmetrical.

Therefore, when designing and manufacturing the continuous member 20 with a constant span length and a load-bearing configuration, the design maximum bending moment is reduced compared to the simple beam member 10 of the same condition, It is possible to remarkably reduce the usage amount, the self weight, and the like. Conversely, when the continuous member 20 is applied when the cross section of the member, the shape of the member, the usage amount of the material, The load weight or the span length can be made larger.

Meanwhile, in the two or more multispite simple beam members 10, two supports 13 (coplanar devices) are required to independently support the section members 11 for each lap 1 as shown in FIG. 1, Expansion joints 14 are to be provided at each point so that expansion and contraction according to the temperature change of the section member 11 can be extinguished at each point.

However, in the continuous member 20, only one support 23 is required for each point as shown in FIG. 3, and since the member is integrally expanded and contracted according to the temperature change over the entire length, It is necessary to expand and contract only in two places of the end point and the end point, and there is no need of a separate expansion joint in the middle.

The prestressed steel composite member 100 has a prestressed compressive stress introduced into the lower flange concrete 100b according to the deformation of the I-shaped girder 100a as shown in FIG. 6, The concrete in the flange (100d) part is cast by putting and curing, and it is made of only steel and concrete.

The prestressed composite member 100 is designed to be adapted only to the value of the moment according to the load action of the simple beam member. The prestressed compressive stress introduced into the lower flange concrete (+ M) state, and the concrete in the upper flange 100d and the slab 100e is resistant to the compressive force generated in the upstroke.

The prestressing compressive stress introduced into the lower flange concrete 100b is introduced over the entire length of the prestressing steel composite member 100 and therefore the portion of the continuous member 20 corresponding to the portion The conventional pre-stressed steel composite member 100 synthesized from only the I type girder and concrete can not be designed and manufactured as a continuous member 20 structurally.

The present invention provides a multi-span prestress steel composite continuous member capable of designing a composite member of a prestressed steel which is designed and manufactured only as a simple beam member, as a continuous member, and a method for the same. That is the purpose.

Figure 1 is an illustration of an independently repeated three span simple beam member;

Fig. 2 is a cross-sectional stress diagram of the simple beam member in the state of the maximum moment.

Fig. 3 is an exemplary view of a three-span continuous member. Fig.

FIG. 4 is a cross-sectional stress diagram of the midpoint section of the longitudinal midpoint of the continuous member.

Fig. 5 is a cross-sectional stress diagram of the section of the permanent part of the continuous member.

FIG. 6 is a schematic view of a manufacturing process of a composite member of a prestressed steel.

Figure 6a shows the state of the I-shaped steel before loading,

6B shows a state in which the load is preliminarily loaded on the I-shaped steel and the lower flange concrete is laid,

FIG. 6c shows a state in which a prestressed compressive stress is introduced by removing a load,

Fig. 6d shows the state where the upper flange, the slab, and the abdominal concrete are laid.

FIG. 7 is an illustration of a composite member of a prestressed pre-stressed steel member in which a secondary re-prestressed compressive stress is introduced into a lower flange concrete through a tensile member;

FIG. 8 is an illustration of an example of a four span, prestressed steel composite continuous member of the present invention; FIG.

Fig. 9 is an illustration of a hypothetical example of the four span prestressing steel composite continuous member of the present invention. Fig.

FIG. 10 is a schematic view of a manufacturing process for introducing a primary prestressive compressive stress to an upper flange concrete of a fulcrum section of the present invention,

Figure 10a shows the state of the I-beam steel before loading.

FIG. 10b shows a state in which the upper flange and the concrete in the abdomen are laid under a load that is deformed upward,

Figure 10c shows a state in which the primary prestressed compressive stress is applied to the upper flange concrete by removing the load after concrete curing,

And FIG. 10D shows a state in which the lower flange concrete is synthesized.

11 is a front view of the tension member in the upper flange concrete section of the fulcrum section of the present invention.

FIG. 12 is a side elevational view of FIG. 11; FIG.

