WO2018199528A1 - Poutre en béton précontraint - Google Patents

Poutre en béton précontraint Download PDF

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Publication number
WO2018199528A1
WO2018199528A1 PCT/KR2018/004413 KR2018004413W WO2018199528A1 WO 2018199528 A1 WO2018199528 A1 WO 2018199528A1 KR 2018004413 W KR2018004413 W KR 2018004413W WO 2018199528 A1 WO2018199528 A1 WO 2018199528A1
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Prior art keywords
girder
tension
pair
abdomen
main body
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PCT/KR2018/004413
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English (en)
Korean (ko)
Inventor
안정생
김경원
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Bridgeone E&c Co Ltd
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Bridgeone E&c Co Ltd
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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
    • E01D2/02—Bridges characterised by the cross-section of their bearing spanning structure of the I-girder type
    • 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

Definitions

  • the present invention relates to prestressed concrete girders that are widely used in the composite girder bridge method (referred to as "PSC") girders, more specifically, the shape of the girders to minimize the weight of the girders by reducing the thickness of the girder
  • the present invention relates to prestressed concrete girders, which have been optimized for the arrangement and settlement of tension members.
  • Precast prestressed concrete girders are constructed on the ground, and they are constructed on the substructures such as bridges and shifts, and the deck slabs are constructed on them.
  • the PSC type I girder (beam) composed of the upper flange, the lower flange and the abdomen is the most commonly used type, and there are pretension and posttension methods in the prestress introduction method. Since they are manufactured in the field, most of them use post-tension method.
  • the strands are individually arranged on the abdomen of the I-girder, but in the post-tension method, the thickness of the abdomen is greater than that of the pretension method because the sheath is arranged in the abdomen to form a duct in which the strand bundle is installed. Thickening Since the abdomen of Type I girders shares most of the shear force on the girders, the thickness should be determined by considering the shear force resistance as well as the placement of tension members.
  • FIG. 1A and 1B are typical post-tension PSC type I girder shapes.
  • FIG. 1A is a perspective view and FIG. 1B is a sectional view.
  • PSC Type I girders consist of an I-shaped section consisting of an upper flange and a lower flange, and a thin abdomen connecting the two, except for both ends of the girder (see cross-section BB in FIG. 1 (b)).
  • the cross section of an I-girder refers to this cross section.
  • the cross section must be enlarged at the end of the girder because the anchorage must be installed at the end of the girder. Both ends of the PSC type I girder of FIG.
  • the right end is a shape that is made of a nearly rectangular shape by increasing the thickness of the abdomen and is most commonly used.
  • the section in which this cross-sectional shape persists is usually called an end block.
  • the edge section is a section that gradually changes to an I-shaped cross section from the end block toward the center of the girder.
  • the end block and edge section sections are generally designed so that the sum of the two sections has a predetermined length so as to alleviate the stress concentration caused by the settlement of tension members and to effectively resist the increasing shear force toward the end of the girder, but the length occupies the entire girder The ratio of is small.
  • Figure 2 is a PSC type I girder cross section is one of the optimized cross-sectional shape has been used recently, the width of the flange is larger than the past and the thickness is thinner form. 2 shows the main reinforcing bars arranged in the cross-section together with the shear reinforcing bars (stirrup) and also shows how the sheath is arranged.
  • the abdominal thickness of PSC type I girder has been mainly used for pretensioning 180mm and 200mm for posttensioning.
  • the abdominal thickness of 200mm is used regardless of prestressing.
  • the thinner the abdominal thickness the better the structural efficiency.
  • the abdominal thickness was reduced to 150 mm in the pretension method, and the abdominal thickness was reduced to 180 mm in the post tension method.
  • the size of the sheath through the abdomen must be reduced to minimize the thickness of the abdomen. As the size of the sheath decreases, the number of sheaths that can be accommodated increases, thereby increasing the number of sheaths.
  • the method of reducing the abdominal thickness of type I girder is to reduce the thickness of the abdomen by easing the concrete covering regulations of the stirrups and tension materials (sheath) placed on the abdomen regardless of the prestressing method. The method has been mainly used.
  • the concrete bridge design standard of the road bridge design standard which defines the domestic bridge design, was originally based on the American design standard, AASHTO.
  • the recent road bridge design standard (2015) is based on the concrete bridge design standard in Europe.
  • the concrete cladding regulations have been strengthened significantly by changing to.
  • the concrete cladding regulations for reinforcing bars and prestressing tension members were strengthened, but new post-tension duct attachment rules were added.
  • the abdominal thickness of the type I girder was increased, and the abdominal thickness of the PSC type I girder, which was mainly 200 mm, was increased to 240 mm, seriously threatening the structural efficiency of the PSC type I girder. For this reason, measures to minimize the thickness of the abdomen of PSC type I girders have recently come to the fore.
  • Patent registration 10-1337330 shown in Figure 3 PSC beam with optimized abdominal cross section, a method of manufacturing the same and the bridge construction method using the same) and the section (L1, L2) and the tension member (sheath) is arranged in the abdomen in the longitudinal direction of the girder and By dividing all the tension material into the section (L3) that is disposed only in the lower flange, and gradually reducing the thickness of the abdomen from the end to the center portion, while reducing the thickness of the girder by minimizing the thickness of the abdomen of the section (L3) where the tension material is disposed only in the lower flange The method is presented.
  • FIG. 4 (a) is a conceptual diagram illustrating the limited range of the tension material downtown of the PSC girder limiting the tension material downtown (center of tension) where the concrete stress of the upper and lower girder does not exceed the allowable stress when the tension force is introduced and used in the simple beam structure The range is shown, and both upper and lower limits are parabolic convex down.
  • Figure 4 (b) is a post tension tension tension (sheath) method of placing the tension material in a parabolic form so that the center of the tension material is located within the limits of the center of the tension material, all the tension material is similar to the form of the limited range of the tension material downtown It has a simple parabolic shape with a maximum altitude at the end and a minimum altitude at the center.
  • the center of the tension member should be placed as close to the lower limit of the limit as possible to increase the length of the section through which the sheath passes only through the lower flange.
