KR101664997B1 - Constructing method of precast T type modular composite rahmen bridge and composite rahmen bridge constructed by the same, and construction thing therefor - Google Patents
Constructing method of precast T type modular composite rahmen bridge and composite rahmen bridge constructed by the same, and construction thing therefor Download PDFInfo
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- KR101664997B1 KR101664997B1 KR1020150174880A KR20150174880A KR101664997B1 KR 101664997 B1 KR101664997 B1 KR 101664997B1 KR 1020150174880 A KR1020150174880 A KR 1020150174880A KR 20150174880 A KR20150174880 A KR 20150174880A KR 101664997 B1 KR101664997 B1 KR 101664997B1
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- girder
- bridge
- fixing block
- strand
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- 238000010276 construction Methods 0.000 title claims abstract description 27
- 239000002131 composite material Substances 0.000 title claims description 11
- 239000004567 concrete Substances 0.000 claims abstract description 30
- 239000011150 reinforced concrete Substances 0.000 claims abstract description 12
- 230000003014 reinforcing Effects 0.000 claims abstract description 11
- 238000003825 pressing Methods 0.000 claims description 12
- 230000000149 penetrating Effects 0.000 claims description 3
- 239000011449 brick Substances 0.000 claims 2
- 238000005266 casting Methods 0.000 abstract description 3
- 238000009415 formwork Methods 0.000 description 8
- 229910000831 Steel Inorganic materials 0.000 description 7
- 238000010586 diagram Methods 0.000 description 7
- 239000010959 steel Substances 0.000 description 7
- 238000005452 bending Methods 0.000 description 6
- 238000004519 manufacturing process Methods 0.000 description 5
- 238000000034 method Methods 0.000 description 5
- 230000002093 peripheral Effects 0.000 description 3
- 230000004481 post-translational protein modification Effects 0.000 description 3
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 2
- 230000004048 modification Effects 0.000 description 2
- 238000006011 modification reaction Methods 0.000 description 2
- 230000000087 stabilizing Effects 0.000 description 2
- 239000002344 surface layer Substances 0.000 description 2
- 238000007906 compression Methods 0.000 description 1
- 239000000470 constituent Substances 0.000 description 1
- 230000000875 corresponding Effects 0.000 description 1
- 238000007710 freezing Methods 0.000 description 1
- 230000014509 gene expression Effects 0.000 description 1
- 230000000452 restraining Effects 0.000 description 1
- 238000010008 shearing Methods 0.000 description 1
- 239000007921 spray Substances 0.000 description 1
- 239000000725 suspension Substances 0.000 description 1
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 description 1
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Classifications
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D21/00—Methods or apparatus specially adapted for erecting or assembling bridges
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2/00—Bridges characterised by the cross-section of their bearing spanning structure
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- E—FIXED CONSTRUCTIONS
- E01—CONSTRUCTION OF ROADS, RAILWAYS, OR BRIDGES
- E01D—CONSTRUCTION OF BRIDGES, ELEVATED ROADWAYS OR VIADUCTS; ASSEMBLY OF BRIDGES
- E01D2101/00—Material constitution of bridges
- E01D2101/20—Concrete, stone or stone-like material
- E01D2101/24—Concrete
- E01D2101/26—Concrete reinforced
- E01D2101/28—Concrete reinforced prestressed
- E01D2101/285—Composite prestressed concrete-metal
Abstract
The present invention relates to a method of constructing a precast T type modular synthetic ramen bridge, a synthetic ramen bridge constructed by the construction method, and a structure for constructing the synthetic ramen bridge.
The present invention comprises a first step (S100) of constructing an alternation in which an anchor and a sheath pipe to which a PS strand is fixed are embedded; A second stage (S200) of producing a T-type or an inverted T-type girder as a precast girder (Precast: PC) having inclined surfaces inclined at 45 degrees at both ends thereof; A third step (S300) of mounting the precast girder at the upper end of the turn with a crane; A fourth step (S400) of installing a fixing block on the inclined surface of the pre-casted girder and inserting and tightening the PS stranded wire into the alternating PS strand anchor, the sheath pipe and the fixing block of the girder to integrate the alternation and the girder; A fifth step S500 of placing the reinforcing bars on the precast reinforced concrete girders of the PS strands; A sixth step (S600) of placing the concrete to be the upper slab on the precast girder on which the reinforcing bars are laid, and a seventh step (S700) of curing the poured concrete, wherein the sheath tube and the pre- The PS stiffening line is inserted into the fixing block mounted on the casting girder and tensed to integrate the alternation and the precast girder, thereby improving the workability of connecting the precast girder and the alternation.