FIG. 13 is a side view of a state in which a slab concrete is synthesized on an upper flange concrete after the foundation member of the present invention is installed.

FIG. 14 is a side view of a tension member under an I-shaped steel upper flange disposed on an upper flange concrete section in a fulcrum section of the present invention and a tensile material on an I-shaped steel upper flange disposed within a slab concrete section;

FIG. 15 is an exemplary view showing a member of the longitudinal center portion of the interchamber of the present invention. FIG.

FIG. 16 is a joint state view of each section member of the present invention. FIG.

FIG. 17 is an enlarged view of a connecting portion of each section member of the present invention. FIG.

18 is a cross-sectional view taken along line A-A of FIG. 17;

19 is a sectional view taken along the line B-B and C-C in FIG. 17;

20 is a cross-sectional view taken along line D-D of FIG. 17;

FIG. 21 is a perspective view of the continuous member of the present invention and a side view thereof; FIG.

Figure 21 (a) shows a state in which the member of the branch portion of the parent-

Figure 21b shows a state in which the midpoint section of the midpoint of the ground is laid,

FIG. 21c shows a state in which the lower flange concrete at the connecting portion of each section member is installed,

Figure 21d shows the state of tensile settlement of the tensile material after the concrete curing of the upper flange, slab, abdomen,

Figure 21e shows the completion of the continuous member by placing and curing the upper flange, the slab, and the concrete in the abdominal region of the midpoint section of the interstice.

DESCRIPTION OF THE REFERENCE NUMERALS

20: a prestressed steel composite continuous member 21:

21a: I-shaped steel material 21a ': shear connection portion

21b: Lower flange concrete 21c: Abdominal concrete

21d: upper flange concrete 21e: slab concrete

22: Branch portion parentmember section member 22a: I-shaped steel member

22a ': Shear connection part 22b: Lower flange concrete

22c: abdominal concrete 22d: upper flange concrete

22e: Slab Concrete 22f: Settling Block

23: support 24:

25: tensile material 25a: fixing device

212b: Lower flange connection concrete

DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS Reference will now be made in detail to the preferred embodiments of the present invention, examples of which are illustrated in the accompanying drawings.

That is, according to the present invention, as shown in FIGS. 8 and 9, the existing prestressed steel composite member 100 can be formed into a prestressed shape capable of independently resisting the longitudinal and longitudinal moments of the mid- In order to introduce the compressive stress, it is divided into the midpoint moment segment section 21 and the branch portion momentum section 22, and then the branch portion 22 is first constructed, And a prestressed compressive stress is applied to the concrete of the upper flange concrete 22d and the slab 22e of the fulcrum section 22 of the fulcrum section 22 so as to resist the moment of the section. So that each of the section members 21 and 22 can be structurally continuous over the entire length.

In order to resist the generated momentum, the fulcrum portion 22 of the fulcrum portion 22 is not subjected to compression prestress at all at the lower flange concrete 22b, as opposed to the fulcrums 21, And the prestressed compressive stress is applied to the upper flange concrete 22d and the slab concrete 22e to resist the tensile force generated due to the momentum.

On the other hand, the existing prestressed steel composite member 100 is a composite of only I-shaped steel and concrete built in with an I-shaped steel or a high-strength steel plate.

On the contrary, in the continuous member 20 according to the present invention, the upper flange concrete 22d and the slab concrete 22e of the low-point portion 22M of the lowermost portion 22, among the sectional members 21 and 22, Introducing compressive stress.

That is, unlike the existing prestressed steel composite member 100, the prestressed compressive stress of the fulcrum portion 22 of the fulcrum portion 22 is applied to the load Pf 'I-shaped portion 101a in the opposite direction, The upper flange concrete 101d and the northern concrete 101c are cured by putting the upper flange concrete 101d and the upper flange concrete 101d in the state of causing the deformation of the upper flange concrete 101d by the return deformation of the I- The first prestressive compressive stress is introduced into the lower flange concrete 101b, and then the lower flange concrete 101b is placed and cured.

