KR20170043222A - Manufacturing method of precast P.S composite girder using support devices with ability of height adjustment - Google Patents

Manufacturing method of precast P.S composite girder using support devices with ability of height adjustment Download PDF

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Publication number
KR20170043222A
KR20170043222A KR1020150142689A KR20150142689A KR20170043222A KR 20170043222 A KR20170043222 A KR 20170043222A KR 1020150142689 A KR1020150142689 A KR 1020150142689A KR 20150142689 A KR20150142689 A KR 20150142689A KR 20170043222 A KR20170043222 A KR 20170043222A
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KR
South Korea
Prior art keywords
steel
girder
vertical
precast
composite girder
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Application number
KR1020150142689A
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Korean (ko)
Inventor
구민세
박영희
구호원
Original Assignee
구민세
구호원
박영희
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Application filed by 구민세, 구호원, 박영희 filed Critical 구민세
Priority to KR1020150142689A priority Critical patent/KR20170043222A/en
Publication of KR20170043222A publication Critical patent/KR20170043222A/en

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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
    • 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
    • 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

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  • Engineering & Computer Science (AREA)
  • Architecture (AREA)
  • Civil Engineering (AREA)
  • Structural Engineering (AREA)
  • Bridges Or Land Bridges (AREA)

Abstract

The present invention relates to a method to manufacture a support device for manufacturing a precast P.S composite girder, capable of enabling easy assembly and disassembly and controlling a height in accordance with the height of a steel girder which changes depending on a span length of the precast P.S composite girder. As a P.S composite girder is placed on a steel floor plate on a floor plate support to be manufactured, the present invention is capable of simplifying the structure of a support device and easily disassembling the support device, thereby improving safety and economic feasibility. Moreover, the present invention is capable of reducing materials and enabling quick construction by quickly moving the disassembled support device to the next manufacturing position, and also, the present invention is capable of completing the precast P.S composite girder by fixing and settling the composite girder by tensing a tensile member in the manufacturing position without movement by heavy equipment.

Description

[0001] The present invention relates to a method of manufacturing a precasted P.S prestressed steel composite girder in the form of a support which is supported by means of a height-

The present invention relates to a pre-cast PS steel composite girder which is a kind of precast PS girder and which can easily be assembled and disassembled for the production of precast PS steel composite girders and the height (size) of the steel girders can be adjusted And a manufacturing method of a designed branch part production base

The precast P.S steel composite girders so far have been of the type in which the P.S steel composite girders are hung from the upper part of the fulcrum. This method is a type in which the loads of the girders and the formwork are supported in the opposite direction of gravity at the upper portion of the production stand and the loads are transmitted to the ground again. The manufacturing method according to the present invention is designed such that the load caused by the girder and the form is transmitted directly to the ground in the gravity direction in a form in which the precast P.S steel composite girder manufactured in the bottom plate support of the production stand is supported. Therefore, the structure of the fabrication stand becomes simple, and it is possible to design the fabrication stand to be easily disassembled except for the bottom plate support for the girder support. Thus, the recycling of disassembled fabrics can be done quickly

Patent Registration No. 10-0541965 Patent Registration No. 10-0547619

So far, precast P.S steel composite girders are manufactured in such a way that the girders hang on the upper part of the fuselage. Therefore, before the manufactured girder is moved by the crane, it is impossible to dismantle the fascia part. In addition, the fuselage section is rigidly ground-based and is designed to continuously produce girders in the same location. Therefore, it is inevitable to move the girder manufactured using the crane. This method is structurally complicated because the weight of concrete composite girder casing concrete acting during construction is in the form of a hanging form in which the weight is transferred to the ground again in the direction opposite to gravity. Here, the precast P.S steel composite girder refers to the girder manufactured on the ground, and the steel composite girder refers to the state before tensile stress is introduced into the tensile material. In the present invention, since the load is applied in the direction of gravity by using a work platform in which the load by the girder and the form is supported on the bottom plate support, the assembly and disassembly of the work structure can be simplified. In addition, it can be designed to have the function of a height that can be adjusted according to the height of the steel girder. It is designed to dismantle the workbench except for the bottom plate supporting the girder. Also, since the fabricated girder is left in the fabricated position, the movement of the fabricated girder using the crane is unnecessary. The pre-cast P.S steel composite girder can be completed by tensioning without moving the girder at the place where it is manufactured. Therefore, safety and economical efficiency can be improved and rapid construction is possible