Description
The present invention relates to a method of constructing a ramen bridge, and more particularly, to a method of constructing a ramen bridge by inserting and straining a PS stranded wire into a sheath pipe and a fixing block mounted on a precast girder, To a construction method of a precast T-type modular synthetic ramen bridge which improves the workability of connecting a precast girder and an alternation, and to a synthetic ramen bridge constructed by the construction method and a structure for constructing the synthetic ramen bridge .
Bridges can be classified in several ways depending on the type of structure. For example, depending on the structure type of the upper part, it can be classified into a ramen bridge, a girder bridge, an arch bridge, a truss bridge, a cable-stayed bridge, and a suspension bridge. Among the above various bridges, the rahmen bridge can increase the rigidity of the entire structure by connecting the upper structure and the lower structure of the bridge with steel in a short span.
The ramen bridge to which the PTM method to stabilize the surface of the dredged landfill is applied is a precast T type girder or an inverted T type girder which is about 1 m in width or the reverse T type girder is manufactured in advance in the manufacturing site, It is a bridge method that does not need a bridge and a form because it is mounted at the top of an alternation and then the upper slab concrete is additionally installed to integrate the alternation and the girder.
Fig. 1 shows a moment diagram along with the schematic structure of a conventional ramen bridge.
Referring to this figure, a ramen bridge is composed of alternating sections (2, 2a) formed as vertical walls on both fixed ends (1, 1a) fixed to the ground by foundation work, And an upper structure 3 which is supported by being seated.
The relationship between the external force and the stress acting on the structure of the rammen bridge is as follows. First, the alternation (2, 2a) generates a bending moment due to earth pressure from the external side surface, (2, 2a) with the fixed end (1, 1a) as a point by the weight of the structure (3) and the alternating load (P) A bending moment (BM) is generated at both right and left corners. This bending moment causes the momentum NM in the clockwise direction in the left shift 11 and the moment BM in the counterclockwise direction in the right shift 2 a.
Such a momentum causes collapse of the upper structure 3 due to shear failure (shear failure), which makes it difficult to design the bridge structure.
On the other hand, as a kind of girder bridge, T type girder bridges are a type in which a mold and concrete are integrated, and are mainly applied to spans up to about 30 m. In particular, a plate girder bridge forms an I- It is a type of bridge with concrete slab placed on it. It is most suitable for steel bridge girder bridges. This method requires many members such as bracing.
On the other hand, there is a synthetic ramen bridge that combines the advantages of the conventional ramen bridge construction and the girder bridge construction method. The synthetic rammen bridge is manufactured by the factory with the synthetic girder with the compressive force applied to the lower flange. After the site is transported, the upper part of the slab is installed on the upper part of the wall, and the composite girder is connected. to be. This method can realize long span and low height compared to existing RC ramen bridge by applying synthetic girder to ramen bridges. Unlike ordinary girder bridges, it eliminates bridges and expansion / .
In the case of safety accidents during the bridge construction, accidents caused by collapse of the hillside occupies a large part. These safety accidents, as well as damage to valuable lives, cause a lot of social and economic losses.
Due to the nature of the ramen bridge structure, a lot of construction is being carried out across the river. The ground characteristics of the river are not the support bases that can secure sufficient supporting force. Therefore, the support base is reinforced so that the bridge can self- The next step is to install the trench, which tends to overlook the situation in the field, causing the trench to collapse.
The prefabricated girder which has the width of 1m is manufactured in advance, the girder is mounted on the upper part of the alternation by using a crane, and then the upper slab concrete is additionally installed It is a bridge construction method that integrates alternation and girder, and does not require a bridge and formwork.