In the present invention, an appropriate amount of the tensile material 25 is disposed in advance on the upper flange concrete 22d of the fulcrum portion parent moment section 22 before the concrete of the portion is placed, The post-tensioning material 25 is subjected to tensile fixation to further introduce a secondary prestressing compressive stress.

The upper flange concrete 22d and the abdominal concrete 22c of the fulcrum portion parentmember section member 22 are connected to each other at both ends of the fixed end portion 22c as shown in FIG. 10 and FIG. The length (l1) is made in advance without synthesizing the concrete.

As described above, in the state where the primary prestressing compressive stress due to the introduction and removal of the load Pf 'causing the shear deformation of the I-shaped steel 22a is introduced into the upper flange concrete 22d, (22) and the abdomen concrete (22c) are combined only at a central portion excluding the side portions having a predetermined length (ℓ1) on both sides of the longitudinal center portion And secondarily slab concrete 22e is cured on the prefabricated upper flange concrete 22d at the central part of the fulcrum section 22 of the fulcrum section.

The slab concrete 22e at the central portion of the fulcrum portion 22 of the fulcrum portion 22 is connected to the upper flange concrete 22d and the abdominal concrete 22d by a predetermined length l1 (22f) and the concrete of the anchor block (22f) to which the tensile material (25) is tensioned and fixed when the secondary re-pressressive compressive stress is introduced.

In particular, the tensile material 25 of the fulcrum section of the fulcrum section may be disposed within the cross section of the upper flange concrete 22d, which is preliminarily synthesized in the moment section section 22, A part of the tensile material 25 is disposed in advance in the section of the upper flange concrete 22d immediately below the upper flange of the I-shaped steel material 22a and the tensile material 25 on the upper flange of the I- It may be arranged on the slab concrete 22e on the upper flange concrete 22d which is synthesized in advance after the connection with the section member 21. [

The present invention is characterized in that a certain length (? 2) portion (?) From the upper portion of the abdomen (22c) at both ends of the momentum section member (22) to one end of the momentum section member An anchor block 22f is provided so as to protrude and expand gradually downward from the abdomen 21c over the joint portions of the prepared positive and negative moment sections so that the tensile material 25 of the momentum section 22 is settled The slab concrete 22e at the center and the abdomen concrete 22c, the upper flange concrete 22d and the slab concrete 22e at the both end portions of the momentum section member 22 are dispersed in the cross section of the block 22f, And the concrete of the fixing block 22f is concurrently cured at the same time and the tensile material 25 is tension-fixed in the connecting portion fixing block 22f through the tension device such as a hydraulic jack for tension and the fixing device 25a to form the upper flange concrete 22d ) And the slab concrete (22e) Prestress, thereby introducing the extrusion stress.

The connecting portion fixing block 22f is also provided with a plurality of fixing portions 22a and 22b which overlap the front end connecting portions 21a 'and 22a' of the inner I-shaped portions 21a and 22a of the sectional members 21 and 22, The tensile member 25 of the momentum section is extended from the abdomen portion 21c 22c of the length 2 portion to the lower end portion of the shear connection portion of the I-shaped steel 21a 22a in the section of the mounting block 22f 21a ') 22a' so that they are dispersed and arranged gently and downward.

Therefore, in the present invention, since the shear connection portion 22a 'is included when introducing the secondary re-pressurizing force into the upper flange concrete 22d and the slab concrete 22e of the momentum section 22, 21) 22 becomes more rigid and the fulcrums generated at the entire prestressed compressive stress continuous member 20 introduced into the upper flange concrete 22d and the lower flange concrete 22b and the midpoint momentum Naturally cross-adapt to the intersection of.

On the other hand, when each of the section members 21, 22 of the prestressing steel composite continuous member 20 of the present invention is manufactured and installed, as shown in Fig. 7, the moment frame section member 21 at the center of the support structure It is designed and manufactured as a repressressed steel composite member 101 in which the prestressing compressive stress of the existing prestressed steel composite member 100 or the lower flange concrete 100b is greatly increased to form the root member 22 of the fulcrum, To ensure consistent design and fabrication processes.

