WO2016171444A1 - Structure for supporting square bars of tower structure and construction method therefor - Google Patents

Abstract

The present invention relates to a structure for supporting square bars of a tower structure and a construction method therefor. Provided are the structure for supporting square bars of a tower structure, as a supporting structure for a tower structure supported by at least two square bars, and the construction method therefor, the supporting structure comprising: a first precast block integrally coupled with a supporting member to which the square bars are fixed; a third precast block, which has a first through-part formed at the center portion thereof and accommodating the lower end portion of the square bar coupled to the supporting member, and is disposed to be stacked on the first precast block; at least two fixing steel rods for fixing the first precast block and the third precast block from the ground; and a filler filled in the first through-part in a state in which the lower end portion of the square bar is accommodated in the first through-part, thereby simply adjusting the installation heights of the square bars at the site even though the installation heights of the square bars of the tower structure are different from each other, securing the supporting capacity of uniform quality, simplifying construction, minimizing intensive stress applied to a concrete structure, and shortening a construction period.

Description

Support structure of plinth of tower structure and construction method

The present invention relates to a method for constructing a foundation structure of a tower structure such as a transmission tower, a transmission tower, a wind turbine, and the like, and more specifically, two or more plinths of the tower structure are formed or installed to be inclined. Even if the installation height is different and installed inclined, the present invention relates to a support structure and construction method of the plinth of the tower structure to be installed firmly while receiving the height deviation of the plinth of the tower structure.

In general, tower structures extending vertically from the ground such as transmission towers, transmission towers, telephone poles, wind turbines, windmills, control towers, etc. have a large self-weight toward the ground and also generate moments to the foundation structures due to horizontal loads acting on the tower structure. The tensile force is generated on the foundation by the base concrete 50 of the columnar structure to form a very wide or deep in order to support the compressive and tensile forces generated in the foundation.

Therefore, the surrounding environment is destroyed due to the foundation concrete 50, and the time required for installing the formwork for installing the foundation concrete 50 for embedding and fixing the end 12 of the pillar material 11, concrete casting and curing This excessively long has been a cause of air delay.

In addition, since the foundation concrete 50 can support a high compressive force in nature but lacks the ability to support the tensile force, the foundation concrete 50 shown in FIG. In order to fully endure Mx), the construction of core foundations is being enlarged and large-scale excavation equipment is required.

Furthermore, since the tower structure 101 such as the transmission tower has a plurality of high-voltage wires connected thereto, when one side wire of the transmission tower is disconnected by external force due to natural disaster such as an earthquake or storm, the high voltage wire is one side of the tower structure 101. Because it is connected only to the, a greater moment suddenly acts on the tower structure. When a large moment acts suddenly on the tower structure as described above, since there is no means to offset the large bending moment, the tower structure 101 is very likely to be overturned, so that a sudden large moment is applied to the tower structure 101. Even if it works, there is an urgent need for a method to effectively offset it.

On the other hand, in order to maintain the structurally stable state of the tower structure it is necessary to firmly install the foundation concrete structure embedded in the ground. Accordingly, the height that the main pillar of each foundation concrete structure set according to the terrain is exposed to the ground is very important because it determines the installation state of the steel tower itself.

In other words, if the installation height of the main pillar of the foundation concrete structure is out of a predetermined value, the built-up iron tower will be inclined and placed in a severely unstable structural state. It is prescribed by 10mm to + 10mm.

Therefore, when the tower structure is installed on an inclined terrain such as a mountain area, since the installation position and height of the main leg for supporting the tower structure are different from each other, the tower structure can be installed at the correct position. There is an urgent need for a method that can effectively withstand the moment Mx in the transverse direction acting on 101.

In order to solve the problems described above, the present invention can be easily adjusted the installation height of the plinth in the field, even if the installation height of the plinth of the tower structure, such as transmission tower, transmission tower, wind turbine, etc. In addition to providing a shortened and homogeneous quality of supporting ability, it aims to provide a support structure for a tower structure and a construction method thereof, which simplify construction, minimize concentration of stress on concrete structures, and shorten construction period. .

Above all, according to the present invention, even if a sudden big moment acts due to a natural disaster such as an earthquake in the tower structure, it is not pulled by the shearing shear on the plinth material installed in the support structure, and it is supported by a high supporting capacity to overturn the tower structure. It aims to prevent.

At the same time, an object of the present invention is to economically construct a construction time while minimizing the amount of concrete for fixing the foundation of the plinth of the tower structure while protecting the environment.

In addition, the present invention is intended to be able to construct a rigid support structure by constructing a precast block with a sufficiently large thickness, even if the tower structure is installed in a place such as a mountainous area where the vehicle is difficult to enter.

In addition, it is an object of the present invention to minimize the stress acting on the fixed plate and easy to install while maintaining excellent reinforcement of the basic structure.

That is, the present invention, when constructing tower structures such as transmission towers, transmission towers, wind turbines, etc., can withstand much higher bending moments than the conventional ones, is economical, and is constructed with precast concrete structures manufactured in advance in the factory. It is an object of the present invention to provide a method for constructing a basic structure of a structure.

The present invention is a support structure of a tower structure supported by two or more plinths, in order to achieve the object described above, the first precast block is integrally coupled to a support member to which the plinth is fixed; A third precast block formed at a central portion of the first through part accommodating a lower end of the pillar material coupled to the support member, the third precast block being stacked on the first precast block; Two or more fixed steel bars for fixing the first precast block and the third precast block from the ground; A filler filled in the first through portion in a state where the lower end of the shell material is accommodated in the first through portion; It provides a support structure of the plinth of the tower structure, characterized in that configured to include.

In this way, the precast block is prepared in a fixed state by a fixed steel bar fixed to the ground. Thus, even if the tower structure is installed in a place such as a mountainous area where entry of the vehicle is difficult, the precast block is constructed with a sufficiently large thickness. By minimizing the concentration of stress on the concrete structure and shortening the construction period, it is possible to construct a solid support structure.