  • the problem is that the length of the lower limit of the tension limit downtown is less than the lower flange height, the length of the section is not very long, and if the girder is long, the number of sheaths increases (usually 5-6), in which case all sheaths Is virtually impossible to place on the lower flange.
  • the minimum thickness (165mm) and the minimum reinforcement of the abdomen of the road bridge design criteria were no consideration. Considering these points, the weight reduction effect is very limited.
  • the method such as the invention of FIG. 5 (a) cannot use the latest optimized type I cross-sectional shape.
  • the strand assembly requires a certain amount of space not only for the tension end but also for fixing the fixed end, the number of the strand assembly can be installed in the upper flange, but the number of the strands arranged in the upper flange is arranged in the lower flange. Since the height is very small compared to the athletes, the height to raise the center of the entire tension member by using the strand placed on the upper flange is very limited.
  • the center of the tension member disposed on the lower flange must be raised considerably. Therefore, the thickness of the lower flange has to be enlarged at a considerably long end section, and the width of the lower flange is large, thereby increasing the weight of the girder.
  • the strand assembly is expensive because it is difficult to manufacture, and it controls the phase stress at the end of the girder and does not contribute to the introduction of prestress in the lower part of the girder which determines the structural efficiency of the PSC. . Therefore, this method is suitable for PSC type I girders of the pretension type as shown in Fig. 5 (b).
  • a portion of the strands arranged in the lower flange at the girder can be debonded to reduce the effective instructor, so that the center of the tension member can be considerably raised at the ends even with a small number of strand assembly placed at the top. Because it can.
  • this method is based on the pretension method with debonding.
  • the pretension method was originally developed based on factory manufacturing. Due to the strict restrictions on road vehicles in Korea (total weight less than 40 tons), it is not possible to manufacture PSC type I girders (typically 50 to 150 tons) that weigh more than 40 tons of girders themselves.
  • the pretensioning method should be able to supply high-strength crude steel concrete, require a huge reaction table, and have a crane to be stationed during the manufacturing process.In spite of many advantages, it is rarely used in the manufacture of PSC type I girder for bridges in Korea. That's the way it is.
  • the present invention has been made to solve the above-mentioned problems of the background art, and the present invention, despite the reinforced concrete coating regulations of the revised road bridge design standard (2015), utilizes the latest advanced material technology to post-tension (post- By minimizing the abdominal thickness of the tension type PSC type I girder, it reduces the weight of the girder and reduces the number of sheaths. To provide prestressed concrete girders.
  • a central section having an I-shaped cross section including an upper flange, an abdomen, and a lower flange and being long in one direction;
  • a pair of edge face portions having an I-shaped cross section including an upper flange, an abdomen, and a lower flange, each extending from both ends of the central portion and increasing in thickness and extending in the extending direction of the lower flange;
  • a body made of reinforced concrete material comprising a pair of end blocks extending from each of the pair of edge faces;
  • the second tension material is forged to increase and the height from the highest point to the center of the center portion is arranged to decrease the forging, both ends are fixed to the upper portion of the pair of end blocks, respectively, in the tension force is applied;
  • a first sheath pipe for accommodating the first tension material
  • a prestressed concrete girder comprising a; a first fixing tool for fixing the first tension material and a second fixing tool for fixing the second tension material.
  • the present invention is in its second form
  • a central section having a box-shaped cross section including an upper flange, a pair of abdomen and a lower flange, and being long in one direction;
  • a pair of edge portions having a box-shaped cross section including an upper flange, a pair of abdomen and a lower flange, each extending from both ends of the central portion and increasing in thickness in the direction of extension of the lower flange;
  • a body made of reinforced concrete material comprising a pair of end blocks extending from each of the pair of edge faces;
  • the second tension material is forged to increase and the height from the highest point to the center of the center portion is arranged to decrease the forging, both ends are fixed to the upper portion of the pair of end blocks, respectively, in the tension force is applied;
  • a first sheath pipe for accommodating the first tension material
  • a prestressed concrete girder comprising a; a first fixing tool for fixing the first tension material and a second fixing tool for fixing the second tension material.
  • the third aspect of the present invention is that
  • a central portion having a U-shaped cross section including a pair of upper flanges and an abdomen, and a lower flange connecting the pair of abdomens to each other;
  • It has a U-shaped cross section including a pair of upper flanges and the abdomen, and a lower flange connecting the pair of abdomen with each other extending from both ends of the central portion and the thickness of the lower flange and the thickness of the abdomen increases as the direction extends. And a pair of side faces
  • a body made of reinforced concrete material comprising a pair of end blocks extending from each of the pair of edge faces;
  • the second tension material is forged to increase and the height from the highest point to the center of the center portion is arranged to decrease the forging, both ends are fixed to the upper portion of the pair of end blocks, respectively, in the tension force is applied;
  • a first sheath pipe for accommodating the first tension material
  • a prestressed concrete girder comprising a; a first fixing tool for fixing the first tension material and a second fixing tool for fixing the second tension material.
  • the height change of the upper portion of the lower flange of the side of the cross section is convex downward.
  • the downwardly convex curve has an arc shape with a constant radius of curvature.
  • the height change of the upper side of the lower flange of the edge portion may be configured in a straight shape.
  • Part of the second tension member is a coated stranded wire, and more preferably further includes a second sheath tube for accommodating the stranded stranded wire.
  • the shape of prestressed concrete girder and the arrangement and fixing method of tension members are improved, and the post-tension ( By minimizing the abdominal thickness of post-tension type PSC girders, it is possible to provide a PSC girder that maximizes structural efficiency and cost efficiency while reducing the weight of the girders and reducing the number of sheaths.
  • FIGS. 1A and 1B are respectively a perspective view and a cross-sectional view of a typical PSC type I girder of the prior art
  • Figure 2 is a cross-sectional view and a back view of a typical PSC type I girder.
  • FIG. 3 is a perspective view of a PSC type I girder for reducing abdominal thickness in a conventional multi-step manner.
  • Figure 4 (a) is a view for explaining the limitation range of the tension material downtown of the PSC girder having a simple beam structure (front view).