In other words, the momentum section member 21 at the center of the interstices introduces a prestressive compressive stress only to the lower flange concrete 21b, and the introduction method thereof is a method of applying a load to the simple I- Deformation of deformation and the method of casting of concrete after casting I-shape steel (21a) due to load removal are used.

However, in order to introduce a larger prestressing compressive stress to the lower flange concrete 21b due to various design and construction conditions, particularly the lowering of the member height, the above-described prestressed steel composite member 101, The end flange concrete 21b of the lower flange concrete 21b is placed in advance and a load is applied to the I-shaped steel 21a to cause the lower flange concrete 21b to be poured and cured in a state where deformation is induced, It is preferable to adopt a method of introducing a secondary re-pressressive compressive stress by introducing a first-order prestressive compressive stress due to return deformation according to the removal, and then tensile-fixing the tensile material 25. [

Meanwhile, the prestressed steel composite continuous member 20 of the present invention is constructed such that the fulcrum portion 22 of the fulcrum portion 22 is first laid out in the section members 21 and 22 independently manufactured for each section of the fulcrum and the momentum, The connection point of each of the section members 21 and 22 is connected to the intersection points of the positive and the vertical moments in the generation moment diagram of the continuous member 20 The prestressed compressive stress introduced into the upper flange concrete 22d and the slab concrete 22e of the fulcrum portion momentum section member 22 and the lower flange portion 22b of the fulcrural center portion momentum section member 21, And the intersection point of the prestressing compressive stress introduced into the concrete 21b.

The fixing block 22f at the intersection allows the front end connection portions of the section members 21 and 22 to pass over and at the same time the lower flange concrete 21b and the lower flange concrete portion 21b of the momentum section member 21 into which the pre- So that the tensile material 25 of the momentum section 22 distributed in the cross section of the fixing block 22f is gradually gently downwardly directed so as to gradually protrude downward to a position overlapping by a predetermined length l3 do. The tensile material 25 which is close to the lower flange concrete 21b of the momentum section 21 and overlapped by the predetermined length l3 is tension-fixed at the end of the fixing block 22f, The entire prestressing compressive stress introduced into the lower flange concrete 21b of the secondary re-pressressive compressive stress and the momentum section introduced into the concrete 22d and the slab concrete 22e is equal to the constant length of the end point of the fixing block 22f Quot;) portion and can be a continuous prestressed compressive stress structure cross-linked in mutually opposite directions.

Accordingly, the continuous member 20 of the present invention has a continuous prestressing cross-stress structure in which the continuous member 20 is repeatedly connected repeatedly for each lap () while naturally coinciding with the point, the moment intersection point and shape.

Next, the fabrication and construction method of the prestressing steel composite continuous member 20 of the present invention will be described in detail with reference to the process sequence shown in FIG.

1) Construction and hypothesis of the member of the branch of the parent part

(1) Fabrication of I-shaped steel The I-shaped steel material 22a is welded to the midpoint section 21 of the interstice between the upper and lower ends of the abdomen 22c at both ends so as to be interlinked for shear connection using a bolt, So that a shear connection portion 22a 'having an appropriate length is formed.

(2) Cracking of the I-shaped steel and the placement of the upper flange and the abdominal concrete Cracking of the formed I-shaped steel material 22a, which is opposite to the conventional pre-stressed steel composite mold 100, The upper flange concrete 22d and the abdominal concrete 22c are synthesized at a central portion except for a certain length (l1) portion for shear connection with the midpoint moment segment section 21 of the ground. In this case, the tensile material 25 is inserted into the upper flange concrete 22d in a state in which a proper amount of tensile material 25 for introducing the secondary re- End section of the member so as to extend to the fixing block 22f after the connection with the support member 21 with the support member 21. [

Particularly, the stabilizer 25 may be arranged in the cross section of the upper flange concrete (2 2d) to be preliminarily synthesized in advance. Depending on the conditions such as the design plan, some of the tensile material 25 may be placed on the upper flange It may be arranged in the section of the concrete 22 directly below and placed in the slab concrete 22e portion after the connection with the midpoint section 21 of the supporting section.