As an example of a synthetic ramen bridge, Korean Patent No. 10-0770574 entitled " Prestressed steel reinforced concrete composite type ramen bridge and method of construction thereof " includes a plurality of walls installed on the ground; A reinforcing steel plate provided on an upper portion of the wall; A composite type prestressing device installed on the bearing steel upper part in a state of no restraining force against rotation; A bottom plate concrete disposed above the composite type; The present invention relates to a reinforced concrete reinforced concrete reinforced concrete reinforced concrete bridging bridge including reinforced concrete reinforced concrete bridging bridges and concrete reinforced concrete bridges, .
However, in order to minimize the moment of the right-angled portion, the upper prestress structure in which the composite beam behaves as a simple support type has a problem of requiring a complicated steel beam structure.
In addition, it is very difficult to apply precast girders in the field because of the complicated method of alternately installing the girders in the right and left corners of the alternating girders.
As another example, Korean Patent Laid-Open Publication No. 10-2015-0037786, entitled " PSC girder ramen bridge and its construction method ", describes that the upper flange of the PSC girder is formed as a wide half slab, And a shear block is formed on both sides of the PSC girder at both ends thereof and at both sides of the crossbar block at both ends of the PSC girder, And a PS steel through-hole is formed in the lateral-direction cross-section block in the lateral direction, and the PSC girder is combined with the PS steel, the reinforcing steel and the concrete between the alternating PSC girder and the PSC girder and the wide half- Since the crossbar blocks are manufactured in a single production site, the wide half slab acts as a formwork when the slab is installed after the PSC girder is installed. The formwork process is omitted, and work safety and workability are increased in the air.
In such a ramen bridge, there is a structural problem that the PSC girder can not integrate the PSC girder and the rudder part because the pre-tensioning process, which can be integrated with the rudder part, is not taken. Especially, in such a structure,
SUMMARY OF THE INVENTION The present invention has been made to solve the problems of the prior art, and it is an object of the present invention to provide a method of constructing an improved synthetic ramen bridge having an excellent workability for preventing an accident caused by collapse of a tramp .
Accordingly, the present invention provides a precast T-type girder or an inverted T-type girder having a width of about 1 m as a raymond bridge to which a PTM method for stabilizing the surface layer of a dredged landfill is applied, This is to provide a method of constructing an improved synthetic ramen bridge that does not require a tramway and a form, because the girder is mounted on the upper part of the alternation by using a crane, and then the upper slab concrete is additionally installed to integrate the alternation and the girder.
In addition, the present invention is a pre-cast T-type girder or an inverted T-type girder having a width of about 1 m as a raymond bridge to which a PTM method for stabilizing a surface layer of a dredged landfill is applied, Is installed at the upper part of the alternation with a crane, and then the upper slab concrete is additionally installed to integrate the alternation and the girder. In the synthetic ramen bridges, which do not require the hull and form, the bending moment due to the earth pressure and the rudder part The present invention is to provide a method of improving the stability of a bridge by reducing the moment by the structure of the T type girder or the inverted T type girder with the upper end portion of the alternation.
The present invention also provides a precast T-type modular synthetic ramen bridge constructed by the above-mentioned construction method.
The present invention also provides a structure for constructing the precast T type modular synthetic ramen bridge.
Technical features of the present invention include: a first step of constructing an alternation in which a PS strand is fixed and an anchor and a sheath pipe are embedded; A precast (Precast) PC having slopes inclined at 45 degrees at both ends, the second step of manufacturing a T type or an inverted T type girder; A third step of mounting the precast girder at the upper end of the turn with a crane; A fourth step of installing a fixing block on an inclined surface of the pre-casted girder and inserting and straining PS strands in an alternating PS strand anchor, a sheath pipe and a fixing block of the girder to integrate the alternation and the girder; A fifth step of placing the reinforcing bars on the precast reinforced concrete girders of the PS strand; A sixth step of casting the concrete to be the upper slab on the precast girder on which the reinforcing bars are laid, and a seventh step of curing the poured concrete.
The present invention can be applied to both single span and multi span synthetic ramen bridges. Precast T type girders are used for bridges of about 20 m in span length, and precast T type girders are used for bridges of about 15 m in span length Can be applied.
As a structure for constructing the synthetic ramen bridge, the end portion of the precast girder is supported in contact with the alternate upper surface by supporting the bottom surface of the inclined surface inclined at 45 degrees to prevent conduction, and concrete is poured , It minimizes the occurrence of the parent annotation without the presence of a separate parent element.
