JP6159535B2 - Horizontal structure - Google Patents

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JP6159535B2
JP6159535B2 JP2013017438A JP2013017438A JP6159535B2 JP 6159535 B2 JP6159535 B2 JP 6159535B2 JP 2013017438 A JP2013017438 A JP 2013017438A JP 2013017438 A JP2013017438 A JP 2013017438A JP 6159535 B2 JP6159535 B2 JP 6159535B2
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bolt
reinforcing
horizontal
gap
hole
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JP2014148813A (en
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望 谷口
望 谷口
寿志 上村
寿志 上村
雅充 斉藤
雅充 斉藤
岡 俊蔵
俊蔵 岡
俊光 鈴木
俊光 鈴木
山田 潤
潤 山田
北川 淳一
淳一 北川
慎弥 由良
慎弥 由良
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公益財団法人鉄道総合技術研究所
エム・エムブリッジ株式会社
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本発明は、鉄筋コンクリート構造高架橋の横架部構造に関する。   The present invention relates to a horizontal structure of a reinforced concrete structure viaduct.
既設のRC(Reinforced Concrete:鉄筋コンクリート)高架橋は、適宜補修や補強が行われる。例えば、補強に関しては、橋脚の三面を補強鋼板で覆い、当該補強鋼板の柱を挟んで対向する部分を橋柱ごと貫通するPC鋼棒で連結・固定し、鋼板と柱との隙間並びにPC鋼棒と柱との隙間に充填材を充填して、鋼板と柱とPC鋼棒とを一体化する方法が知られるところである(例えば、特許文献1参照)。   Existing RC (Reinforced Concrete) viaducts are appropriately repaired and reinforced. For example, with regard to reinforcement, cover three surfaces of a pier with a reinforcing steel plate, and connect and fix the PC steel rods that pass through the bridge columns along the opposite sides of the reinforcing steel plate. There is a known method of integrating a steel plate, a column, and a PC steel rod by filling the gap between the rod and the column with a filler (see, for example, Patent Document 1).
特開2008−196288号公報JP 2008-196288 A
特許文献1では、補強鋼板に設けられたPC鋼棒を挿通するための貫通孔と当該PC鋼棒との隙間についての記述がない。橋柱とPC鋼棒との隙間には充填剤が充填されるため、橋柱からPC鋼棒へは力が伝達されると考えられるが、補強鋼板の貫通孔とPC鋼棒との間に僅かでも隙間があると、PC鋼棒から補強鋼板への力の伝達ロスが生じ、本来の強度が得られない。   In patent document 1, there is no description about the clearance gap between the through-hole for inserting the PC steel bar provided in the reinforcement steel plate, and the said PC steel bar. Since the gap between the bridge pillar and the PC steel rod is filled with filler, it is considered that force is transmitted from the bridge pillar to the PC steel rod, but between the through hole of the reinforcing steel plate and the PC steel rod. If there is even a slight gap, a transmission loss of force from the PC steel rod to the reinforcing steel plate occurs, and the original strength cannot be obtained.
本発明は、こうした事情を鑑みてなされたものであり、補強対象部と補強部材との結合度合を一層高くした、新しいRC高架橋の対象横架部(梁又は桁)の補強を実現することを目的とする。   This invention is made | formed in view of such a situation, and implement | achieves reinforcement of the object horizontal part (beam or girder) of new RC viaduct which raised the coupling | bonding degree of a reinforcement object part and a reinforcement member further. Objective.
以上の課題を解決するための第1の発明は、鉄筋コンクリート構造高架橋の梁又は桁(以下「対象横架部」という。)に、断面U字状の補強部材を宛がい、当該補強部材の両側部及び前記対象横架部に貫通ボルトを貫通させ、当該貫通ボルトを当該両側部外側から締結具で締結した後に、前記補強部材と前記対象横架部との隙間を結合材で充填して構成した横架部構造であって、前記補強部材は、前記貫通ボルトの貫通箇所に前記貫通ボルトを遊貫可能な直径の貫通孔を有し、前記締結具は、前記締結によって前記補強部材との間に挟み込まれる前記貫通孔より大きい座金を一体又は別体に有し、前記充填時に前記貫通孔内にも前記結合材を充填して構成し、当該貫通孔内に充填された結合材を介して前記貫通ボルトと前記補強部材間で力が伝達されることを特徴とする横架部構造である。   A first invention for solving the above-mentioned problems is that a reinforcing member having a U-shaped cross section is assigned to a beam or girder of a reinforced concrete structure viaduct (hereinafter referred to as “target horizontal portion”), and both sides of the reinforcing member are provided. A through-bolt is passed through the part and the target horizontal part, and the through-bolt is fastened with a fastener from the outside of both side parts, and then the gap between the reinforcing member and the target horizontal part is filled with a binder. The reinforcing member has a through hole having a diameter through which the through bolt can loosely pass at a through portion of the through bolt, and the fastener is connected to the reinforcing member by the fastening. A washer larger than the through hole sandwiched between them is formed integrally or separately, and the filling material is also filled in the through hole at the time of filling, via the bonding material filled in the through hole. Force between the through bolt and the reinforcing member A cross bar portion structure characterized to be reached.