In the present invention, in order to solve the problems of the prefabricated PS steel composite girder of the existing hanging type, the load of the composite girder and the form is directly transferred to the bottom plate support, have. The first step for manufacturing the precast PS steel composite girder according to the present invention is to form a form in which the steel girder is supported at the upper portion of the worktable and the steel girder lower flange is surrounded by the height of the steel girder Installed in all sections and cast casing concrete. The girder thus produced is called a steel composite girder. The second step is to demold the formwork of the entire girder except the steel deck installed inside the building. In the third step, another support for installing the hydraulic jacks is provided on the left and right of the fuselage section, and a steel plate reinforced with a reinforcing material is disposed on the casing in order to disperse stress concentration due to direct contact of the head of the hydraulic jack installed on the fuselage with the lower portion of the casing concrete. It is installed between the lower part of concrete and the contact part of the hydraulic jack. Here, the lifting force of all hydraulic jacks installed on the left and right sides of the spigot part should be matched to the weight of the steel girder and casing concrete. The reason for installing the hydraulic jack is to provide an upward force that can offset the downward force caused by the steel girder and the casing concrete to the bolts installed on the vertical members since the steel girder is suspended after the branch part manufacturing assembly is assembled. Therefore, the upward force as much as the weight of the steel girder and the casing concrete is operated by using the hydraulic jack, so that the disassembly of the bolt becomes easy. If the lifting force of the hydraulic jack is larger than the self weight of the steel girder and the casing concrete, a force as large as the force acts on the connecting bolt, so that it may become difficult to disassemble the bolt. The weight of the steel girder and the casing concrete acts on the connecting bolt between the vertical member having the vertical stiffener 203 and the height adjustable vertical member combined with the horizontal supporting plate. The mold for casting the lower casing concrete is to be demolded about 3 days after installation. Since the weight of the form is installed and demolded again, it can be neglected in the calculation of lift force for the hydraulic jack. The compressive stress applied to the casing concrete by the hydraulic jack for the manufacture of the fuselage after demolishing the form is insignificant compared with the allowable stress due to form removal and the compressive stress generated at the center of the composite girder due to the upward force is less than the allowable stress. Therefore, it is possible to safely dismantle the production line at the same time as demolishing the formwork. In the fourth stage, a control rod is used to control the horizontal displacement of the workbench with an upward force corresponding to the load of the steel girder using a hydraulic jack, a connection bolt and a horizontal support plate of a vertical member having a steel bottom plate and a vertical stiffener installed on the bottom plate base And the bolts connecting vertical members with adjustable height and vertical members with vertical stiffeners are disassembled. In the fifth stage, with the elevation force of the hydraulic jack maintained, dismantle the production base of the branch excluding the bottom plate. Then, the tensile material is tensioned at that position to introduce the compressive force, so that the precast P.S steel composite girder is completed. The precast P.S steel composite girder manufactured in this way is stuck at the position where it is manufactured, and the disassembled workbench, formwork, and hydraulic jack are moved to the next production site and assembled to improve the speed and economy of construction

The present invention is designed to support the precast P.S steel composite girder on the bottom plate support, thus simplifying the construction of the structure. In addition, since the vertical member combined with the horizontal support plate, which is the upper structure of the production stand, can be adjusted in height, it can be applied to various types of steel girders that vary according to the span of the precast PS steel composite girder, and the assembly can be easily assembled and disassembled . Manufactured precast P.S Steel composite girder is located at the position where it is made without moving, so heavy equipment for girder movement in the existing method is unnecessary. Since the dismantled spigot part stand is directly put into the next production position except for the bottom plate stand, the production speed and economy are secured. If the construction is done with three sets of spigot parts and formwork, it is possible to produce one precast steel composite girder every day. However, the demolding of the form is carried out 3 days after the casting of concrete