The pre-cast T type girder or the inverted T type girder does not have to be supported by a trowel when pouring concrete for forming the upper slab.
Therefore, it is possible to place the precast girder with a crane, and then place the reinforced concrete on top of the precast girder without installing the dams and formwork, and then pour the concrete.
A first through hole is formed from an inclined inner circumferential surface which forms a circumferential space gradually narrowed from an entrance of an open space having an inner diameter larger than the diameter of the PS strand, A first body into which a stranded wire is inserted; A PS strand which is formed as a circumferential parted body and contacts an inclined inner circumferential surface of the first body and an outer circumferential surface which contacts the outer circumferential surface of the PS strand and which is inserted into the first through hole of the first body and moves in the axial direction, And a first fixing block inserted into the inclined inner circumferential surface and including at least two pressing pieces which are in close contact with the PS strand.
Another example of the fixing block includes a second through hole having an inner diameter larger than the diameter of the PS strand and a second through hole having a screw hole penetrating from the outer circumferential surface toward the axial center, A body; And a second fixing block including a pressing member which is fastened to the screw hole of the second body and presses the PS stranded wire inserted into the second through hole.
According to the present invention, a precast T-type girder or an inverted T-type girder having a width of about 1 m or a reverse T-type girder is manufactured in advance in a production site, and a manufactured girder A crane is installed at the upper part of the alternation and then the upper slab concrete is additionally installed to integrate the alternation and the girder.
The present invention is stable with respect to bending moment and shearing stress due to earth pressure acting alternately from outside, and even if the pre-tensioning or post-tensioning operation is not performed on the alternating top plate, precast T type girders or precast T type It provides improved synthetic ramen bridges that can improve the stability of bridges by reducing the moment of inertia due to the alternating loads acting on the slabs by the alternating and integral structure of the girders.
According to the present invention, it is possible to prevent accidents due to collapse of the torsion bar, to secure the structural stability of the bridge, and to reduce the bending moments and the momentum acting on the alternate right angles. Thereby realizing a stable and improved composite ramshaft structure.
1 is a view showing a general ramen bridge structure and moment diagrams
2 is a flowchart showing the construction procedure of the present invention
Fig. 3 is a three-dimensional view showing a state in which an alternation is installed in the construction sequence of the present invention
3A is a three-dimensional view showing a state in which a precast T type girder is alternately installed in the construction sequence of the present invention
3B is a perspective view showing a three-dimensional view showing a state in which a fixing block is installed on a pre-cast T type girder in the construction sequence of the present invention
Fig. 3c is a diagram showing a three-dimensional figure in a state in which a slab concrete is placed in a pre-cast T type girder in the construction procedure of the present invention
4 is a perspective view of a precast girder according to the present invention,
5 is a front view of a synthetic ramen bridge according to the present invention
6 is an enlarged view of part A in Fig. 5
7 is a view showing a first embodiment of a fixing block according to the present invention,
(A) is a three-dimensional diagram
(B) is a three-dimensional diagram
(C) is a cross-section in which the components are combined
8 is a view showing a fixing block according to a second embodiment of the present invention,
(A) is a three-dimensional diagram
(B) is a front section
(C) is a side sectional view
9 is a view showing an example of an upper portion of a bridge to which a precast T type girder is applied in the present invention
10 is a view showing an example of an upper portion of a bridge to which a precast T type girder is applied in the present invention
The features and advantages of the present invention will become more apparent from the following detailed description of the present invention when taken in conjunction with the accompanying drawings.
Before describing various embodiments of the present invention in detail, the application is not limited to the detailed description of the constitution and arrangement of the constituent elements described in the following detailed description or the drawings. The invention may be embodied and carried out in other embodiments and carried out in various ways. Also, the expressions and predicates used in connection with terms such as device or element orientation and position, etc. are used merely to simplify the description of the present invention and do not indicate or imply that the associated device or element should have a particular orientation. Furthermore, terms such as " first ", "second" are used in this specification and the appended claims for the purpose of description and are not intended to indicate or imply its relative importance or purpose.