第1の発明によれば、補強対象部である対象横架部から貫通ボルトに伝わった力を、補強部材の貫通孔内に充填された結合材を介して補強部材に伝達することができる。対象横架部と貫通ボルトと補強部材とが強固に剛結した新しい横架部構造を実現できる。   According to 1st invention, the force transmitted to the penetration bolt from the object horizontal part which is a reinforcement object part can be transmitted to a reinforcement member via the coupling material with which the penetration hole of the reinforcement member was filled. A new horizontal part structure in which the target horizontal part, the through bolt, and the reinforcing member are firmly connected to each other can be realized.
第2の発明は、前記貫通ボルトはPC鋼棒で構成され、前記補強部材は鋼製であり、
前記結合材はモルタルである、第1の発明の横架部構造である。
In a second aspect of the invention, the through bolt is composed of a PC steel rod, and the reinforcing member is made of steel.
The binding material according to the first aspect of the present invention is a mortar.
第2の発明によれば、更に補強効果を高めることができる。   According to the second invention, the reinforcing effect can be further enhanced.
第1実施形態の工事の概略を説明するための図。The figure for demonstrating the outline of the construction of 1st Embodiment. 第1実施形態の横架部構造の構成例を示すRC高架橋の部分斜視図。The partial perspective view of RC viaduct which shows the structural example of the horizontal part structure of 1st Embodiment. 第1実施形態の横架部構造の構成例を示すRC高架橋の縦断面図。The longitudinal cross-sectional view of RC viaduct which shows the structural example of the horizontal part structure of 1st Embodiment. 第1実施形態の貫通ボルト及び締結具の構成例を示す図。The figure which shows the structural example of the penetration bolt and fastener of 1st Embodiment. 設計支援装置のハードウェアの構成例示す図。The figure which shows the structural example of the hardware of a design support apparatus. 設計支援装置の機能構成例を示す機能ブロック図。The functional block diagram which shows the function structural example of a design support apparatus. 配置構成データのデータ構成の一例を示す図。The figure which shows an example of a data structure of arrangement | positioning structure data. ボルト諸元データのデータ構成の一例を示す図。The figure which shows an example of the data structure of bolt specification data. 設計支援装置の処理の流れを説明するためのフローチャート。The flowchart for demonstrating the flow of a process of a design support apparatus. 回転中心から貫通ボルトまでの回転中心距離の例を示す図。The figure which shows the example of the rotation center distance from a rotation center to a penetration bolt. 施工順を説明するためのフローチャート。The flowchart for demonstrating a construction order. 結合材の充填過程を説明するための図。The figure for demonstrating the filling process of a binding material. 結合材の充填過程を説明するための図。The figure for demonstrating the filling process of a binding material. 載荷実験と実験結果について説明するための図。The figure for demonstrating a loading experiment and an experimental result. 載荷実験と実験結果について説明するための図。The figure for demonstrating a loading experiment and an experimental result. 第2実施形態の横架部構造の構成例を示すRC高架橋の縦断面図。The longitudinal cross-sectional view of RC viaduct which shows the structural example of the horizontal part structure of 2nd Embodiment. 第2実施形態の締結具の構成例を示す図。The figure which shows the structural example of the fastener of 2nd Embodiment.