In addition, since the base plate of the plinth is fixed to the support member integrally coupled to the first precast block, the installation height between the base plate and the support member of the plinth can be freely precisely adjusted.

In addition, since the base plate of the plinth of the tower structure is buried by a filler such as non-concrete concrete in a state surrounded by the precast block, and the plinth is firmly fixed to the precast block, The plinth can firmly support the moment.

Here, the support member may be installed in the first precast block in various forms.

For example, the support member includes a plurality of support bolts, one of which is coupled to the first precast block and the other of which extends upward, and a support nut fastened to the support bolt by two or more. ; The pillar material may be fixed to the support bolt through the support nut in a state where the base plate of the pillar material passes through the steel bar. Through this, it is possible to adjust the position of the base plate of the shell material by adjusting the size of the hole of the base plate, and it is possible to freely adjust the fixed height or inclination of the base plate of the shell material by adjusting the position of the support nut. Become.

In this case, a second precast block is disposed to be stacked between the first precast block and the third precast block, and a through hole through which the support bolt passes is formed in the second precast block. The horn may be configured to be located above the second precast block.

In addition, the support member is made of a steel material integrally connected with the first precast block traversing the first precast block having a transverse component, the mounting member is mounted on the support member, but the height of the support member It can be configured to be coupled to the support member in a controlled state.

As described above, the base plate of the plinth is fixed to the support member fixed to the first precast block while adjusting the position and posture of the plinth, which is the lower structure of the top structure, thereby forming two or more plinths of the top structure. Even if the installation height is different, it is possible to obtain the effect of installing the plinth that supports the tower structure in the correct posture.

Above all, a shear member coupled to the pillar material with a horizontal component; It is arranged to be stacked on the upper side of the third precast block and fixed with the third precast block and the fixed steel bar, the second through portion of the cross section in communication with the first through portion, the shear member interferes upwards in the center portion A fourth precast block formed; It is comprised so that it may be comprised, The effect which can reliably suppress the pull shear of a shell material by the up-down direction interference of a 4th precast block and a shear material can be acquired.

Through this, even if the moment in the horizontal direction to the tower structure due to an earthquake or wind momentarily large, the shear member fixed to the pillar material interferes upward with respect to the fourth precast block, thereby restraining the upward displacement of the pillar material, The support structure of the tower structure makes it possible to stably support the moment. Furthermore, since the fourth precast block is firmly fixed by a fixed steel bar that is fixed to the ground and connects and secures a plurality of stacked precast blocks, the fourth precast block can be supported by horizontal resistance by the component of the vertical resistance of the fixed steel bar. .

On the other hand, the uppermost precast block disposed on the upper side of the third precast block and fixed to the third precast block and the fixed steel bar, the second through portion communicating with the first through portion formed in the center; The upper surface of the upper precast block has a posture fixing steel coupled to extend toward the pillar material; It is configured to further include, it can be installed to maintain the posture of the shell material by the steel for fixing the posture. Thereby, the installation position and inclination of the pillar material can be prevented from being incorrectly set and fixed by the amount of deflection by the dead weight of the pillar material.

Further, the posture fixing steel is formed extending in a tubular shape along the upwardly extending direction of the pillar material, and the filler is filled to an area surrounded by the posture fixing steel, such that the lower portion of the pillar material is filled with non-contraction concrete or the like. It can be fixed completely integrally by the position firmly.

Meanwhile, any one or more of the first precast block and the third precast block may be divided into two or more, and the divided parts may be installed in a state of being coupled to each other by a coupling steel bar. As a result, as the cross-section of the precast block increases, the load that can be carried by the helicopter increases, and thus, the precast block, which is divided into two or more mountainous areas where the vehicle cannot pass, can be carried by the helicopter.

The fixed steel bar may include a first fixed steel bar for fixing the ground and the first precast block, and a second fixed steel bar for fixing the first precast block and the third precast block. .

That is, the fixed steel bar may include a first fixed steel bar extending only to one of the ground and the precast blocks, and a second fixed steel bar extending from the precast block from which the first fixed steel bar extends to the uppermost precast block. have. In addition, the fixed steel bar is tension-fixed and compression prestress is introduced, whereby a plurality of stacked precast blocks can be supported in a tightly adhered state.

In this case, the holes of the precast block to which the first fixed steel bar and the second fixed steel bar are connected may be holes that are aligned and communicate with each other, or may be inserted into different holes.

In addition, the fixed steel bar may be installed in a state passing through all precast blocks from the ground. In addition, although it is preferable that the fixed steel bar is installed with the compressed prestress introduced, the compressed steel rod may be configured to fix the laminated precast block without introducing the compressed prestress.

On the other hand, according to another field of the invention, the present invention, the installation method of the support structure of the tower structure supported by two or more plinths, the first precast in which the support member to which the plinth is fixed is previously integrally coupled A first precast block installation step of installing a fixed steel rod inserted into and fixed to the ground; A lower support fixing step of fixing the lower end of the shell material to the support member; A third precast block formed with a first through portion for accommodating the pillar material is installed on the upper side of the first precast block, and the first precast block and the third precast are formed by the fixed steel bar. A third precast block installation step of fixing the block; Filler filling step of filling the filler in the through portion; It provides a construction method of the support structure of the plinth of the tower structure, characterized in that configured to include.

Wherein the support member comprises a plurality of support bolts, part of which is coupled to the first precast block and the other of which extends upward, and at least two support nuts fastened to the support bolts; By adjusting the position of the support nut in the state in which the base plate of the shell material through the steel bar to the support bolt to mount the shell material, and by fixing the upper side of the base plate of the shell material with another support nut, One or more of the height and inclination of the plinth can be adjusted.

At this time, between the first precast block installation step and the fixing of the shell material, the second precast block having a through hole through which the support bolt is formed by stacking and fixing on the upper side of the first precast block 2 precast lamination step; It is configured to further include, the plinth material may be located above the second precast block.