In addition, terms and words used in the present specification and claims should not be construed to be limited to ordinary or dictionary meanings, and the inventor should appropriately define the concept of the term to describe its invention in the best way. The present invention should be construed as meaning and concept consistent with the technical idea of the present invention.
It is to be understood that both the foregoing general description and the following detailed description of the present invention are exemplary and explanatory only and are not restrictive of the invention, It should be understood that there may be many equivalents and variations.
Therefore, it is intended that the present invention covers the modifications and variations of this invention provided they come within the scope of the appended claims and their equivalents. Various modifications and changes may be made in the present invention.
Hereinafter, embodiments of the present invention will be described.
2 to 9 are views related to the embodiment of the present invention. Fig. 2 is a flowchart showing the construction procedure of the present invention, and Figs. 3 to 3d show a three-dimensional diagram showing a bridge state according to a construction sequence.
As shown in this figure, the construction method of the present invention includes a first step of constructing an alternation 10, 10a in which an anchor 20, 20a to which a PS strand W is fixed and a sheath pipe 30, 30a are embedded, (S100);
A second step (S200) of manufacturing a precast girder (40) having inclined surfaces (400, 400a) inclined at 45 degrees at both ends thereof;
A third step (S300) of mounting the precast girder (40) at the top of the alternation (10, 10a) with a crane;
The anchors 20 and 20a of the alternation 10 and 10a and the sheath pipes 30 and 30a and the fixation blocks 50 and 50a are fixed to the inclined surfaces 400 and 400a of the pre- A fourth step (S400) of inserting and tightening the PS stranded wires (W, Wa) into the block (50) to integrate the alternation (10, 10a) and the precast girder (40);
A fifth step (S500) of placing reinforcing bars (not shown) on the precast reinforcing girders 40 where the PS strands W and Wa are strained;
A sixth step S600 of casting the concrete to be the upper slab 60 on the precast girder 40 reinforced with reinforcing bars and a seventh step S700 curing the poured concrete.
In the first step S100, the anchors 20 and 20a, to which the PS strand W is fixed on the sides of the alternation 10 and 10a, And the sheath pipes 30 and 30a are buried. According to the characteristic construction method and structure of the present invention, the anchors 20 and 20a and the sheath pipes 30 and 30a are inclined at an angle of 45 °.
The alternating sections 10 and 10a have vertical walls 101 and 101a formed at both fixed ends 100 and 100a fixed to the ground with foundation work as in the conventional structure and the upper ends of the vertical walls 101 and 101a The stationary portions 102 and 102a on which the precast girder 40 is placed are formed. Fixing grooves 103 and 103a are formed on the upper surfaces of the fixing portions 102 and 102a and fixing grooves 103 and 103a through which concrete poured into the upper surface of the fixing grooves 103 and 103a are tightly joined to the concrete forming the slabs 60, .
In the second step (S200), the precast girder (40) is manufactured by installing the system formwork and the hull in the field site site.
4, the precast girder 40 has a T-shaped cross section formed by the horizontal portion 401 and the vertical portion 402, and the both ends of the pre-cast girder 40 are integrally formed with the alternating portions 10, The inclined surfaces 400 and 400a inclined at 45 degrees from the horizontal portion 401 are formed.
The bottom surfaces 403 and 403a of the slopes 400 and 400a and the bottom surface 404 of the vertical portion 402 form the same horizontal surface.
The inclined surfaces 400 and 400a are used as a fixing stage for strongly tying the formwork and the right angles and alternations when the right corner concrete is poured and the precast girder 40 is mounted on the shifts 10 and 10a using a crane It prevents the evangelism.
In a third step S300, the precast girder 40 is mounted on the upper portion of the shift 10, 10a by a crane.
In the fourth step S400, the fixing block 50 is installed on the inclined surfaces 400 and 400a of the pre-cast girder 40 and the anchors 20 and 20a of the alternation 10 and 10a and the sheath tube 30 10a and the precast girder 40 by connecting the PS strands W and Wa to the fixing blocks 30a and 30a and the fixing block 50 to tighten them.