〔第1実施形態〕
本発明を適用した第1実施形態として、鉄道用のRC高架橋の梁や桁と言った横架部を補強しつつ、隣接する既設の一対の柱(径間の両端の柱)を新規の1本の柱に付け替えることで径間を拡張する工事を例に挙げる。尚、RC高架橋は鉄道用に限らず道路用でも同様に適用できる。また、柱の交換に限らず柱の追加についても適用できる。
[First Embodiment]
As a first embodiment to which the present invention is applied, a pair of adjacent existing columns (columns at both ends between the spans) are replaced with new ones while reinforcing horizontal bridges such as RC viaduct beams and girders for railways. An example is construction that expands the span by replacing it with a pillar of a book. In addition, RC viaduct is applicable not only for railways but also for roads. Moreover, it is applicable not only to the replacement of pillars but also to the addition of pillars.
図1は、本実施形態における工事の概略を説明するための図である。
図1(1)に示すように、工事対象として想定される鉄道用のRC高架橋2は、複数の柱4を縦梁6や横梁8で連結して基板10を支えている。基板10の上面には、鉄道用の軌道12や防音フェンス14、図示されない信号等の各種設備が適宜設置される。
FIG. 1 is a diagram for explaining an outline of construction in the present embodiment.
As shown in FIG. 1 (1), the RC viaduct 2 for railway assumed as a construction target supports a substrate 10 by connecting a plurality of columns 4 with vertical beams 6 and horizontal beams 8. Various facilities such as a railroad track 12, a soundproof fence 14, and a signal (not shown) are appropriately installed on the upper surface of the substrate 10.
そして、本実施形態では、図1(2)に示すように、第1区画と第2区画との間の柱4と、第2区画と第3区画との間の柱4との間の縦梁6を補強の対象横架部とし、当該対象横架部を補強部材21で補強しつつ、補強部材21を一体に支持する高架橋柱22を設置する。そして、図1(3)に示すように、第1区画と第2区画との間の柱4と、第2区画と第3区画との間の柱4とを撤去して、第1〜第3区画をより広いA区画とB区画との2つの区画にリニューアルする。尚、補強部材21を先に対象横架部に取り付けて高架橋柱22を後で設置するか、高架橋柱22を先に設置して補強部材21を後で設置するかは何れでもよい。   In the present embodiment, as shown in FIG. 1 (2), the vertical distance between the pillar 4 between the first compartment and the second compartment and the pillar 4 between the second compartment and the third compartment. The beam 6 is used as a target horizontal part to be reinforced, and a viaduct pillar 22 that integrally supports the reinforcing member 21 is installed while the target horizontal part is reinforced by the reinforcing member 21. And as shown in FIG.1 (3), the pillar 4 between a 1st division and a 2nd division and the pillar 4 between a 2nd division and a 3rd division are removed, and 1st-1st Renew 3 sections into 2 sections, A section and B section. Note that it may be either whether the reinforcing member 21 is first attached to the target horizontal portion and the viaduct pillar 22 is installed later, or the viaduct pillar 22 is installed first and the reinforcing member 21 is installed later.
[補強後の対象横架部の構造の説明]
図2は、本実施形態におけるRC高架橋2の横架部構造の構成例を示す部分斜視図であって、基板10の下面を斜め下から見上げた図に相当する。図3は、同縦断面図である。これらの図に示すように、本実施形態の補強後の横架部構造20は、
(1)対象横架部である縦梁6を包む補強部材21と、
(2)同部材の底部に剛結された高架橋柱22と、
(3)同柱を支持する基礎24(図1)と、
(4)縦梁6に貫通される貫通ボルト25と、
(5)同貫通ボルトと螺合するとともに補強部材21に嵌着する締結具26と、
(6)縦梁6と補強部材21との側端部の隙間をつめるパッキン材27と、
(7)縦梁6と補強部材21との隙間や、縦梁6と貫通ボルト25との間に充填されたグラウト層28と、を備える。
尚、貫通ボルト25の本数や配置位置は図の例に限らず、縦梁6の寸法や補強部材21の長さに応じて適宜設定されるものとする。
[Description of the structure of the target horizontal part after reinforcement]
FIG. 2 is a partial perspective view showing a configuration example of the horizontal structure of the RC viaduct 2 in the present embodiment, and corresponds to a view in which the lower surface of the substrate 10 is looked up obliquely from below. FIG. 3 is a longitudinal sectional view of the same. As shown in these drawings, the horizontal structure 20 after reinforcement of the present embodiment is
(1) a reinforcing member 21 that wraps the longitudinal beam 6 that is a target horizontal portion;
(2) viaduct pillar 22 rigidly connected to the bottom of the member;
(3) the foundation 24 (FIG. 1) that supports the pillar;
(4) a through bolt 25 penetrating the vertical beam 6;
(5) a fastener 26 that is screwed to the through-bolt and is fitted to the reinforcing member 21;
(6) a packing material 27 that closes a gap between side ends of the longitudinal beam 6 and the reinforcing member 21;
(7) A gap between the vertical beam 6 and the reinforcing member 21 and a grout layer 28 filled between the vertical beam 6 and the through bolt 25 are provided.