(3) Removal of the introduction load Pf 'and introduction of the first prestressing compressive stress to the upper flange concrete When the upper flange concrete 22d and the abdominal concrete 22c are cured, the load applied to the I-shaped steel material 22a (Pf ') is removed to introduce a first-order compressive stress to the upper flange concrete 22d.

(4) In the lower flange portion of the I-shaped steel material 22a of the member synthesized together with the northern concrete 22c with the first prestressed compressive stress introduced into the lower flange concrete, curing to upper flange concrete 22d, And the lower flange concrete 22b is provided with a prestressing stress section 21b as a fulcrum section 22 as the fulcrum section 22 without introducing a prestressing stress so as to resist only the compressive force generated at the lower section of the continuous member 20 Are connected to the I-shaped steel material 22a at both ends of the shear connection portion 22a '.

(5) Hyphenation ~ The point where the curing of the concrete is finished The cushion section 22 is fixed with a crane or the like to the fixed position on the fulcrum support 23 . At this time, the fulcrum portion 22 is supported by the fulcrum 23 to support the fulcrum of the center of gravity about the fulcrum 23, (24) (hypocenter bridge) at or near both sides of the connecting portion so as to be installed on the two pseudo-structures (24) and the pedestal (23).

2) Fabrication and hypothesis of the midpoint section of the mid-span

(1) Fabrication of I-shaped steel The I-shaped steel material 22a of the midpoint section 22 of the midpoint of the midpoint of the midpoint of the midpoint of the I- Shaped steel member 21a of the support member 21 at the center of the support portion 21a of the support member 21a, Both end portions are provided with a predetermined length of shear connection portion 21a 'on the upper side so as to be able to engage with the lower end front-end connection portions 22a' of both end portions of the I-shaped steel material 22a of the momentum section member 22.

(2) Introduction of the curing, prestressing, or prestressing or re-prestressing extrusion stress of the lower flange concrete - Introducing the load (Pf load) which generates a bending moment of a certain size to the manufactured I-shaped steel material 21a, ), The lower flange concrete (21b) is cured by putting the lower flange concrete (21b) in a state where deflection deformation is induced, and then the load is removed to introduce the prestressive compressive stress due to the return of the deflection deformation. When a larger prestressing stress is to be introduced, the tensile material 25 is placed in advance in the cross section of the lower flange concrete 21d to introduce the first-order compressive stress due to the introduction and removal of the load, (25) is subjected to tensile fixation to introduce a secondary re-pressressive compressive stress.

(3) Assuming that the prepared midpoint moment segment section 21 is positioned at the center of two previously-located fulcrum section 22, the I-shaped section 22a of the momentum section 22 ) Of the I-shaped steel material 21a of the moment segment section 21 is placed on the lower-side shear connection section 22a ', and the shear connection section 21a'

3) Joint connection of I-shaped steel at joints and connection and joint of lower flange concrete The concrete and momentum section members 21 and 22, which are independently fabricated and cured respectively from the curing to the cement 21c, 22a are mutually engaged with each other and welded or bolted to the interlocking portions to connect the interconnection members 21, 22 to each other. When the lower flange concrete 212b at the connecting portion of each of the section members 21 and 22 which have not poured concrete for connection is laid and cured, the I-shaped steel material 21a 22a and the lower flange concrete 2 1b ) 22b are continuous over the entire section of the member.