1 is a conceptual diagram of a state in which a precast PS steel composite girder according to the patent document is suspended on an upper part of the fascia producing stand 100.
Fig. 2 is a flowchart showing the production process of a precast PS steel composite girder according to the present invention. Since the precast PS steel composite girder is supported on two points and is symmetrical, the description of Fig. 2A shows a state in which a steel girder is placed on a vertical member 202 having a vertical stiffener 203 and a horizontal support plate 207 as one fulcrum member production stand. The horizontal support plate 207 is connected to the vertical member 210 for height adjustment and a connection bolt 213 for connection with the vertical member 202 having the vertical stiffener 203 is shown. FIG. 2B shows a vertical structure 210, which is coupled with the horizontal support plate 207, when the height of the steel girder is higher by Δ (209) than in FIG. (203). FIG. 2C shows a tensile material or sheath tube 214 for the introduction of compressive force by placing the casing concrete 208 in the state of FIG. 2A and pulling the casing concrete. FIG. 2d shows another support 216 installed on the left and right of the bottom plate support 206 of the fulcrum part fabricating stand to apply an upward force corresponding to the self weight of the casing concrete and the downwardly acting steel girder for easy disassembly of the fulcrum assembly, And a hydraulic jack 217 provided between the steel plate 218 for dispersing the stress acting on the casing concrete 208 and a state in which all of the connection bolts are disassembled in a state where a lift force is applied by the hydraulic jack. 2E is a side view of a vertical member 202 having vertical stiffeners 203 and a vertical stiffener 202 having a vertical stiffener 211 and a vertical stiffener 202. The horizontal stiffener 203 has a vertical stiffener 203, And a bolt hole 211 for bolt connection with a vertical member coupled with the horizontal support plate. FIG. 2F shows a state in which after removing the form, the fulcrum assembly base except for the bottom plate support 206 is disassembled and the composite steel girder is placed on the bottom plate support 206. FIG. At this time, the pedestal 216, the hydraulic jack 217, and the steel plate 218, which are installed on the left and right sides of the bottom plate support, are removed. In this state, when the steel material is pulled and fixed and fixed, a precast PS steel composite girder is completed.
3 shows a state in which the steel composite girder is placed on the bottom plate support 206

Hereinafter, embodiments of the present invention will be described in detail with reference to the accompanying drawings. The embodiments to be described below are described by way of example so that those skilled in the art will be able to fully understand the contents of the present invention to those skilled in the art. The present invention is not limited to the embodiments described below and may be embodied in other forms. In order to clearly explain the present invention, parts not related to the description are omitted in the drawings, and the width, length, thickness, etc. of the components in the drawings may be exaggerated for convenience. Like numbers refer to like elements throughout the specification. For reference, the precast PS steel composite girder in this specification means a girder in which a compressive force is prestressed by using a tensile material to a steel girder 200 and a lower casing concrete 208 placed under the girder, The girder 212 is in a state before the compression force is introduced. This process is of course done on the ground. In the first step (FIG. 2A) for achieving the object of the present invention, a horizontal support plate 207 connected to a vertical member having a vertical stiffener at a predetermined distance inward from both ends of the precast steel composite girder 212 to be manufactured, And the lower casing concrete is assembled so as to be poured into the steel bottom plate 204. As shown in FIG. Wherein the assembly comprises a vertical member 202 having a bottom plate steel 204 and a vertical stiffener 203 and a bolt connection of the vertical member 202 with the vertical stiffener 203, And a bolt connection 213 with a vertical member 210 capable of adjusting the height of the girder. Secondly, concrete is poured into the casing concrete form 215 in a state where a tensile material or a sheath pipe 214 for introducing a compressive force to be installed is installed in the fabricated assembly as shown in FIG. 2C. Of course, the casing concrete 208 of the steel girder inside the fuselage manufacturing base and the lower flange of the steel girder of the other section are simultaneously poured. Here, the form of the section except for the formwork installed inside the façade part manufacturing stand is suspended from the upper flange of the steel girder. The third step is to demold the remaining part of the formwork except for the molds inside the building. In the fourth stage, another support 216 installed on the left and right of the bottom plate support 206 is installed, a hydraulic jack 217 is installed between the reinforced steel plates 218 installed under the casing concrete, The upward force which can cancel the downward force due to the self weight of the girder and the casing concrete is applied. Dismantle all the bolts in the fuselage section while maintaining the upward force. A picture of this state is shown in Figure 2D. Fifthly, there is shown a front view of the state in which the fascia workbench except for the bottom plate fuselage is disassembled and the steel composite girder 212 is placed on the bottom plate fuselage 206 as shown in Fig. 2f. As a final step, the pre-cast P.S steel composite girder is completed because the tension is applied to the tensile material and fixed and fixed at both ends of the steel composite girder