Note that the number and arrangement position of the through bolts 25 are not limited to the example in the figure, and are appropriately set according to the dimensions of the vertical beam 6 and the length of the reinforcing member 21.
補強部材21は、撤去対象となる柱4の径間に渡る縦梁6を補強する断面U形状の部材であって、補強対象の縦梁6の外側を覆うように宛がわれる。
補強部材21は、例えば鋼板で作られる鋼製である。具体的には、両側部と底部とを別々に用意しておいて現場で鋼板を溶接して組み立てる。或いは、予め組み立てておいて現場にて対象とする縦梁6の下からはめ込むとしても良い。尚、補強部材21の外周部には適宜強度確保のためのリブを備えることができる。よって、補強部材21の形状は、リブ等を含まずに見た場合、概ね上向きに開口した「U形状」と言い表すことができる。
The reinforcing member 21 is a member having a U-shaped cross section that reinforces the longitudinal beam 6 across the diameter of the column 4 to be removed, and is placed so as to cover the outside of the longitudinal beam 6 to be reinforced.
The reinforcing member 21 is made of steel made of, for example, a steel plate. Specifically, both sides and the bottom are prepared separately, and the steel plates are welded and assembled on site. Alternatively, it may be assembled in advance and fitted from below the target longitudinal beam 6 at the site. In addition, the outer peripheral part of the reinforcing member 21 can be appropriately provided with a rib for ensuring the strength. Therefore, the shape of the reinforcing member 21 can be expressed as a “U shape” that is open upwards when viewed without including a rib or the like.
尚、ここで言う「U形状」とは、補強対象の縦梁6の突出面に沿って覆う形状を示す意味であり、アルファベット文字「U」そのものの形状に限定されるものではなく、補強対象の縦梁6の断面形状に応じた自由度を含む意味である。例えば、「U」の左右に相当する部位も直線に限らず弧状であるとしても良い。その場合、断面C字状とも言える。また、「U」の左右に相当する部位と底辺部位との接続部分を直角として、例えば片仮名の「コ」の開口部を上向きにした形状であっても良いのは勿論である。   The “U shape” mentioned here means a shape that covers the protruding surface of the longitudinal beam 6 to be reinforced, and is not limited to the shape of the alphabet letter “U” itself, but is to be reinforced. This means that the degree of freedom according to the cross-sectional shape of the vertical beam 6 is included. For example, the portions corresponding to the left and right of “U” are not limited to straight lines, and may be arcuate. In that case, it can also be said that it has a C-shaped cross section. Further, it is of course possible that the connection portion between the portion corresponding to the left and right of “U” and the base portion is a right angle, for example, the opening of the “K” in Katakana is directed upward.
補強部材21の内寸は、補強対象の縦梁6の側面及び底面からグラウトの流動性に応じて決定される側部間隙D1と底部間隙D2を有するように設定される。例えば、「J14ロート試験」による流下時間が6〜10秒の流動性を有するグラウトを用いることとし、側部間隙D1及び底部間隙D2を略20mmとする。   The inner dimension of the reinforcing member 21 is set so as to have a side gap D1 and a bottom gap D2 determined according to the flowability of the grout from the side and bottom surfaces of the longitudinal beam 6 to be reinforced. For example, a grout having a flowability of 6 to 10 seconds according to the “J14 funnel test” is used, and the side gap D1 and the bottom gap D2 are approximately 20 mm.
高架橋柱22は、例えば、CFT(Concrete Filled Steel Tube:コンクリート充填鋼管)により形成される。本実施形態では補強部材21と高架橋柱22とは剛結される。補強部材21と高架橋柱22との間に適宜、連結部23(支承部)を設けた結合構造としても良い。   The viaduct pillar 22 is formed of, for example, CFT (Concrete Filled Steel Tube). In this embodiment, the reinforcing member 21 and the viaduct pillar 22 are rigidly connected. A coupling structure in which a connecting portion 23 (supporting portion) is appropriately provided between the reinforcing member 21 and the viaduct pillar 22 may be employed.