Or the support member is made of steel traversing the first precast block with a transverse component; The fixing step of the lower support, while holding the base material on the support member while interposing a thin plate between the base plate of the base material to adjust to any one or more of the height and posture of the base material to the support member. You can also combine.

First of all, a shearing material joining step of coupling the shearing material in the direction having a horizontal component to the shell material; A fourth precast block which communicates with the first through portion but has a second through portion formed in a central portion of the second precast portion penetrating in a cross section where the shear member interferes upwards, by stacking and fixing the fourth precast block on the upper side of the third precast block. Installation steps; It is configured to further include, it can be configured to more effectively withstand the various component loads acting on the tower structure.

And a top precast block installation step of stacking and fixing the top precast block formed at the center portion of the second through part communicating with the first through part on the upper side of the third precast block. It may be configured to further include a posture fixing steel installation step of installing a posture fixing steel for fixing the posture of the pillar material extending on the upper surface of the upper precast block.

Meanwhile, the 'precast block' described in the present specification and claims mainly refers to a block manufactured in advance as a reinforced concrete material, but in addition to the reinforced concrete material, various materials capable of securing the strength of the tower structure (for example, , Metal or plastic).

The 'main leg' described in the present specification and claims shall be defined as referring to a lower structure of a tower structure connecting a tower structure such as a transmission tower, a transmission tower, a wind turbine, and a concrete foundation structure supporting the same.

According to the present invention, the pedestal base plate of the top structure is fixed to the support member fixed to the first precast block while adjusting the height and inclination, and at the same time, the lower and base plate of the pedestal material are surrounded by the precast block. As it is installed in a state filled with the shrink filler, it is possible to precisely control the position and posture of the plinth material of different heights, while obtaining the effect of firmly fixing the plinth material.

In addition, the present invention, because the precast block is prepared in advance with a fixed steel rod fixed to the ground, even if the tower structure is installed in a place such as a mountain difficult to enter the vehicle, the precast block of a sufficiently large thickness to construct a concrete It is possible to construct a solid support structure while minimizing the stress on the structure and shortening the construction period.

Above all, according to the present invention, the precast block is laminated in a state of being bonded by a fixed steel bar, and at the same time, the shear member coupled in the horizontal direction to the plinth, which is a lower structure of the tower structure, interferes with the upper precast block in the pulling direction. By arrange | positioning so that the effect which can suppress the pull-out shear of a cast material more reliably can be acquired.

Through this, even if the moment in the horizontal direction to the tower structure due to an earthquake or wind momentarily large, the shear member fixed to the pillar material interferes upward with respect to the fourth precast block, thereby restraining the upward displacement of the pillar material, By the support structure of the tower structure, it is possible to obtain an effect of stably supporting the moment.

In other words, the present invention, even if the installation height of the plinth of the tower structure is different from each other, it is possible to easily adjust the installation height of the plinth in the field, not only to have a homogeneous quality of support capacity, but also easy to construction and concrete structure Minimizes the concentration of stress and has an effect of shortening the construction period.

1 is a schematic diagram showing a conventional installation structure of a tower structure supported by two or more plinths;

2 is a view showing a support structure of the plinth of the tower structure according to the first embodiment of the present invention;

3A to 3D illustrate a coupling structure of the precast block of FIG. 2;

FIG. 4 is a diagram showing another form of coupling structure of the precast block of FIG. 2; FIG.

5 is a plan view of one embodiment of the precast block of FIG.

6 is a view showing a support structure of the plinth of the tower structure according to the second embodiment of the present invention;

7A to 7F are views showing the configuration according to the procedure for constructing the support structure of FIG.

8 is a view showing a support structure of the plinth of the tower structure according to the third embodiment of the present invention;

9 is an enlarged view of a portion 'B' of FIG. 8;

10A is a cross-sectional view taken along the line A-A of FIG. 2;

10B and 10C are cross-sectional views taken along the cutting line A-A of FIG. 2 for the shell material of various cross sections.

Hereinafter, embodiments of the present invention will be described in detail with reference to the accompanying drawings. However, in describing the present invention, a detailed description of known functions or configurations will be omitted to clarify the gist of the present invention.

As shown in FIG. 2, the plinth support structure 100 of the tower structure according to the first embodiment of the present invention includes a plurality of precast blocks 90, 10, and 30 formed by digging the ground 2. , 40, a support member 110 fixedly fixed to the first precast block 10 among the precast blocks 90, 10, 30, and 40, and integrally with the plinth member 11 of the tower structure 101. Precast block coupled to the shear member 120 and the uppermost precast block 40, the circular frame 130 surrounding the lower side of the plinth 11, and the lower side of the plinth 11 It is fixed to the filler material 140 filling the central through portion (30C, 40C) of (90, 10, 20, 30), the reinforcing bar 150 to reinforce the strength of the filler material 140, and the shell material (11) It is configured to include a coupling member 160 to ensure the integrity with the filler 140.

The precast blocks 90, 10, 30, and 40 are ninth precast block 90 mounted on the upper surface of the rock layer 3 by breaking the ground 2 and the upper side of the ninth precast block 90. A first precast block 10 which is laminated on and is partially embedded in the support member 110 to integrally fix the support member 110, and a base plate of the plinth material 11 coupled to the support member 110 ( 11 b), the first through part 30C surrounding the first precast block 30 is formed at the center and laminated on the first precast block 10, and the first cross-sectional part 30C has a smaller cross section than the first through part 30C. The second through part 40C is formed and is formed of a fourth precast block 40 stacked on top of the third precast block 30 to form the uppermost precast block.