The connection of the PS stranded wires W is performed by fixing the PS stranded wires W to the anchors 20 and 20a of the alternating circuits 10 and 10a and then inserting the PS stranded wires W into the sheath tubes 30 and 30a previously embedded in alternation And is connected to a fixing block 50 provided on the inclined surfaces 400 and 400a of the precast girder 40 to perform a tensioning operation in the fixing block 50. [ At this time, the PS stranded wire W is installed in a straight line at an angle inclined at 45 degrees by the fixing block 50 and the anchors 20 and 20a provided at an inclination of about 45 degrees.
The tension generated in the PS strand (W) by this tensioning work is resistant to the moment of the right edge.
The fixing block 50 may be integrally formed with the precast girder 40 when the precast girder 40 is manufactured in the second step.
FIGS. 7 and 8 show a specific embodiment of the fusing block 50. FIG.
Referring to this figure, the fusing block 50 comprises a first fusing block 51 or a second fusing block 52 according to the operating conditions.
The first fixing block 51 is composed of a first body 510 and a first pressing member 511.
The first main body 510 is formed with an inner circumferential surface 513 which forms a circumferential space gradually narrowing from an opening 512 of an open space having an inner diameter larger than the diameter of the PS strand W, The first through hole 514 is formed and the PS stranded wire W is inserted.
The first pressing member 511 includes an outer circumferential surface 515 formed of three divided pieces divided into circumferential portions and contacting the inner circumferential surface 513 of the first main body 510 and an outer circumferential surface 515 contacting the outer circumferential surface of the PS stranded wire W Is inserted into the inclined inner circumferential surface 513 together with the PS stranded wire W inserted into the inner circumferential surface 513 of the first main body 510 and the first through hole 514 and moving in the axial direction with the inner circumferential surface 516 And is in close contact with the PS stranded wire (W).
The first fixing block is configured such that when the PS strand W exposed by the first through hole 514 of the first main body 510 is pulled by the tension device installed in the field, the first pressing member 511 is inclined, (513) and tightened to fix the PS stranded wire (W) in a tensioned state.
The second fixing block 52 is composed of a second body 520, a second pressing member 521, and a pressing plate 522.
The second main body 520 is provided with a second through hole 523 having an inner diameter larger than the diameter of the PS stranded wire W and a screw hole 524 penetrating from the outer circumferential surface toward the axial center, The PS stranded wire W is inserted through the through hole 523.
The second pressing member 521 is bolted to press the PS stranded wire W inserted into the second through hole 523 while being fastened to the screw hole 524 of the second body 520.
The press plate 522 is interposed between the PS strand W inserted in the second through hole 523 and the second press member 521 to improve the contact surface pressure of the second press member 521.
In the fifth step S500, reinforcing rods (not shown) are placed on top of the precast girders 40 tied to the alternation 10, 10a while the PS strands W and Wa are strained.
In a sixth step S600, concrete for forming the upper slab 60 and the right-angled portion is laid on the precast girder 40 on which the reinforcing bars are laid.
In the present invention, the inclined surfaces 400 and 400a are formed on both sides of the girder 40, so that there is an advantage that the poured concrete does not flow even if a separate formwork and a tile supporting the formwork are not installed in the corresponding portion.
The seventh step S700 is a step of curing the poured concrete.
In the curing step, in order to prevent cracks and enhancement of strength in a state where the concrete is poured, it is possible to apply water to the surface or spray the surface of the concrete to prevent freezing so as not to lose moisture.
Fig. 9 shows the upper end of the slab in the embodiment in which the precast girder described above is made of the T-type structure, and Fig. 10 shows the state in which the precast T-type girder is applied as another embodiment.