  • Figure 4 (b) is a view for explaining the arrangement method of the typical tension member in the post-tension method (front view).
  • Figure 5 (a) is a view of a conventional post-tension PSC type I girder to reduce the abdominal thickness.
  • Figure 5 (b) is a view of a conventional PSC type I girder reducing the abdominal thickness.
  • (B), (c), (d) is a front view, a plan view, and a sectional view for explaining the tension member arrangement of the prestressed concrete girder shown in FIG. 6 (a), respectively.
  • Figure 7 (a) and (b) is a view for explaining the spirit and principle of the tension member arrangement method of the present invention.
  • FIG. 8 is a view for explaining a process of calculating the lower limit of the city limits of the tension material of the present invention.
  • FIG. 9 is a view for explaining the stress distribution type of the lower edge of the PSC type I girder of the present invention.
  • (B), (c), (d) is a front view, a top view, and sectional drawing for demonstrating the tension material arrangement
  • (B), (c), (d) is a front view, a top view, and sectional drawing for demonstrating the tension material arrangement
  • FIG. 13A is a diagram for explaining the structure of a coated stranded wire
  • Figure 13 (b) is a view for explaining a method of using a coated strand as a second tension member of the PSC type I girder of the first aspect of the present invention.
  • Figure 15 is a perspective view for explaining an example of the various forms of the PSC type I girder end block and the anchorage installation method of the first aspect of the present invention.
  • Figure 16 is a perspective view for explaining the end-cutting form of the PSC type I girder and the anchorage installation method of the first form of the present invention.
  • Figure 17 (a) is a view for explaining a method for converting the cross section of the hollow box cross-section to the I-shaped cross-section of the same cross-sectional characteristics in the equations to define the limit of the center of the tension material through cutting and recombination.
  • Fig. 17 (b) is a view for explaining a method for converting a cross-sectional characteristic value into an I-shaped cross section in equations defining a restriction range of the tension center through cutting and recombination of the U-shaped cross section.
  • Figure 18 (a) is a perspective view of a prestressed concrete box girder according to one embodiment of the second aspect of the present invention.
  • (B), (c), (d) is a front view, a top view, and sectional drawing for demonstrating the tension material arrangement
  • Figure 19 (a) is a perspective view of a prestressed concrete U-shaped girder according to one embodiment of the third aspect of the present invention.
  • (B), (c), (d) is a front view, a top view, and sectional drawing for demonstrating the tension material arrangement
  • Figure 6 (b), (c), (d) is A front view, a plan view, a cross-sectional view
  • FIGS. 7A and 7B illustrate the tension member arrangement of the prestressed concrete girder shown in FIG. 6A, respectively.
  • FIG. 8 is a view for explaining a lower limit calculation process of the tension material downtown limit range of the present invention
  • Figure 9 is a view for explaining the stress distribution type of the lower edge of the PSC type I girder of the present invention
  • FIG. 12A is a front view, a plan view, a sectional view for explaining the tension member arrangement of the strut concrete girder
  • FIG. , (c) is a front view, a plan view, a cross-sectional view for explaining the tension member arrangement of the prestressed concrete girder shown in Fig. 12 (a), respectively
  • Fig. 13 (a) describes the structure of the coated steel wire 13
  • (b) is a view for explaining a method of using a coated strand as a second tension member of a PSC type I girder, which is the first form of the present invention
  • FIG 14 is an L as the first form of the present invention.
  • Figure 15 is the first type of PSC type girder end block of the present invention To explain an example of the various forms and installation of the anchorage Try.
  • Figure 16 is a perspective view for explaining the end-cutting form of the PSC type I girder and the fixing fixture installation method of the first embodiment of the present invention.
  • Prestressed concrete girder is a type I girder body 1, the first tensioning material 100, the second tensioning material 200, the first sheath pipe 150, the second sheath
  • the pipe 250 is configured to include a first fixing unit 310 and a second fixing unit 320.
  • the main body 1 is made of a reinforced concrete material and comprises a central portion 10, a pair of end face portions 20, a pair of end blocks 30, shown in Figure 6 (a) As described above, the end block 30, the end face portion 20, the center portion 10, the end face portion 20, and the end block 30 are disposed in this order.
  • the central portion 10 has an I-type cross section including an upper flange 11, an abdomen 12, and a lower flange 13 as in the DD cross section shown in FIG. 6D and is formed to be long in one direction. It is arranged at the center side of the main body 1 as an example.
  • the edge end portion 20 extends from both ends of the central portion 10, and the upper flange 21, the abdomen 22, the lower flange 23, as shown in the cross-sectional view BB shown in Figure 6 (d). It has a form including a and the thickness of the abdomen 22 and the lower flange 23 increases in the direction extending from the center portion, that is to say toward the end of the body (1).
  • the thickness of the lower flange 23 may be formed in various ways.
  • the lower flange 23 may be formed in a straight line, such as the lower flange 23a on the left end of FIG. 14. It may be configured in a curved shape like the lower lower flange (23b) (23a, 23b is a division for convenience of description), in this embodiment as shown in Figure 6 to the curved shape of the arc shape constant curvature radius To configure.
  • the first tension member 100 is disposed in the shape of a curve (parabola) at the edge end portion 20. (Typically, the tension member is disposed in the form of a parabola.) Since the first tension member 100 is disposed in the form of a curve, the first tension member 100 may be changed even when the thickness of the lower flange 23 of the edge portion 20 changes in a curved shape. Since it is possible to secure the concrete coating thickness of), it can be manufactured in a curved form.
  • the formwork of the girder is made of steel sheet, but in order to produce the lower flange 23 of the edge section 20 using a steel sheet pre-processed with a roller, the same curvature radius is produced when the arc shape is constant.
  • the upper flange of the lower flange 23 of the edge portion 20 may have an arc shape with a constant radius of curvature so that the manufacturing may be easily performed.
  • the end block 30 extends from the pair of end face portions 20 and is configured to have a pair, and may have various types of cross-sections.
  • the end face portion as shown in FIG. It is a shape in which the same cross section as the form of the end side of the main body 1 of the main body 20 is maintained.