Here, the plurality of stacked precast blocks 90, 10, 30, and 40 are fixed integrally with the ground by the fixed steel bars 81, 82 and 80 shown in Figs. 3A to 3D. Then, protrusions 13, 33, 93 and grooves are formed to engage each other so that a plurality of stacked precast blocks 90, 10, 30, 40 are stacked in place with each other. The projections 13, 33, 93 and the grooves serve as shear resistances in the transverse direction of the precast blocks 90, 10, 30, 40 stacked in plural.

To this end, first, as shown in FIG. 3A, a hole is formed in the ground of the position where the first through hole 77 of the ninth precast block 90 is formed and the first fixed steel bar 81 is drilled. After inserting into the inside, the mortar is inserted and filled between the drilling hole and the first fixed steel bar 81 to integrate the first fixed steel bar 81 with the ground.

In addition, the first fixing hole 15 of the ninth precast block 90 of the first through-hole 77 of the ninth precast block 90 in a state of selectively fastening the upper side of the first fixed steel bar 81 exposed to the outside of the hole The ninth precast block 90 is pulled out so that the fixed steel rod 81 is inserted and positioned in the direction indicated by reference numeral 20d.

In this case, a ninth precast block 90 may be formed in the first through hole 77 of the ninth precast block 90 located at the lowermost side among the precast blocks 90, 10, 30, and 40. At that time, the fixing plate 91 which is fixed integrally in advance is fixed to the predetermined height h1. Accordingly, as shown in FIG. 3B, when the first fixed steel bar 81 is inserted into the first through hole 77 of the ninth precast block 90, the fixing nut () may be disposed on the upper side of the fixing plate 91. By clamping 16, the ninth precast block 90 and the first fixed steel bar 81 are integrated.

Meanwhile, as shown in FIG. 3B, the fixing nut 55 is fixed to the second passing hole 78 of the ninth precast block 90 under the fixing plate 92. Here, the first through hole 77 and the second through hole 78 are preferably formed alternately along the circumferential direction. Accordingly, the second fixed steel bar 82 is inserted into the second through hole 78 of the ninth precast block 90, and the end of the second fixed steel bar 82 is fastened to the fixing nut 55. The second fixed steel bar 82 and the ninth precast block 90 are integrated.

Then, as illustrated in FIG. 3C, the first precast block 10 having the support member 110 fixed thereon is stacked on the ninth precast block 90. In the first embodiment of the present invention, the support member 110 is formed of a bolt having a thread formed on the first precast block 10, but in another embodiment of the present invention, the plinth member 11 of the tower structure 101 is formed. The support member can be made in various forms that can be fixed (eg, link structure, section steel, etc.). In the first precast block 10, only the second through hole 78 through which the second fixed steel bar 82 passes is sufficient.

Then, the third precast block 30 and the fourth precast block 40 are stacked on the upper side of the first precast block 10, and the second fixing exposed on the upper side of the fourth precast block 82 is performed. By providing and fixing the fixing plate 42 and the fixing nut 44 to the steel bar 82, the tension force P4 is introduce | transduced into the 2nd fixed steel bar 82. FIG.

As such, the precast blocks 90, 10, 30, and 40 stacked in a plurality form a single structure that is entirely solid by the first fixed steel bars 81 and the second fixed steel bars 82 fixed to the ground. And, by the compression prestress introduced into the second fixed steel bar 82 it is possible to effectively support the external load.

As such, in some of the first through holes 77 formed in the precast concrete, the first fixed steel bar 81 is fixed to fix the foundation structure 90 to the ground, and the precast blocks 90 and 10 In the second through hole 78 of the first, second and third through holes 30 and 40, the first fixing plates 91 and 92 are introduced by using the second fixed steel bar 82 in advance to introduce the prestress P4 in the vertical direction of the foundation structure. The construction is simpler by dualizing the installation of the foundation structure with respect to the ground through the precast block 90 with the installation and the installation of the plinth material 11 connected to the tower structure 101 in the concrete foundation structure. In addition, the compressive force acting on the fixing plate 91 to which the first fixed steel bar 81 is fixed can be reduced as compared with the conventional one, and thus, an advantageous effect of securing the safety of the foundation structure can be more reliably obtained.

In addition, the first fixed steel bar 81 may be inserted into the inclined position in the ground so that the lower portion is located outside the tower structure than the upper portion, in this case, the horizontal force acting in the horizontal direction by wind and earthquake, etc. In addition, the effect which can be supported by the horizontal resistance force which acts as a component of the vertical resistance force of the 1st fixed steel bar 81 can also be acquired.

Meanwhile, in the embodiment illustrated in FIGS. 3A to 3C, the configuration in which the first fixed steel bar 81 and the second fixed steel bar 82 are connected to each other via the ninth precast block 90 is taken as an example. According to another embodiment, the first fixed steel bar 81 and the second fixed steel bar 82 may be connected through the first precast block 10 or the third precast block 30. In addition, the first fixed steel bar 81 may be fixed to the first precast block 10, and the second fixed steel bar 82 may be fixed to the ninth precast block 90.

Meanwhile, according to another exemplary embodiment of the present invention, as shown in the right side of FIG. 4, the first through holes 77 are arranged in the precast blocks 90, 10, 30, and 40, and the first through holes 77 are aligned. The fixed steel rod 81 is fixed to the ninth precast block 90 via the fixing plate 91, from which the second fixed steel rod 82 ′, the present specification and claims In the fixed steel bar (including a stranded wire) is extended, it is possible to fix the precast blocks (90, 10, 30, 40) by the fixed steel bars (81, 82 ').

Similarly, according to another embodiment of the present invention, as shown on the left side of FIG. 4, a plurality of fixed steel rods 81 penetrate all of the precast blocks 90, 10, 30, 40. The precast blocks 90, 10, 30, and 40 may be fixed.

On the other hand, the precast blocks 90, 10, 30, 40 are pre-fabricated in the factory and transported to the construction position of the tower structure 101, in order to construct the tower structure 101 in a mountain difficult to enter the vehicle Transportation by helicopter is essential. Here, the height H 'of each of the precast blocks 90, 10, 30, and 40 may be determined in various thicknesses according to the specification of the tower structure 101.