100: Branch office production stand
200: Steel girder
201: control rod for controlling the horizontal displacement of the fabric to the vertical member
202: vertical member with vertical stiffener
203: vertical stiffener
204: Steel floor plate used as a deck for molding concrete for casing casing inside the fuselage manufacturing base
205: connecting bolt of a vertical member 202 having a steel bottom plate and a vertical stiffener 203
206: Floor plate base
207: Horizontal support plate supporting upper flange of steel girder combined with height-adjustable vertical member
208: casing concrete
209: Increase in height of steel girder
210: vertical member combined with horizontal support plate 207, vertical member capable of adjusting the height of the rigid member
211: a groove for opening the upper part of the vertical member for installing the control rod for controlling the horizontal displacement of the fabrication stand
212: State that the steel girder is combined with the lower casing concrete and converted into the steel composite girder because the casing concrete is poured.
213: a bolt connecting the height-adjustable vertical member 210 coupled with the horizontal support plate and the vertical member 202 having a vertical stiffener
214: tensile material or sheath tube for prestressing
215: Formwork of casing concrete
216: Separately installed supports on the left and right sides of the floor plate support for hydraulic jack mounting
217: Hydraulic Jack
218: Steel plate for dispersing stress concentration by hydraulic jack

Claims (6)

Precast PS steel The composite girder is combined with a vertical member with vertical stiffener and a horizontal support plate which can be adjusted according to the height of the steel girder to be mounted on the bottom plate base, A method of manufacturing a fulcrum having a feature formed by bolting of a vertical member having a vertical stiffener and a steel bottom plate provided on a bottom plate support capable of receiving a precast PS steel composite girder        In connection with vertical members in combination with horizontal support plates in Par 1 and vertical members with vertical stiffeners that can be fitted to the height of the steel girder, Hydraulic jack is mounted between another support installed on the left and right side of the floor plate support of the branch part manufacturing base and the steel plate installed on the lower part of casing concrete, and the downward force transmitted to the horizontal support plate is applied to the hydraulic jack by the weight of the steel girder and casing concrete. Disassembly of the control rod with the upward force that can cancel it, disassembly of the bolt connection between the vertical member having the vertical stiffener and the steel deck, and disassembly of the bolt connection between the vertical member capable of adjusting the height, Dismantling method of fuselage fabrication unit with characteristics of disassembly The assembly of the fascia part with the feature that the control rod is easy to disassemble to control the horizontal displacement of the fascia part at the upper part of the vertical part with vertical stiffener The steel composite girder manufactured in Par 1 is tensioned and fixed at the position where it is manufactured without moving. Therefore, the precast P.S steel composite girder is completed. A manufacturing method having a feature of facilitating the assembly and disassembly of a workbench by positioning the workbench inward by a predetermined length from both ends of a steel girder resting on a horizontal support plate combined with a vertical member capable of height adjustment
KR1020150142689A 2015-10-13 2015-10-13 Manufacturing method of precast P.S composite girder using support devices with ability of height adjustment KR20170043222A (en)

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KR1020150142689A KR20170043222A (en) 2015-10-13 2015-10-13 Manufacturing method of precast P.S composite girder using support devices with ability of height adjustment

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KR1020150142689A KR20170043222A (en) 2015-10-13 2015-10-13 Manufacturing method of precast P.S composite girder using support devices with ability of height adjustment

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Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR102468194B1 (en) * 2021-12-07 2022-11-16 엘에스알스코 주식회사 Prestressed steel composite girder bridge and constrction method thereof

Cited By (1)

* Cited by examiner, † Cited by third party
Publication number Priority date Publication date Assignee Title
KR102468194B1 (en) * 2021-12-07 2022-11-16 엘에스알스코 주식회사 Prestressed steel composite girder bridge and constrction method thereof

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