  • the first tension member 100 is generally used as a configuration disposed in the lower portion of the end block 30, the end face portion 20 and the lower flanges 13 and 23 of the central portion 10 of the body (1).
  • Strands can be used.
  • SWPC7D ⁇ 15.2mm tensile strength of 2400MPa
  • SWPC7D ⁇ 15.2mm tensile strength of 2400MPa
  • the vertical arrangement of the first tension member 100 is the highest at both ends of the main body 1 and the lowest in the center, as shown in FIGS. 6B and 6D, whichever of the main body 1 is disposed
  • the altitude is gradually decreased in the end block and the end face section of the end portion of the end portion of the central portion 10, the altitude does not change, and is substantially symmetrically arranged with respect to the center of the body 1, and the tensile force is Both ends are fixed to the main body 1 by the first fixing holes 310 in the applied state. Since the first fixture 310 is generally used for prestressed concrete girder, further description thereof will be omitted.
  • the left and right direction arrangement of the first tension member 100 is spread from side to side in the end block 30 and the end surface portion 20 section as shown in (c) and (d) of FIG.
  • In the form of maintaining a constant interval in the girder width direction is arranged substantially symmetrical with respect to the center of the main body (1).
  • the arrangement of the first tensioning material 100 is illustrated by a blue line in FIG. 6 (b), and the arrangement of the first tension material 100 can also be confirmed in the cross-sectional view of FIG. 6 (d).
  • the first tension member 100 is installed in a state accommodated in the first sheath tube 150, and in the drawing, the first tension member 100 accommodated in the first sheath tube 150 and the first sheath tube 150. Is shown by one line, and is indicated by reference numeral 100 (150).
  • the second tension member 200 is the upper portion of the end block 30, the upper flange 21 or the abdomen 22 of the cross-sectional surface portion 20, the upper flange 11 of the central portion 10, the abdomen 12 or It is disposed over the lower flange 13 and is shown in red in the drawing for clear separation from the first tension member 100.
  • the second tension member 200 is a structure in which both ends are fixed to the main body 1 by the second fixing holes 320 in a state where a tensile force is applied, and is accommodated in the second sheath tube 250.
  • the second tension member 200 uses a stranded wire having a tensile strength of 2400 MPa class (SWPC7D ⁇ 15.2 mm), similar to the first tension member 100, and in some cases, an unattached strand may be used, which will be described later. do.
  • the arrangement of the second tension member 200 in the vertical direction is monotonically increased from the end of the main body 1 to the highest point P, which is one point near the boundary between the end face 20 and the center 10, and then the main body (from the highest point).
  • the forging is reduced to the center of 1), and in the present embodiment, the height is reached from the middle of the cross section 20 to the highest point P near the boundary between the cross section 20 and the center 10. While maintaining the height is configured to continue to go down the highest point (P) to the central portion of the main body (1).
  • FIG. 7 (a) and 7 (b) are views for explaining a method of arranging the first and second tension members 100 and 200, the shape of the main body 1 and the first tension member 100 and the second tension member. Since the arrangement form of 200 is symmetrical in the longitudinal direction with respect to the center of the main body 1, only half of the girder length is illustrated, and arbitrary ratios are used in the height and the longitudinal direction according to the position for convenience of illustration. The dotted lines in the figure indicate the upper ends of the lower flanges 13 and 23.
  • the first tension member 100 is arranged in a curved shape in which the altitude gradually decreases toward the center from the end of the girder in the section of the end block 30 and the edge section 20, and the lower flange 13 in the section of the central section 10. Are arranged in a straight line at a constant altitude.
  • a vertical line indicated by A in FIG. 7 (a) is a spaced altitude difference, which is the maximum value near the boundary between the edge end portion 20 and the center portion 10, and toward the end or the center of the main body 1 toward the center thereof. Its size gradually decreases.
  • the city center of the entire tension material rises up from the city center 101 of the first tension material, and the edge section 20 Since the separation altitude difference is the largest in the vicinity of the boundary of the central portion 10, the inner city 201 of the second tension member needs to be disposed highest in the vicinity of the boundary between the edge end portion 20 and the central portion 10.
  • a predetermined fixing area must be secured to the end surface of the main body 1, so that the fixing position of the second tension member 200 should be spaced apart from the upper end of the main body 1 by a predetermined distance. The requirements must also be met.
  • the second tension member 200 increases forging up to the highest point P, which is a point near the boundary between the edge end portion 20 and the central portion 10, and forgings from the highest point P to the center of the main body 1. It is arranged to reduce the most ideal arrangement is the highest point (P) near the boundary between the edge section 20 and the center portion 10 after reaching the maximum height within the edge section as shown in Fig. 7 (a) While maintaining the same height up to), to the center of the body (1) continues to be arranged so that the altitude decreases.
  • the center of the first tension member 101 at the end and the center of the main body 1 is not lower than the lower limit (LL). Since it is disposed above or very close to the end of the main body 1, even if the altitude of the second tension member 200 is lowered, the entire tension center is not lower than the lower limit LL of the tension center.
  • the second tension member 200 passes through the boundary between the edge end portion 20 and the center portion 10 so that the altitude decreases gradually to reach the lowest point from the center of the girder, thereby releasing the center. It is configured to have a parabolic shape that can contribute as much as possible to the introduction of compression prestress of lower smoke.
  • the arrangement method of the second tension member 200 is significantly different from that of the conventional tension member arrangement method having a simple parabolic form in which the altitude decreases gradually from the end to the center as shown in (b) of FIG. 4.
  • all the tension members start at the end of the girder and the elevation change to the center of the girder is monotone decreasing, whereas the elevation change of the second tension member 200 of the present invention is the main body.
  • (1) Begin at the end and monotonically increase to the boundary between the edge section 20 and the central section 10 and monotonically from the boundary between the edge section 20 and the center section 10 to the center of the body 1.
  • As a decreasing form it is a new idea that has not been found in the case of conventional PSC type I girder.
  • the lower limit of the tension limit downtown range is a case where a constant cross-sectional shape is maintained over the entire length of the girder.