4) Arrangement of tensile members in the central slab concrete section of the branch part parentmember section member and extension dispersion rearrangement of the tension members in the fixing block at the both end parts and the fixing block The branch part of the branch part in the state of being connected by the continuous member (20d) When a part of the tensile material 25 at the upper flange position of the I-shaped steel material 22a in the member 22 is designed in advance so as to be disposed in the cross section of the slab concrete 22e, the slab concrete 22e on the upper flange concrete 22d And the tensile material 25 in the cross section of the concrete 22d immediately below the upper flange of the previously arranged I-shaped steel material 22a is extended to the both sides of the member 22a The upper flange portion of the end portion and the fusing block 22f.

Also, even if all of the entire designed tensile members 25 are disposed in advance in the cross section of the upper flange concrete 22d, all of the extension portions thereof can be extended to the end face of the upper flange concrete 22d and the fusing block 22f, .

In addition to the arrangement of the tensile material 25, the reinforcing bars and formwork assemblies of the upper flange, the slab, the abdomen, and the fixing block, which are not previously synthesized at the both ends of the slab portion at the central portion of the fulcrum portion 22, .

The fixing block 22f protrudes downward over a predetermined length l2 from the abdomen portions 21c and 22c of the front end connecting portions of the respective section members 21 and 22 as described above, And the tensile member 25 is positioned at a position overlapping the flange concrete 21b by a predetermined length l3 and the tensile material 25 is fixed to the front end connection portion 21a 'of the I-shaped steel material 21a, 22a in the fixing block 22f. (22a ') of the continuous member (20) so as to be overlapped with the lower flange concrete (21b) of the longitudinal moment segment by a predetermined length (3) while being dispersed gradually and downwardly, So that a continuous prestressed compressive stress structure is obtained.

5) Concrete placement and curing of the slab concrete at the central part of the section and the upper flange and the slab, the abdomen, and the fixing block at the ends of the section of the section, and after the placement of the tensile material (25d) The concrete such as the slab concrete 22e at the center portion of the slab 22, the abdomen portion 22c at the both end portions, the upper flange concrete 22d, the slab 22e and the fixing block 22f is continuously laid and cured.

In particular, since the weight of the abdomen portion 21c, the upper flange concrete 21d, and the slab concrete 21e of the midway moment segment section 21 becomes the load that generates the momentum of the fulcrum portion, The concrete such as the center slab concrete 22e and the restoration 22c and the upper flange concrete 22d and the slab 22e and the fusing block 22f are cured first and the entire design load (Including dead load), or composite self-weight (total dead load including concrete such as upper flange and slab of the section of the mid-section of the main section of the main section), a secondary re- The upper flange concrete 21d and the slab concrete 2 1e and the abdominal concrete 21c of the member 21 are placed and cured.

Therefore, the slab 22e and the upper flange concrete 22d and the slab 22e, the abdomen 22c, the fixing block 22f and the upper flange 22c at the central portion of the momentum section 22 of the entire length of the continuous member 20 Since the upper flange concrete 21d, the slab 21e and the abdomen 21c of the upper part of the span of the span of the span are separately cured by placing concrete, Make sure that the generated bending stress at the time of the full design load (including live load) is a compressed state of a very small size.

That is, when the upper flange concrete 21d 22d and the slab 21e 22e and the abdominal concrete 21c 22c are divided into separate sections of the midpoint moment portion and the branch portion of the supporting point, The boundaries of the pod sections are in a state of a small size and have both end portions of the midpoint moment segment section 2 1 near the completion point of the fixation block 22 f including the connection points overlapped.

6) Introduction of secondary re-pressurized compressive stress to the upper flange and the slab concrete at the fulcrum section upper member flange section and the slab concrete at the both ends of the fulcrum sections 22d and 22c The upper flange concrete 22d and the sleeve 22e and the fixing block 22f and the like are sequentially cured by the fixing block 22f, (25a) to introduce a secondary re-pressressive compressive stress. Considering that the second concrete such as the upper flange concrete 21d and the slab 21e is not poured (the entire design dead load is not fully loaded), the design live load (Dead load) including the belly portion 21c of the midpoint portion of the span of the span of the span and the secondary concrete installation of the upper flange concrete 21d and the slab 21e, The second concrete such as the upper flange concrete (21d) and the slab (21e) on the abdomen (21c) of the midpoint section of the span of the span is cured by placing the prestressed compressive stress So that a total pre-stress compressive stress, which is the final design target value from the full load of the designer of the full extension of the continuous member (20) to the entire design load including the live load, is introduced do.