10, 10a: Alternating 20, 20a: Anchor
30, 30a Sheath tube 40: Precast girder
50: Fixing block 51: First fixing block
52: second fixing block 60: slab
400, 400a: slope surface 401: horizontal portion
402: vertical portion 403: bottom surface
404: bottom surface 510: first body
511: first pressing member 512: inlet
513: inner peripheral surface 514: first through hole
515: outer peripheral surface 516: inner peripheral surface
520: second body 521: second pressing member
522: compression member 523: second through hole
524: Spinner W: PS Strand
Claims (4)
A second stage (S200) of producing a T-type or an inverted T-type girder as a precast girder (Precast: PC) having inclined surfaces inclined at 45 ° at both ends;
A third step (S300) of mounting the precast girder at the top of the alternation with a crane;
A fourth step of installing a fixing block on the inclined surface of the pre-casted girder and inserting and tightening the PS stranded wire into the fixing block of the alternating PS strand anchor, the sheath pipe and the precast girder to integrate the alternating and pre- S400);
A fifth step (S500) of placing reinforcing bars on the precast reinforced concrete girders of the PS strands;
A sixth step (S600) of placing concrete to be the upper slab on the precast girder on which the reinforcing bars are laid; And
A seventh step (S700) of curing the poured concrete;
The method comprising the steps of:
The fixing block includes:
A first main body in which an inclined inner circumferential surface forming a circumferential space gradually narrowing from an inlet of an open space having an inner diameter larger than a diameter of the PS strand is formed and in which a first through hole is formed from the inner circumferential surface to insert a PS strand, ;
A PS strand which is formed as a circumferential parted body and contacts an inclined inner circumferential surface of the first body and an outer circumferential surface which contacts the outer circumferential surface of the PS strand and which is inserted into the first through hole of the first body and moves in the axial direction, A first fixing block composed of at least two pressing pieces which are inserted into the inclined inner circumferential surface and brought into close contact with the PS stranded wire;
The present invention relates to a pre-cast T-type modular composite raymond brick constructed by a pre-cast T-type modular synthetic ramen bridge construction method.
The fixing block includes:
A second body having a second through hole having an inner diameter larger than the diameter of the PS strand, a second body having a screw hole penetrating from the outer circumferential surface toward the axial center,
A second fixing block composed of a pressing member which is fastened to the screw hole of the second body and presses the PS stranded wire inserted into the second through hole;
The present invention relates to a pre-cast T-type modular composite raymond brick constructed by a pre-cast T-type modular synthetic ramen bridge construction method.
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| KR1020150174880A KR101664997B1 (en) | 2015-12-09 | 2015-12-09 | Constructing method of precast T type modular composite rahmen bridge and composite rahmen bridge constructed by the same, and construction thing therefor |
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Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| KR101902785B1 (en) * | 2017-08-29 | 2018-10-01 | 정병목 | Hunch removal type rahmen structure and construction method |
| KR102313351B1 (en) * | 2021-01-18 | 2021-10-15 | (주)상보 | Rahmen bridge using composite girder with concrete girders at both ends and construction method thereof |
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| JPH06117054A (en) * | 1992-10-09 | 1994-04-26 | Mitsubishi Kasei Corp | Tensely fixing method of tension material made of frp |
| JP2003261909A (en) * | 2002-03-07 | 2003-09-19 | Ishikawajima Harima Heavy Ind Co Ltd | Method for reinforcing steel pier and reinforcing structure |
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| KR20120070120A (en) * | 2010-12-21 | 2012-06-29 | 최승희 | Rhamen bridge having prestressed concrete girder of arch-shaped and construction method thereof |
| KR20150037786A (en) | 2012-12-20 | 2015-04-08 | 우경기술주식회사 | Rahmen Bridge PSC girder and construction method thereof |
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2015
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| JPH06117054A (en) * | 1992-10-09 | 1994-04-26 | Mitsubishi Kasei Corp | Tensely fixing method of tension material made of frp |
| JP2003261909A (en) * | 2002-03-07 | 2003-09-19 | Ishikawajima Harima Heavy Ind Co Ltd | Method for reinforcing steel pier and reinforcing structure |
| JP2005061127A (en) * | 2003-08-18 | 2005-03-10 | Haneda Concrete Industrial Co Ltd | Concrete prefabricated frame structure |
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| KR20120070120A (en) * | 2010-12-21 | 2012-06-29 | 최승희 | Rhamen bridge having prestressed concrete girder of arch-shaped and construction method thereof |
| KR20150037786A (en) | 2012-12-20 | 2015-04-08 | 우경기술주식회사 | Rahmen Bridge PSC girder and construction method thereof |
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| Publication number | Priority date | Publication date | Assignee | Title |
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| KR101902785B1 (en) * | 2017-08-29 | 2018-10-01 | 정병목 | Hunch removal type rahmen structure and construction method |
| KR102313351B1 (en) * | 2021-01-18 | 2021-10-15 | (주)상보 | Rahmen bridge using composite girder with concrete girders at both ends and construction method thereof |
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