  • the main body 1 of the present invention includes a cross-sectional surface portion 20 and the end block 30, so the cross-sectional shape is not constant, so it is necessary to examine this.
  • Equation a to d are equations defining the limits of tension centers.
  • Equations a and b determine the lower limit of the tension eccentric distance using equations obtained from the allowable stress conditions immediately after the introduction of prestress. The limit of the eccentric distance of the tension member is determined by equations b and d.
  • Figure 4 (a) is a representation of the form of the typical tension range limits defined by equations (b) and (d) when the cross-sectional shape is constant over the entire length of the girder, the lower limit (LL) shown in (a) of FIG. Also shown based on this.
  • the equations a and b that determine the lower limit are important, and the lower limit of the tension center is relatively higher among the curves obtained by equations a and b. Is located on the curve.
  • the present invention is an invention for maximizing the structural efficiency of the girder by minimizing the abdominal thickness of the girder (in this embodiment, the thickness of the abdomen 12 of the central portion 10) within the range that satisfies the road bridge design criteria. Reducing the thickness of the abdomen requires minimizing the number of tensions placed on the abdomen.
  • the tension member is disposed separately from the first tension member 100 and the second tension member 200.
  • the first tensioning member 100 is disposed in the lower portion of the end block 30, the end surface portion 20 and the lower flanges 13 and 23 of the central portion 10, it is not disposed in the abdomen.
  • the center of the first tension member 100 may be disposed below the lower limit of the center of the tension member. (Refer to (a) or (b) of FIG. 7)
  • the entire tension material is increased by increasing the city center 201 of the second tension material as much as possible.
  • the center of gravity is to be placed above the lower limit of the tension center.
  • the second tension member 200 is inevitably disposed in the abdomen 12 of the central portion 10 in some sections, the number of the strands used as the second tension member 200 is very important variable. Since the thickness of the abdomen 12 of the center portion 10 can be reduced only by the diameter of the second sheath tube 250, the number of the strands used as the second tension member 200 is better. In order to arrange a large number of strands while using the second sheath pipe 250 having a small diameter, the number of second sheath pipes 250 may be increased, but this may lead to an increase in the related construction cost. Ideally, only one) is used. Reducing the number of strands used as the second tension member 200 inevitably reduces the tension applied to the main body 1.
  • the first tension member 100 is disposed only on the lower flanges 13 and 23 having a thickness greater than that of the abdomen, and the meaning that the first tension member 100 is disposed on a relatively thick member is advantageous to secure a concrete coating thickness, so that the second sheath pipe 250 Compared to), a sheath having a large diameter may be used as the first sheath tube 150.
  • the diameter of the sheath tube increases, the number of lecturers that can be accommodated increases in proportion to the square of the diameter, so that the first sheath tube 150 increases the number of strands that can be accommodated by using a product having the maximum diameter within the allowable range. desirable.
  • Table 1 summarizes the design results of the design example according to the present invention and the control design example according to the existing method in a table for easy comparison.
  • Design example according to the present invention Contrast design example (existing modified PSC type I girder) Mold height [mm] Abdominal thickness [mm] Sheath number Weight [ton] Mold height [mm] Abdominal thickness [mm] Sheath number Weight [ton] 25 1,000 180 3 35 1,100 240 5 46 30 1,200 180 3 46 1,200 240 5 57 35 1,500 180 3 62 1,500 240 5 73 40 1,800 180 3 78 1,800 240 5 92 45 2,200 180 3 98 2,200 240 5 116 50 2,500 180 3 121 2,500 240 5 136 55 2,700 180 4 138 2,700 240 6 156
  • the design standard bridge summarized in the table is a four-week simple bridge with a width of 10.9m, the national standard bridge, and the design standard of 1st bridge was applied.
  • a 60 mm sheath (based on the inner diameter) was used as the second sheath tube 250.
  • the abdominal thickness of at least 240 mm is required for 80 mm sheaths that are commonly used in PSC type I girders due to the thickness of the coating covering more than the duct diameter (sheath pipe inner diameter) required by the Road Design Standard (2015). It is possible to design the abdominal thickness to 180mm.
  • the concrete cover thickness of reinforcing steel 40mm (environmental condition ED1, compressive strength 45MPa concrete), the sum of the diameter of 13mm of shear reinforcement steel (D13) and sheath thickness 2mm is 55mm, so even if 60mm sheath is used, Dominates the abdominal thickness.)
  • the second tension member 200 In order to maximize the role of the second tension member 200, it is necessary to reduce the total number of strands using high-strength strands, if possible, and designed using a strand of tensile strength of 2400 MPa (SWPC7D ⁇ 15.2 mm). ) As a sheath tube 150, a sheath tube of up to 100 mm diameter was used.
  • the girder concrete uses 45MPa of compressive strength to increase the girder performance. The higher the compressive strength of the concrete used, the higher the structural efficiency of the girder. The reason for limiting the compressive strength to 45MPa is that 45MPa concrete is the largest concrete compressive strength that can be supplied anywhere in the country.
  • the PSC type I girder of the present invention was able to accommodate both the first tension member 100 using only two sheaths, but there was a reason to reduce the total lecturer by using a high-strength strand, but the first tension member 100 had a lower flange ( This is because it can be designed using a sheath having a large diameter because only 13, 23) passes.
  • the curve labeled Type 1 is a flexural stress distribution when the ratio of the second tension member 200 to the total tension member is relatively large.
  • the compressive stress at the center of the girder dominates the stress design, and the curve labeled Type 2 is relative to Type 1
  • the compressive stress in the center portion 10 is substantially constant, and in this case, the stress at the center of the girder dominates the design.
  • the curve shown as type 3 is a bending stress distribution diagram when the ratio of the second tension member 200 is smaller than that of type 2, and the compressive stress at the edge section point (the boundary between the edge section section and the center section) is the largest and the stress here is stressed. Dominate the design.
  • Type 3 It is structurally efficient when designed as Type 1 and Type 2, but in Type 3, it can be said that it does not utilize the maximum performance of concrete because the compressive stress at the center is smaller than the allowable stress, and the structural efficiency is not good.