In addition, the weight of the secondary laid concrete such as the abdomen portion 21c of the midway portion of the span of the span and the upper flange concrete 21d and the slab 21e does not have a great influence on the size of the total design of the span portion, Even in the state in which the secondary concrete such as the upper flange concrete 21d and the slab 21e is not laid (in the state where the entire designers among the continuous members are not fully loaded) until the entire design load including the live load The pre-stress compressive stresses are introduced first, and then the entire prestressive compressive stresses up to the final design target value are sequentially introduced when the design is planned in advance to install the secondary concrete at the center of the ground.

7a) of the upper flange concrete, the upper flange concrete, the slab 22e and the abdomen 22c of the upper concrete flange, the slab, the abdomen, The upper flange concrete 21d, the sleeve 21e, and the abdomen 21c, which are secondary concrete portions at the center portion of the respective baselines that have already been bounded, are laid continuously in the cured condition of the secondary concrete.

8) Completion of the entire structure of the composite member of the prestressed steel and removal of the temporary structure (temporary bridge pier) ~ The introduction of the prestressive compressive stress to the upper flange concrete 22d and the slab concrete 22e at the midpoint of the branch portion When the curing of the secondarily laid concrete such as the abdomen portion 21c, the upper flange concrete 21d and the sleeve 21e is completed in the moment-end section, the entire structure of the composite member 20 is completed. Therefore, until the entire structure of the prestressed steel synthetic continuous member 20 is completed, the pseudo-structure (hereinafter, referred to as " pest structure " 24) is dismantled and ironed.

As described above, according to the present invention, it is possible to manufacture and install bridges using a continuous member having a design maximum bending moment that is designed to be resistant to a certain ground and load conditions by using a prestressed steel composite member or a prestressed steel composite member According to the present invention, by reducing the design maximum bending moment as compared with the simple beam member 10 having the same condition, it is possible to reduce the cross-section, deformity, amount of material used, It is possible to easily install the continuous member by using only one support 23, and it is also possible to design the bridge by designing and constructing the bridge such that the expansion joint can be made only at two points of the starting point and the end point of the member, It is possible not only to greatly reduce manpower consumption and work costs for the bridge, but also to increase the safety of the bridge, Effects can be obtained such as being able to be shortened.

Claims (10)