However, since the load that can be carried by the helicopter is limited, as shown in FIG. 5, one precast block 30 is divided into two or more, and the divided portions 30A and 30B are combined. Coupling in the field with a steel bar (39). At this time, the coupling steel bar 39 is fixed in a state where the tension force (P3) is introduced, it is possible to firmly combine each divided portion 30A, 30B into one body.

In the drawing, the configuration in which the third precast block 30 is divided into two parts 30A and 30B is taken as an example, but the third precast block 30 may be divided into three or more as necessary. In addition to the third precast block 30, other precast blocks 90, 10, and 40 may also be divided into two or more and combined in the field.

On the other hand, the ninth precast block 90 may be formed with a through portion 90C in the center portion to reduce the moving weight, the central through portion 90C is filled by the non-shrink filler (90x). In some cases, the central through portion 90C may not be formed in the ninth precast block 90, or the first precast block 10 may be located on the lowermost side.

In the first precast block 10 stacked above the ninth precast block 90, as shown in FIGS. 2 and 3C, the support member 110 protrudes upward in the form of a threaded bolt. Is formed. Here, a part of the supporting member 110 is embedded in the first precast block 10 together with the fixing nut 112 having a wide cross section, whereby a state capable of resisting a force pulling upward of the supporting member 110 is provided. do.

In addition, the support member 110 is disposed in an upwardly extending form to align with a hole (not shown) formed therethrough to fix the base plate 11b of the plinth 11. For example, the rod-shaped support members 110 may be arranged in eight at 45 degree intervals in the circumferential direction or 12 at 30 degree intervals. The base plate 11b of the plinth 11 connected to the support member 110 may be moved left and right by adjusting the size of the through hole of the base plate 11b of the plinth 11. In addition, two support nuts 113a and 113b are disposed in the bolt-shaped support member 110, respectively, and are coupled to the support member 110 by moving the lower support nut 113b up and down 99. Adjust the height and inclination of the base plate (11b) of the plinth (11). For example, since the connection position P1 of the plinth material 11 of the tower structure 101 in which the coupling hole 11a to which the upper structure is coupled is already determined on the installation plan of the tower structure 101, the connection position The coordinates of the center position P2 of the base plate 11b are also determined from P1.

Therefore, the lower support nut 113b of the support member 110 fixed to the first precast block 10 is moved 99 in the vertical direction, so that the center height of the base plate 11b of the plinth 11 is increased. It is positioned at the height corresponding to the coordinate of the predetermined center position (P2). And, by adjusting the height of some of the lower support nuts (113b), by adjusting the inclination of the shell material (11), the upper predetermined point of the shell material (11) in accordance with the coordinates of the connection position (P1). To be in a state. And when the height and inclination of the base plate 11b of the shell material 11 become a fixed state, the upper support nut 113a is fastened and the base plate 11b of the shell material 11 is fixed. Thereby, the base plate 11b of the shell material 11 is fixed by the support member 110 to each predetermined height H and a posture.

In addition, the shear member 120 is integrally coupled to the lower end portion by welding or bolts so as to be horizontal with respect to the shell material 11. The shear member 120 may be coupled to extend in one direction with respect to the plinth member 11, or may be coupled to extend in two or more directions at intervals of 90 degrees or less. On the other hand, according to another embodiment of the present invention, the shear member 120 may be in a state previously coupled to the shell material (11).

That is, as shown in FIG. 10A, when the cross section of the plinth material 11 is in the shape of 'A', the shear material 120 is formed in the front and rear direction with the first shear material 120A extending in the left and right directions. The extended second shearing material 120B may be configured to interfere with the fourth precast block 40 in a 90 degree direction.

On the other hand, as shown in Figure 10b, when the cross-section of the '11' cross-section of the plinth material 11 "is arranged in duplicate, the shear member 120 is a shear member 120A, which extends in four directions 120B, 120C, and 120D).

And, as shown in Figure 10c, when the cross section of the plinth member 11 'is a circular cross section, the shear members (120A', 120B ', 120C', 120D ') is a form extending to extend at intervals of 90 degrees. Can be.

As such, the shear member 120 fixed to the pillar material 11, 11 ′, 11 ″ may have the first through portion 30C of the third precast block 30 mounted on the upper side of the first precast block 10. ), And the second through portion 40C of the fourth precast block 40 mounted on the upper side of the third precast block 30 is interfered upward. Width W3) is larger than the width W4 of the second through portion 40C, and in the state where the fourth precast block 40 is stacked on the third precast block 30, The horns 11 cannot be pulled out of the fourth precast block 40, so that the displacement of the stirrer 11 to move upward is caused by the interference between the shear member 120 and the precast block 40. It restrains by and supports it.

At this time, a plurality of binders 160 to assist the coupling with the filler 140 may be coupled to the plinth material (11).

Then, the second fixed steel bar 82 shown in Figs. 3D and 4 is tension-fixed to integrate a plurality of precast blocks 90, 10, 30, and 40. Then, the reinforcing bar 150 is placed in the first through portion 30C and the second through portion 40C, and the lower part of the base material 11 and the base plate 11b are embedded in the filler 140. The non-shrink filler 140 is poured as much as possible to completely fix the position and posture of the plinth material 11 in the support structure 100.

At this time, as shown in Figure 2, the circular frame 130 surrounding the portion of the shell material 11 exposed to the upper side of the fourth precast block 40 is formed to project upward, fixed by the filler 140 Maintaining the height of the plinth (11) to be higher so that a portion of the circular frame 130 can be located on the ground (5). Here, the circular frame 130 protrudes upward from the frame plate 134 by the anchor bolt 132 embedded in the fourth precast block 40 on the uppermost side in the direction of the plinth material 11.