図4は、貫通ボルト25及び締結具26の構成例を示す図である。
貫通ボルト25は、例えばPC鋼棒の両端に雄ネジ部25aを形成して作られる。本実施形態の仕様では、例えば直径11mmとされる。補強部材21の側部及び補強対象の縦梁6には、それぞれ横方向の貫通孔21h及び貫通孔6hが設けられており、貫通ボルト25は両貫通孔に挿通される(図3)。
FIG. 4 is a diagram illustrating a configuration example of the through bolt 25 and the fastener 26.
The through bolt 25 is formed by forming male screw portions 25a at both ends of a PC steel rod, for example. In the specification of this embodiment, the diameter is, for example, 11 mm. A lateral through hole 21h and a through hole 6h are respectively provided in the side portion of the reinforcing member 21 and the longitudinal beam 6 to be reinforced, and the through bolt 25 is inserted into both through holes (FIG. 3).
縦梁6の貫通孔6hの直径は、貫通ボルト25との間に、グラウトの流動性に応じて決定されるボルト外周間隙D3を有するように設定される。補強対象の縦梁6が上記の如く寸法で「J14ロート試験」による流下時間が6〜10秒の流動性を有するグラウトを用いる場合には、ボルト外周間隙D3は貫通孔6hの直径と貫通ボルト25の直径との差が側部間隙D1や底部間隙D2の約1.5倍以上となるように設定される。好適な一例としては、貫通孔6hの直径を「貫通ボルト25の直径+30(mm)以上」としたり、「貫通ボルト25の直径+30〜40(mm)」とする例が考えられる。   The diameter of the through hole 6h of the vertical beam 6 is set so as to have a bolt outer peripheral gap D3 determined according to the flowability of the grout between the through bolt 25 and the through bolt 25. When the longitudinal beam 6 to be reinforced has a dimension as described above and a grout having a flowability of 6 to 10 seconds according to the “J14 funnel test”, the bolt outer peripheral gap D3 is the diameter of the through hole 6h and the through bolt. The difference from the diameter of 25 is set to be about 1.5 times or more of the side gap D1 and the bottom gap D2. As a suitable example, the diameter of the through hole 6h may be “diameter of the through bolt 25 + 30 (mm) or more” or “diameter of the through bolt 25 + 30-40 (mm)”.
締結具26は、例えば鋼材で作られた1ピース構造で、補強部材21の貫通孔21hと嵌着する嵌合部26aと、当該締結具の締め込み工具に対応する形状(例えば、レンチ用の六角形など)を有した締め込み操作部26bと、貫通ボルト25の雄ネジ部25aと螺合する雌ねじ部26cとを有する(図4)。   The fastener 26 has a one-piece structure made of, for example, steel, and has a fitting portion 26a that fits into the through hole 21h of the reinforcing member 21 and a shape corresponding to a fastening tool for the fastener (for example, for a wrench) A tightening operation portion 26b having a hexagonal shape and the like, and a female screw portion 26c screwed with the male screw portion 25a of the through bolt 25 (FIG. 4).
締め込み方向に沿った嵌合部26aの長さは、例えば貫通孔21hでの補強部材21の肉厚の2/3以上であり、補強部材21の肉厚と側部間隙D1との合計未満の長さとすると好適である。
また、嵌合部26aと補強部材21の貫通孔21hとの隙間は、充填されるグラウトが漏れ出ることなく、且つ貫通ボルト25に締結具26をねじ込み可能で、且つ貫通孔21hの径方向にガタツキが生じない程度に設定するものとする。尚、締結具6は、嵌合部26aと締め込み操作部26bとが一体の1ピース構造が好適である。
The length of the fitting portion 26a along the tightening direction is, for example, 2/3 or more of the thickness of the reinforcing member 21 in the through hole 21h, and is less than the total of the thickness of the reinforcing member 21 and the side gap D1. It is preferable that the length is as follows.