In order to introduce a prestressive compressive stress in the form of a resistance that can independently resist the longitudinal and longitudinal moments of the intermediate and intermediate portions of the composite prestressed steel member composing the I-shaped steel and concrete, A prestressed compressive stress is applied to the lower flange concrete 2 1b of the fulcrum portion 22 1 to resist the moment of the section and the upper flange concrete 22 d of the fulcrum portion 22 and the upper portion 22 (22) can be structurally continuous over the entire length by introducing a prestressive compressive stress which is capable of resisting the stress applied to the fulcrum portion An appropriate amount of the tensile material 25 is disposed in advance before the concrete in the upper flange concrete 22d of the member 22 is poured into the tensile material 25 And a second prestressing compressive stress is introduced into the upper flange concrete (22d) of the second portion (22). The method according to claim 1, wherein an appropriate amount of the tensile material (25) is disposed in advance before the concrete is placed in the slab concrete (22e) section of the fulcrum section (22) Wherein a secondary prestressing compressive stress is introduced into the slab concrete (22e) of the composite member (22). The method according to any one of claims 1 to 5, wherein a load Pf 'causing upward curvature distortion is applied to the I-shaped steel material 22a and a proper amount of tensile material 25 ) Is placed to cure the upper flange concrete 22d and then the load Pf 'is removed to introduce the first prestressed compressive stress into the upper flange concrete 22d. Is tensioned and fixed to the upper flange concrete 22d of the upper portion flange concrete section 22d of the fulcrum section by connecting the upper end flange 22a to the lower flange section 22d by introducing a second prestressing stress A multi-span prestressed Forming continuous member. The method according to any one of claims 1 to 3, further comprising: an upper flange concrete (22d) to which a prestressing compressive stress due to the deformation of the I-shaped steel material (22a) is introduced and a lower flange concrete ) And the abutment concrete 22c are joined together with the interstice midpoint moment section 21 and then the upper flange concrete 22 of the interstices 22 and the upper interstice 22 And the slab concrete (22e) is cured by being placed on the slab concrete (22d). 4. The method according to any one of claims 1 to 3, wherein a tensile member (25) for introducing a secondary re-pressressive compressive stress is disposed in a section of the upper flange concrete (22d) in an appropriate amount, An appropriate amount of the tensile material 25 is disposed in the cross section of the sleeve concrete 22e on the upper flange concrete 22d synthesized beforehand after the coupling with the interstice central momentum section member 21 and the tensile material 25 is subjected to tensile fixation Wherein a secondary re-pressressive compressive stress is introduced into the upper flange concrete (22d) and the slab concrete (22e) of the branch portion parent moments section. The tensile member (25) according to claim 2, wherein the tensile member (25) is formed from the upper portion of the abdomen (22c) at both side ends of the momentum section member (22) Section of the mounting block 22f which gradually extends beyond the abdominal portion 21c of the moment segment section 21 beyond a predetermined length l2 including the front end connection portions 21a 'and 22a' The concrete of the slab concrete 22e at the central portion of the momentum section member 22, the upper flange concrete 22d at the both end portions, the slab concrete 22e, the abdominal concrete 22c, and the fixing block 22f Curing at the same time, and subjected to tensile fixation to the fixing block (22f) as a fixing device (25a). The fixing block (22f) according to claim 6, wherein the fixing block (22f) protrudes downward to a position overlapping with the lower flange concrete (21b) of the longitudinal moment frame section (21) Wherein the tensile material (25) dispersed and disposed in the cross section is gradually and gently downwardly overlapped with the lower flange concrete (21b) of the longitudinal section to a predetermined length (3) . The prestressed prestressed concrete structure according to claim 1, wherein the midpoint moment segment section (21) is designed and manufactured with a prestressed reinforced steel composite member (101) with increased prestressing stress of the lower flange concrete (100b) Steel composite continuous member. 2. The method according to claim 1, wherein the connection points of the respective section members (21) and (22) are located at or near the intersection of the positive and the negative moments so that the upper flange concrete (22d) And the prestressed compressive stress introduced into the lower flange concrete (21b) of the midway moment balance section (21) is naturally coincident with the crossing point of the prestressed compressive stress introduced into the lower flange concrete (21b) absence. In the case of continuous composite members composed of composite materials of prestressed steel composing steel and concrete or composites of prestressed steel combined with tensile material to composite materials of this prestressing steel continuously for more than 2 spans, A plurality of independent branch member momentum section members 22 are firstly installed, and then a midway moment section 21 is provided between each of the branch member moment members 22, A first prestressing compressive stress due to the deformation of the I-shaped steel material 22a is introduced into the center upper flange concrete 22d except for the constant length l1 at both side ends of the lower flange concrete 22a without introducing the prestressing compressive stress 22b and the abdomen concrete 22c and the lower flange concrete 22b of the I-shaped steel material 21a are introduced with the prestressive compressive stress The center portion of the center section 21 of the middle section is coupled and the concrete of the slab concrete 22e and the fusing block 22f on the upper flange concrete 22d synthesized first in the fulcrum section and the fusing section 22f are concurrently cured, Tensile members 25 previously disposed in the cross section are subjected to tensile fixation to introduce secondary re-pressressive compressive stress and to cure the upper flange concrete 21d and the slab concrete 21e of the midway moment section section 21 A method of constructing a multi-span prestressed steel composite continuous member.