The support structure 100 of the plinth material 11 of the tower structure 101 constructed as described above is preferably constructed on the rock layer 3 by breaking the soft ground layer 2, but the first fixed steel rod 81 ) May be installed on the soft ground layer (2) when it is inserted and fixed to the rock layer.

In the drawings, the configuration of the installation while adjusting the posture, such as the height and inclination of the base material 11 around the base plate (11b) of the base material (11) is taken as an example, according to another embodiment of the present invention, It can also be installed and installed while adjusting the posture, such as the height and the inclination of the plinth (11) on the basis of the other parts of (11).

The support structure 100 of the plinth of the tower structure 101 according to the first embodiment of the present invention configured as described above, the top structure 101 to the support member 110 fixed to the first precast block 10 There is an advantage that the base plate of the plinth (11) can be precisely adjusted in height and inclination, and at the same time the lower part and the base plate (11b) of the plinth (11) is surrounded by the precast block (30, 40) Since the furnace non-shrink filler 140 is buried and installed, the pinned material 11 is firmly fixed, and thus, a sufficient high supporting ability can be achieved even under loads and moments acting on the tower structure during common use.

Above all, according to the present invention, the precast blocks 90, 10, 30, and 40 are laminated and installed in a state in which the fixed steel rods 80 are coupled to each other, and at the same time in the horizontal direction to the plinth member 11, which is a lower structure of the tower structure. The shear member 120 coupled to each other is configured such that the upward displacement in the pulling direction interferes with the precast block 40 on the upper side, and thus, the pillar member 11 is formed due to the horizontal moment acting on the tower structure 101. It can support the applied pull load and moment load more stably.

That is, the present invention can be installed on the inclined mountainous region, etc. Even if the installation height of the plinth material 11 is different from each other, while the installation height of the plinth material 11 can be easily adjusted in the field, the construction period can be shortened In addition to having a homogeneous quality of supporting ability, it is possible to support high loads and to simplify the construction and to minimize the effect of concentrated stress on the concrete structure.

Hereinafter, with reference to the accompanying Figure 6 will be described in detail the support structure 200 and the construction method of the plinth of the tower structure according to the second embodiment of the present invention. However, for the same or similar configuration and operation as the above-described first embodiment, a description thereof will be omitted to clarify the gist of the second embodiment.

As shown in FIG. 6, the support structure 200 of the plinth material of the tower structure according to the second embodiment of the present invention has a higher moment Mx in the horizontal direction as compared with the first embodiment 100. In order to withstand the force caused by the action, it is characterized in that the second precast block 20 is interposed between the first precast block 10 and the third precast block 30.

That is, as shown in Figure 6, the support structure 200 of the plinth of the tower structure according to the second embodiment of the present invention, a plurality of precast blocks 10 formed by breaking the ground 2 and laminated 20, 30, 40, a support member 110 integrally fixed to the first precast block 10 of the precast blocks 10, 20, 30, 40, and integrally coupled to the plinth 11 '. It comprises a front end member 120 and a filler 140 filling the central through portions 30C, 40C of the precast blocks 30, 40 so that the lower side of the shell material 11 is embedded.

Coupling members, reinforcing bars, and circular frames not shown in FIG. 6 may also be included in the configuration 200 of the second embodiment.

Here, the support member 110 protruding upward in the form of a bolt to the first precast block 10 is the through hole 21 of the second precast block 20 stacked on the upper side of the first precast block 10. Penetrates. Accordingly, the base plate 11b of the plinth 11 is adjusted in height and inclination in the support member 110, but is positioned in an upper space of the second precast block 20.

Accordingly, since the support member 110 is supported in the transverse direction by filling the inside of the hole 21 of the second precast block 20 with the grout material, the moment Mx in the horizontal direction in the top structure 101. In this case, since the supporting member 110 is supported by the second precast block 20, it can withstand higher loads.

Hereinafter, the construction method of the plinth material support structure 200 of the tower structure according to the second embodiment of the present invention will be described in detail with reference to FIGS. 7A to 7F.

Step 1 : As shown in FIG. 7A, a hole is drilled in the ground 2, and the through hole of the first precast block 10 is inserted into the drill hole into which the first fixed steel rod 81 is inserted (77 in FIG. 3A). Perforate up to the rock bed to align. Then, by inserting and grouting the first fixed steel bar 81 in the drilling hole, the first fixed steel bar 81 is in a state coupled to the rock bed.

And, if you want to install a fixed steel rod 80 in the form shown in the right side of Figure 4, the second fixed steel bar 82 is coupled to the first fixed steel bar 81 fixed to the ground by a coupler 88 Let's do it.

And, similar to that shown in Figure 3a, the through-hole 77 of the first precast block 10 is mounted in a state inserted into the first fixed steel bar (81). In this case, the bottom surface of the first precast block 10 may be in a state where the surface is even or may be in a state where a separate layer is flattened.

Step 2 : Then, as shown in FIG. 7B, the second precast block 20 is placed on the upper side of the first precast block 10. In addition, the support member 110 is cement grouting 211 inside the hole 21 of the second precast block 20 to integrate the support member 110 to the second precast block 20. At this time, the upper end of the support member 110 formed in the form of a steel bar is maintained at a predetermined height in a state in which the lower support nut 113b is fastened.

Step 3 : Then, as shown in FIG. 7C, the lower support nut 113b of the support member 110 is moved in the up and down direction 99 to form the center of the base plate 11b of the plinth 11 '. Position (P2) is to be located at a given installation coordinates. And by adjusting a part of lower support nut 113b to the up-down direction 99, it adjusts so that the connection position P1 of the shell material 11 'may be located in a predetermined installation coordinate.

Thus, when the height H and attitude | position of the shell material 11 'are set, the upper support nut 113a is fastened and the height and attitude of the shell material 11' are fixed.

Step 4 : Then, as shown in Fig. 7D, the third precast block 30, in which the first through portion 30C is formed, which accommodates the space occupied by the plinth material 11 'is formed into a second precast block ( 20) is laminated on the upper side.