  • the efficiency of the PSC type I girder depends on the size of the compression prestress that is introduced at the lower edge of the girder at tension.
  • the amount of load that can be supported by the PSC girders because the tensile stress of parabolic shape (curve indicated by the dotted line in Fig.
  • the performance of the PSC girder is not fully utilized because it can only support the flexural tensile stress such as the curve indicated by the "small parabola" as the median. Therefore, the ratio of the second tension member 200 among the total tension members should be maintained at least to the extent shown in Type 2, and thus the number of the strands used as the second tension members should also increase as the total number of the strands arranged.
  • the control design example is a new type PSC type I girder bridge construction method which is known to have the largest number of bridge applications in Korea.
  • the comparative method uses a sheath of 80 mm, so the abdominal thickness is 240 mm.
  • the 80mm sheath tube is used in the abdomen because most of the sheath passes through the abdomen. When the 60mm sheath tube is placed to reduce the thickness of the abdomen, the number of sheaths increases exponentially and the sheath increases.
  • the girder designed according to the present invention is significantly reduced in weight (11% to 24%) compared to the girder designed according to the control design, it can be seen that the number of sheath pipes used is also reduced.
  • the reduction in the number of sheaths has the effect of reducing the cost due to the reduction of tension work as well as reducing the loss of tension due to elastic shortening during tension.
  • the total number of strands used is not directly comparable due to different tensile strength grades of strands used, they are not shown in Table 1, but are estimated to decrease by the weight reduction of the girder at full load.
  • FIG. 6 is a diagram illustrating a method of disposing a main body 1, a first tension member 100, and a second tension member 200 when the principal is designed to have 35, 40, 45, and 50 m. Figure is shown.
  • Figures 10a and 10b shows the stress distribution of the lower edge of the girder immediately after the tension when the principal is 35m and 50m, respectively.
  • the type 1 shown in FIG. 9 is close to the type 1 shown in FIG. 9, and the 50m shown in FIG. 10B shows a stress distribution similar to the boundary between the type 2 and the type 3 shown in FIG. This is because the number of strands used as the second tension member 200 is less than 50m as compared to the overall lecturer. (The difference between the stress at the edge of the cross section and the center and the stress magnitude at the center of the girder is important.
  • the distribution can be adjusted by changing the placement profile of the second tension member between the two points if necessary.)
  • the compressive stress at the center of the body 1 dominates the stress design from a practical point of view.
  • the compressive strength of the concrete used in the design example according to the present invention is 45MPa and the allowable stress is 27MPa.
  • FIG. 11 is a view showing the shape of the main body 1 designed by the principal of 55 m and the arrangement of the first tension member 100 and the second tension member 200.
  • L 55m
  • the number of second tension members 100 must be increased together to avoid the type 3 of FIG. 9.
  • the diameter of the sheath tube should be increased or the number of sheath tubes arranged should be increased.
  • the thickness of the abdomen 12 is not increased in order to increase the thickness of the abdomen 12. It was designed to accommodate a total of 16 strands as the second tension member 200, 8 per sheath, using two tubes.
  • the PSC girder of the present invention can still be said to have excellent economic efficiency.
  • the principle of placement is the same as using one sheath from the side of the city of the second tension member. The only difference is that the minimum spacing between sheaths and the minimum spacing between the sheaths should be taken into account in addition to the concrete covering conditions of the sheaths in consideration of the topmost or bottommost possible placement conditions.
  • FIG. 10C illustrates the stress distribution at the lower edge of the girder immediately after the tension when the principal illustrated in FIG. 11 is 55 m. It can be seen that a similar stress distribution is shown in Type 1 shown in FIG. 9, which shows that the compressive stress dominates the stress design at the center of the body 1.
  • the allowable stress of the concrete used in the design example according to the present invention is 27MPa as described above, there is room for stress as can be seen in the figure.
  • FIG. 12 is a view showing the shape of the main body 1 in which the principal is designed to be 25 m or 30 m and the arrangement of the first tension material 100 and the second tension material 200.
  • the mold height is low, it is difficult to arrange two first fixing holes 310 in one vertical column.
  • the first anchoring holes 310 are disposed from side to side, the number of strands that can be fixed in one anchorage is reduced because the anchoring area per anchorage is reduced.
  • the span length is shortened, the number of lecturers decreases, so the first tension member 100 is used.
  • the anchorage may be designed to be horizontally arranged horizontally as shown in section AA of FIG. 12 (d).
  • first fixing holes 310 are arranged horizontally, two first sheath pipes 150 can be arranged at regular intervals in the width direction as shown in FIG. 12C.
  • Figure 10d shows the stress distribution of the lower girder immediately after the tension when the principal is 25m. It can be seen that a similar stress distribution is shown in Type 1 shown in FIG. 9, which shows that the compressive stress dominates the stress design at the center of the body 1.
  • the allowable stress of the concrete used in the design example according to the present invention is 27MPa as described above, there is room for stress as can be seen in the figure.
  • the abdominal thickness of the PSC type I girder can be considerably reduced by arranging a small size sheath tube on the abdomen as described while comparing the design example according to the present invention with the control design example according to one of the conventional design methods. You can see that there are advantages.
  • the abdominal minimum thickness of the post-tension PSC girder specified in the Road Bridge Design Standard (2015) is 165 mm.
  • the total concrete cover thickness of rebar is 40mm (environmental condition ED1, compressive strength 45MPa concrete)
  • the diameter of shear reinforcing bar (D13) is 13mm in diameter
  • 2mm sheath thickness is 55mm.
  • ⁇ 165 mm 55 mm + 55 mm + 55 mm.
  • a method of minimizing the abdominal thickness of the PSC type I girder is to use an unattached coated strand shown in FIG. 13A as the second tensioning material.
  • the unattached strand shown in (a) of FIG. 13 is a nominal 15.2 mm strand and has a diameter of 18.2 mm including the covering.