As shown in FIG. 7E, the fourth precast block 40 having the second through portion 40C having a smaller cross section is formed on the upper side of the third precast block 30 as compared with the first through portion 30C. Laminated on. Accordingly, the shear member 120 extending in the horizontal direction at the bottom of the pillar material 11 'does not pass the second through portion 40C of the fourth precast block 40 in the upward direction 120x. Becomes

At this time, the second fixed steel bar 82 is exposed to the upper side of the fourth precast block 40 on the uppermost side.

Step 5 : Then, after introducing and fixing the tension force P4 pulling the second fixed steel bar 82 upward, the cap is protected. Accordingly, the plurality of precast blocks 10, 20, 30, and 40 are in close contact with each other in the up and down direction, and stably stable even when an external force is applied by the compression prestress introduced to the second fixed steel bar 82. It becomes the state that I can support.

Next, the filler 140, such as non-condensed concrete or non-condensed mortar, is poured and cured on the first through portion 30C and the second through portion 40C to form the plinth 11 'of the tower structure 101. And the base plate 11b are integrated with the precast block 10-40.

The plinth support structure 200 of the tower structure according to the second embodiment of the present invention configured as described above, the support member 110 in the form of a bolt formed on the outer peripheral surface of the first precast block 10 to form a In the state where the second precast block 20 is placed on the upper side of the first precast block 10, the plinth material 11 of the tower structure 101 is disposed on the upper side of the second precast block 20. By fixing the position '), it is possible to obtain an advantage that the support member 110 can withstand a higher load with respect to the moment Mx acting in the horizontal direction on the shell material 11'.

In addition, the precast blocks (10, 20, 30, 40) are laminated in a state coupled to the fixed steel rods 80, at the same time the shear coupled horizontally to the plinth (11 '), which is a lower structure of the tower structure As the ash 120 is configured such that the upward displacement in the pulling direction interferes with the precast block 40 on the upper side, the pulling load acting on the shell material 11 due to the horizontal moment acting on the tower structure 101. It can support the load by over moment more stably. In addition, even if the installation height of the plinth material 11 'is different from each other by installing the tower structure 101 on an inclined mountainous region, the installation height of the plinth material 11' on the support member 110 can be easily adjusted in the field. In addition, it is possible to shorten the construction period and to have a homogeneous quality of support, and to support high loads, simplifying construction and minimizing the stress on the concrete structure.

Hereinafter, with reference to the accompanying Figure 8 will be described in detail the support structure 300 of the shell material of the tower structure according to the third embodiment of the present invention. However, for the same or similar configuration and operation as the above-described first and second embodiments, description thereof will be omitted to clarify the gist of the third embodiment.

As shown in FIG. 8, the support structure 300 of the plinth material of the tower structure according to the third embodiment of the present invention includes a plurality of precast blocks 90, 10, 30, a supporting member 310 fixed in the center portion of the first precast block 10 among the precast blocks 90, 10, and 30 in the horizontal direction and formed of steel, and the third precast on the uppermost side. Guide plate 234 fixed to the block 30, the posture fixing steel 360, which is coupled to the plinth member 11 and the guide plate 234 at the same time to fix the posture of the plinth member 11, the guide plate A space surrounded by the circular frame 330 protruding upward from the 234 in the extending direction of the plinth 11, the through portions 10C, 30C and the frame 330 of the precast blocks 90, 10, and 30; It consists of a non-contraction filler 340 to fill.

Components such as the shear member 120 included in another embodiment may be included in the configuration of the third embodiment as needed.

The support member 310 is formed of steel, such as a section steel fixed integrally connected to the first precast block 10 in the horizontal direction instead of being formed of a bolt protruding upward. Although only the configuration arranged in the form of a straight line is shown in the figure, it may be arranged in a steel form of the cross shape, or a disk may be formed on the upper side. For example, the steel forming the support member 310 may be formed of a H-shaped cross-section steel having a high cross-sectional coefficient, and may be formed of a U-shaped cross section.

Accordingly, the base plate 11b of the shell material 11 is supported by being coupled as shown in FIG. 9 on the supporting member 310 extending in the horizontal direction. Since the base plate 11b of the shell material 11 is fixed to the support member 310 provided at a predetermined position in the vertical direction, the range of adjusting the height of the shell material 11 is smaller than in the above-described embodiment.

However, by sandwiching the thin plate 98 between the upper surface of the support member 310 and the base plate 11b of the shell material 11, the vertical height and inclination of the shell material 11 can be adjusted within a narrow range. have. In the state where the thin plate 98 is fitted and the coordinates of the shell material 11 are aligned, the bolts 313 through the base plate 11b of the shell material 11 and the support member 310 together are connected to the nuts 312a and 312b. The posture of the plinth material 11 is fixed by fixing with.

Meanwhile, the uppermost third precast block 30 is installed in such a manner that the guide plate 234 covers a part of the upper side of the second through portion 30C by the anchor bolt 332. In addition, a circular frame 330 extending upward from the guide plate 234 along the extending direction of the pillar material 11 is formed. The guide plate 234 serves to fix the posture fixing plate 360.

That is, even if the coordinates of the center position P2 of the base plate 11b and the connection position P1 of the shell material 11 are correctly matched, if the deflection occurs in the inclined direction due to the weight of the shell material 11, the connection is made. The problem is that the coordinates of the position P1 are distorted. Therefore, as shown in FIG. 8, after aligning the center position P2 of the base plate 11b of the plinth 11, the member of the plinth 11 is put on or guided by the guide plate 234. As a result, the effect of more accurately aligning the coordinates of the connection position P1 of the shell material 11 can be obtained.

In the above, the preferred embodiments of the present invention have been described by way of example, but the scope of the present invention is not limited to these specific embodiments, and may be appropriately changed within the scope described in the claims.

The drawings illustrate the plinths of various cross sections, but the present invention is not limited to the cross-sectional shape of the plinths shown in the drawings, and includes all of the leg portions supporting two or more tower structures.

Claims (16)

1. A support structure of a tower structure supported by two or more plinths,

   A first precast block in which a support member to which the pillar material is fixed is integrally coupled;

   A third precast block formed at a central portion of the first through part accommodating a lower end of the pillar material coupled to the support member, the third precast block being stacked on the first precast block;

   Two or more fixed steel bars for fixing the first precast block and the third precast block from the ground;

   A filler filled in the first through portion in a state where the lower end of the shell material is accommodated in the first through portion;

   Support structure of the plinth of the tower structure, characterized in that configured to include.
2. The method of claim 1,

   The support member comprises a plurality of support bolts, some of which are coupled to the first precast block and the other of which extend upward, and two or more support nuts fastened to the support bolts;

   The pillar material of the tower structure, characterized in that the pillar material is fixed to the support bolt through the base plate of the pillar material through the support nut.
3. The method of claim 2,

   A second precast block is disposed between the first precast block and the third precast block so that the second precast block is stacked, and a through hole through which the support bolt penetrates is formed in the second precast block. The support structure for the plinth of the tower structure, characterized in that located on the upper side of the second precast block.
4. The method of claim 1,

   The support member is made of a steel material integrally connected with the first precast block traversing the first precast block with a transverse component, and the base plate of the shell material is mounted on the support member, but through a thin plate Coupling member support structure of the tower structure, characterized in that for coupling the plinth member to the support member in a state of adjusting the height.
5. The method of claim 1,

   A shear member coupled to the pillar material with a horizontal component;

   The second precast block is disposed to be stacked on the upper side of the third precast block, and is fixed with the third precast block and the fixed steel bar, and communicates with the first through part, and a second through part having a cross section in which the shear material interferes upward. 4 precast blocks;

   Support structure of the plinth of the tower structure, characterized in that further comprises.
6. The method of claim 1,

   A top precast block disposed to be stacked on the third precast block and fixed to the third precast block and the fixed steel bar, and having a second through portion communicating with the first through portion;

   The upper surface of the upper precast block has a posture fixing steel coupled to extend toward the pillar material;

   It is configured to further include, the support structure of the plinth of the tower structure, characterized in that the posture of the plinth by the steel for fixing the posture is kept constant.
7. The method of claim 6,

   The posture fixing steel is formed in a tubular shape extending along the upward extension direction of the pillar material, the filler material supporting structure of the pillar structure of the tower structure, characterized in that the filling up to the area surrounded by the attitude fixing steel material.
8. The method of claim 1,

   At least one of the first precast block and the third precast block is divided into two or more, the divided portion of the plinth of the tower structure, characterized in that installed in the state coupled to each other by a coupling steel bar. Support structure.
9. The method of claim 1,

   The fixed steel bar is configured to include a first fixed steel bar for fixing the ground and the first precast block, and a second fixed steel bar for fixing the first precast block and the third precast block Support structure of the plinth of the structure.
10. As a method of installing a supporting structure of a tower structure supported by two or more plinths,

    A first precast block installation step of installing the first precast block into which the support member to which the pillar material is fixed is integrally coupled in advance is inserted into a fixed steel rod inserted into the ground;

    A lower support fixing step of fixing the lower end of the shell material to the support member;

    A third precast block formed with a first through portion for accommodating the pillar material is installed on the upper side of the first precast block, and the first precast block and the third precast are formed by the fixed steel bar. A third precast block installation step of fixing the block;

    Filler filling step of filling the filler in the through portion;

    Construction method of the support structure of the plinth of the tower structure, characterized in that configured to include.
11. The method of claim 10,

    The support member comprises a plurality of support bolts, part of which is coupled to the first precast block and the other part of which extends upward, and at least two support nuts fastened to the support bolts;

    By adjusting the position of the support nut in the state that the base plate of the shell material through the support bolt to mount the shell material, and fixing the upper side of the base plate of the shell material with another support nut, Construction method of the support structure of the plinth of the tower structure, characterized in that adjusting at least one of the height and the slope of the angle.
12. The method of claim 10,

    Between the first precast block installation step and the pinned material fixing step, the second precast block is formed by stacking the second precast block formed with a through hole through which the support bolt penetrates on the upper side of the first precast block. Lamination step;

    The construction method of the support structure for the plinth of the tower structure, characterized in that further comprising, wherein the plinth is located above the second precast block.
13. The method of claim 10,

    The support member is made of steel integrally connected with a first precast block traversing the first precast block with a transverse component;

    The fixing step of the lower support, while holding the base material on the support member while interposing a thin plate between the base plate of the base material to adjust to any one or more of the height and posture of the base material to the support member. Construction method of the support structure of the plinth of the tower structure, characterized in that for coupling.
14. The method of claim 10,

    A shear member coupling step of coupling the shear member in a direction having a horizontal direction component to the shell material;

    A fourth precast block which communicates with the first through portion but has a second through portion formed in a central portion of the second precast portion penetrating in a cross section where the shear member interferes upwards, by stacking and fixing the fourth precast block on the upper side of the third precast block. Installation steps;

    Construction method of the support structure of the plinth of the tower structure, characterized in that further comprises.
15. The method of claim 10,

    An uppermost precast block installation step of stacking and fixing the uppermost precast block formed at the center portion of the second communicating portion communicating with the first passing portion on an upper side of the third precast block;

    A posture fixing steel installation step of installing a posture fixing steel extending on the top surface of the precast block toward the base material to fix the posture of the base material;

    Construction method of the support structure of the plinth of the tower structure, characterized in that further comprises.
16. The method of claim 10,

    The fixed steel bar is configured to include a first fixed steel bar for fixing the ground and the first precast block, and a second fixed steel bar for fixing the first precast block and the third precast block Construction method of supporting structure of plinth of structure.

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