  • the upper portion of the lower flange of the cross section was curved. Since the first tension member 100 is arranged in a convex parabola shape downward in the edge section, there is no problem in arranging the first tension member 100 even when manufactured in a curved form, and when the curved form is manufactured, the weight of the main body is reduced. This is because it is helpful and aesthetically superior.
  • FIG. 14 when the main body is relatively short and can be designed with a low mold height, even when the upper portion of the lower flange of the cross section 20 is formed in a curved shape, the weight reduction effect of the main body is not large, but is manufactured in a curved shape. The aesthetic effect of doing so cannot be expected very much.
  • the upper portion of the lower flange 23a shown on the left side of FIG. 14 is straight, and the upper portion of the lower flange 23b shown on the right is curved, but it can be seen that the difference is not so large for the naked eye.
  • the upper portion of the lower flange 23 of the edge section 20 may be manufactured in a straight line in order to facilitate the formwork.
  • the end block 30 cross-sectional shape was the same as the end cross-sectional shape of the edge section .
  • the end block may be manufactured in various forms as long as there is no problem in the flow of the cross-sectional force transmitted through the end face portion 20 in structural dynamics as a form suitable for installing the anchorage.
  • 15 is a form in which a part of the upper portion of the end block 30 is removed to favor the end crossbeam construction. The end robo is joined to the hatched portion on the drawing.
  • the end block illustrated in FIG. 15 uses four first sheath tubes (not shown in FIG. 15), and thus four first fixing holes 310 are installed. Since the use of four small anchorages requires a smaller fixing area than using two large anchorages, it may be designed to use four first anchorages 310 depending on the situation.
  • Figure 16 is a form that is sometimes required in connection with the coping of the pier or securing the flow area, in this case the lower part of the end block 30 is removed so that the end block has a rectangular cross-section in order to ensure the maximum cross-sectional area for cutting It is also designed to be somewhat longer. When the end is cut off, the end of the end becomes smaller, so that a part or all of the first fixing member must be installed on the vertical surface of the cutout, but it is not easy to secure the fixing area. It is designed to use 310. In FIG. 16, it is designed that two second fixing holes 320 are used, which is to illustrate various installation methods of the fixing device.
  • the present invention is an invention characterized by the arrangement and profile of the first tension member 100 and the second tension member 200, so that the entire tension center is on the lower limit of the tension center, and the stress distribution of the lower edge of the girder after tension is also illustrated.
  • the thickness of the abdomen 12 of the central portion 10 of the main body 1 while appropriately adjusting the number of each of the first tension member 100 and the second tension member 200 to correspond to the type 1 or type 2 of the main body ( It can be described as an invention capable of structurally efficient design by reducing the weight of 1).
  • FIG. 17 (a) is a view for explaining a method of converting a cross-sectional characteristic value into an I-shaped section having the same cross-sectional characteristic values through equations for defining the limitation range of the tension material center through cutting and recombination of the hollow box section
  • FIG. 17 (b) Is a diagram for explaining a method of converting a U-shaped cross section into an I-shaped cross section with the same cross-sectional characteristic values in equations that define the limited range of tension centers through cutting and recombination.
  • FIG. 17 (b) Is a diagram for explaining a method of converting a U-shaped cross section into an I-shaped cross section with the same cross-sectional characteristic values in equations that define the limited range of tension centers through cutting and recombination.
  • FIG. 17A shows a box-shaped beam cross section consisting of an upper flange 11 ', a pair of abdomen 12', and a lower flange 13 '.
  • the left and right cross-sections shown in FIGS. 17A and 17B have the same cross-sectional area and cross-sectional secondary moments (or cross-sectional coefficients) in the vertical direction, respectively, so that they are sag or introduced due to tension or load to be introduced at design time.
  • the cross-sectional characteristics for determining the rise due to the tension force and the like are the same.
  • the abdominal thickness of the box-beam or U-shaped girder can be reduced to reduce the weight of the body and the number of sheath tubes used.
  • the box-beam or U-girder has two abdomen, so the weight reduction effect by reducing the thickness of the abdomen may be larger than the I-girder.
  • the PSC girder includes a main body 1 ', a first tension member 100', a second tension member 200 ', a first sheath tube 150', a second sheath tube 250 ', and a first one. It comprises a fixing unit 310 ′, the second fixing unit 320 ′.
  • FIG. 18A is a perspective view of a prestressed concrete box girder according to one embodiment of the second aspect of the present invention
  • FIGS. 18B, 18C and 18D are respectively FIGS. 18A
  • the main body 1 ' is made of a reinforced concrete material and comprises a central portion 10', a pair of end face portions 20 ', and a pair of end blocks 30', which is shown in FIG. As shown in FIG. 6, the end block 30 ′, the end surface portion 20 ′, the center portion 10 ′, the end surface portion 20 ′, and the end block 30 ′ are disposed in this order.
  • the central portion 10 ' has a box-shaped cross section including an upper flange 11', a pair of abdomen 12 ', and a lower flange 13' as in the DD cross section shown in FIG. 18 (d). As a structure formed long in one direction, it is arrange
  • the edge end portion 20 ′ extends from both ends of the central portion 10 ′ and has an upper flange 21 ′ and a pair of abdomen 22 as in the cross-sectional view taken along line BB of FIG. 18 (d).
  • the end block 30 ' is a configuration in which a pair is provided and extends from each of the pair of end surface portions 20' and may be configured in various shapes of cross-sections, and the shape of the cross-section is continuously changed.
  • the same cross-section as that of the end portion of the main body 1 ′ of the edge section 20 ′ is maintained.
  • the first tension member 100 ′ is disposed at the lower portion of the end block 30 ′, the end surface portion 20 ′, and the lower flanges 13 ′, 23 ′ of the central portion 10 ′ of the main body 1 ′.
  • the arrangement in the vertical direction is the highest at both ends of the main body 1 'and the lowest in the middle, as shown in FIGS. 18 (b) and (d), wherein any one of the main bodies 1' is disposed.
  • the altitude is gradually lowered in the end block and the end face section of the end side, and from one point of the center portion 10 ', there is no change in altitude, and is disposed substantially symmetrically with respect to the center of the main body 1'. In this applied state, both ends are fixed to the main body 1 'by the first fixing holes 310'.
  • the left and right arrangement of the first tension member 100 is symmetrically with respect to the center of the main body 1 ′ as shown in FIGS. 18C and 18D to maintain a predetermined distance in the girder width direction. Is placed.
  • This arrangement of the first tensioning material 100 ′ is shown by blue lines in FIG. 18.
  • the first tension member 100 ′ is installed in a state of being accommodated in the first sheath tube 150 ′, and the first sheath member 100 ′ is accommodated in the first sheath tube 150 ′ and the first sheath tube 150 ′.
  • Tension material 100 is shown as a single line, also indicated by reference numeral 100 '(150').
  • the second tension member 200 ′ is an upper portion of the end block 30 ′, an upper flange 21 ′ or an abdomen 22 ′ of the edge end portion 20 ′, and an upper flange 11 ′ of the central portion 10 ′. ), The abdomen 12 ′ or the lower flange 13 ′, and are shown in red to clearly distinguish the first tension material 100 ′ from the drawing.
  • the second tension member 200 ′ is a structure in which both ends thereof are fixed to the main body 1 ′ by the second fixing holes 320 ′ in a state where a tensile force is applied, and is accommodated in the second sheath tube 250 ′.
  • the vertical arrangement and related technical ideas of the second tension member 200 ′ are the same as the vertical alignment and related technical ideas of the second tension material 200 in the above-described I-type girder, and thus description thereof is omitted.
  • the box girders In relation to the horizontal arrangement of the second tension member 200 ', the box girders have two abdomens 12' and 22 ', so that the second sheath tube 250' accommodating the second tension member 200 'is also a drainage of 2 Place it to be symmetrical.
  • the PSC girder includes a main body 1 ", a first tension member 100", a second tension member 200 ", a first sheath pipe 150", a second sheath pipe 250 “and a first And a fixing unit 310 " and a second fixing unit 320 ".
  • FIGS. 19A is a perspective view of a prestressed concrete U-shaped girder according to an embodiment of the third aspect of the present invention
  • FIGS. 19B, 19C, 19D are 19A, respectively.
  • the main body 1 is made of a reinforced concrete material and includes a central portion 10", a pair of end face portions 20 ", and a pair of end blocks 30", and FIG. As shown in FIG. 6, the end block 30 ′′, the end face portion 20 ′′, the center portion 10 ′′, the end face portion 20 ′′, and the end block 30 ′′ are disposed in this order.
  • the center portion 10 has a pair of upper flanges 11", an abdomen 12 ", and a lower portion engaging the pair of abdomen 12" as in the DD section shown in FIG. 19 (d). It has a U-shaped cross section including a flange 13 "and is formed long in one direction, and is arrange
  • the edge end portion 20 “extends at both ends of the center portion 10" and has a pair of upper flanges 21 “and an abdomen 22" as in the BB section shown in Fig. 19D. ), Having a U-shaped cross-sectional shape including a lower flange 23 "that engages the pair of abdomen 22", and the thickness of the abdomen 22 "and the lower flange 23" extends from the center portion again. That is, it increases toward the end of the body 1 ".
  • the end block 30 ′′ extends from the pair of end face portions 20 ′′ and is provided with a pair, and may be configured in various shapes of cross sections, and may be configured in various shapes in which the cross sectional shape is continuously changed. In this embodiment, as shown in FIG. 19, the same cross-section as that of the end portion of the main body 1 ′′ of the edge section 20 ′′ is maintained.
  • the first tension member 100 is disposed at the lower portion of the end block 30", the end face portion 20 “and the lower flanges 13" and 23 “of the central portion 10" of the main body 1 ".
  • the arrangement in the vertical direction is the highest at both ends of the main body 1 "and the lowest in the middle, as shown in FIGS. 19B and 19D, whichever is one of the main bodies 1".
  • the altitude is gradually decreased in the end block and the end face section of the end side, and is substantially symmetrical with respect to the center of the main body 1 "without any change in altitude from any point of the center portion 10". In this applied state, both ends are fixed to the main body 1 "by the first fixing holes 310".
  • the arrangement of the first tension member 100 " is shown by a blue line in Fig. 19.
  • the first tension member 100" is installed in a state of being accommodated in the first sheath tube 150 ", and the first sheath is shown in the figure.
  • the first tension member 100 "accommodated inside the tube 150" and the first sheath tube 150 " is shown by one line, and is indicated by reference numeral 100" (150 ").
  • the second tension member 200 " is the upper portion of the end block 30 ", the upper flange 21 “ or the abdomen 22 “ of the edge end portion 20 “, and the upper flange 11 “ of the central portion 10 “. ), Abdomen 12 ′′ or lower flange 13 ′′, and are shown in red in the drawing for clear separation from the first tension member 100 ′′.
  • the second tension member 200 " is a structure in which both ends thereof are fixed to the main body 1" by the second fixing hole 320 "in a state where a tensile force is applied, and is accommodated in the second sheath tube 250".
  • the vertical arrangement and related technical ideas of the second tension material 200 ′′ are the same as the vertical alignment and related technical ideas of the second tension material 200 in the above-described I-type girder, and thus description thereof is omitted.
  • the U-girder In relation to the horizontal arrangement of the second tension member 200 ", the U-girder has two abdomens 12" and 22 ", so that the second sheath tube 250" receiving the second tension member 200 "is shown in FIG. Arrange in a multiple way to be symmetrical.

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

Abstract

La présente invention concerne une poutre en béton précontraint largement utilisée dans un procédé de pont à poutrelles composite et, plus spécifiquement, une poutre en béton précontraint dans laquelle une forme de poutre et un agencement de tendon ainsi qu'un procédé de montage sont optimisés de manière à réduire au maximum le poids de la poutre en réduisant l'épaisseur d'une âme de poutre.
PCT/KR2018/004413 2017-04-28 2018-04-17 Poutre en béton précontraint Ceased WO2018199528A1 (fr)

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RU222282U1 (ru) * 2023-10-25 2023-12-18 Александр Анатольевич Кулешов Балка строительная

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