Further, the gap between the fitting portion 26a and the through hole 21h of the reinforcing member 21 is such that the grout to be filled does not leak, the fastener 26 can be screwed into the through bolt 25, and in the radial direction of the through hole 21h. It shall be set to such an extent that rattling does not occur. The fastener 6 preferably has a one-piece structure in which the fitting portion 26a and the tightening operation portion 26b are integrated.
パッキン材27(図2)は、例えばウレタン樹脂などの弾性体であって、補強対象の縦梁6の側面と補強部材21の内側面との隙間、及び補強対象の縦梁6の下面と補強部材21の底面との隙間に詰め込まれ、グラウトがそれらの隙間から漏れないようにする。尚、パッキン材27に代えて木枠などを補強部材21の外側から仮止めする構成としてもよい。   The packing material 27 (FIG. 2) is, for example, an elastic body such as urethane resin, and the gap between the side surface of the longitudinal beam 6 to be reinforced and the inner side surface of the reinforcing member 21, and the lower surface and the reinforcement of the longitudinal beam 6 to be reinforced. The gap between the bottom surface of the member 21 is filled and the grout is prevented from leaking through the gap. Note that a wooden frame or the like may be temporarily fixed from the outside of the reinforcing member 21 instead of the packing material 27.
補強対象の縦梁6と補強部材21との隙間に充填されたグラウトが硬化し、グラウト層28が形成されると、縦梁6と補強部材21と貫通ボルト25とは剛結される。すなわち、図3に添えられた拡大図に示すように、縦梁6からグラウト層28を介して貫通ボルト25へ力F1が伝達されるようになり、貫通ボルト25から締結具26の嵌合部26aを介して補強部材21へ力F2が伝達されるようになる。すなわち、力の伝達ロスの無い優れた補強が実現される。   When the grout filled in the gap between the longitudinal beam 6 to be reinforced and the reinforcing member 21 is cured and the grout layer 28 is formed, the longitudinal beam 6, the reinforcing member 21, and the through bolt 25 are rigidly connected. That is, as shown in the enlarged view attached to FIG. 3, the force F <b> 1 is transmitted from the longitudinal beam 6 to the through bolt 25 through the grout layer 28, and the fitting portion of the fastener 26 is transmitted from the through bolt 25. The force F2 is transmitted to the reinforcing member 21 through 26a. In other words, excellent reinforcement without any force transmission loss is realized.
[設計支援装置及び設計法の説明]
次に、貫通ボルト25の本数、径、配置の設計法について説明する。
本実施形態では、設計支援装置1100を用いて貫通ボルト25の本数、径、配置の設計をする。図5は、設計支援装置1100のハードウェアの構成例を示す図である。本実施形態の設計支援装置1100は、いわゆるコンピュータであって、本体装置1101と、キーボード1106と、タッチパネル1108とを備える。本体装置1101には制御基板1150が内蔵されている。そして、制御基板1150は、CPU1151、ICメモリ1152やハードディスクなどの記憶媒体、キーボード1106やタッチパネル1108などとのデータの入出力を制御するインタフェースIC1153、などを備える。
[Description of design support device and design method]
Next, a design method for the number, diameter, and arrangement of the through bolts 25 will be described.
In the present embodiment, the number, diameter, and arrangement of the through bolts 25 are designed using the design support apparatus 1100. FIG. 5 is a diagram illustrating a hardware configuration example of the design support apparatus 1100. The design support apparatus 1100 according to the present embodiment is a so-called computer, and includes a main body apparatus 1101, a keyboard 1106, and a touch panel 1108. The main body device 1101 includes a control board 1150. The control board 1150 includes a CPU 1151, a storage medium such as an IC memory 1152 and a hard disk, an interface IC 1153 that controls input / output of data with the keyboard 1106, the touch panel 1108, and the like.
図6は、設計支援装置1100の機能構成例を示すブロック図である。
設計支援装置1100は、操作入力部100と、処理部200と、画像表示部360と、記憶部500とを備える。
FIG. 6 is a block diagram illustrating a functional configuration example of the design support apparatus 1100.
The design support apparatus 1100 includes an operation input unit 100, a processing unit 200, an image display unit 360, and a storage unit 500.
操作入力部100は、オペレータによって為された各種の操作入力に応じて操作入力信号を処理部200に出力する。図5のキーボード1106、タッチパネル1108がこれに該当する。   The operation input unit 100 outputs an operation input signal to the processing unit 200 according to various operation inputs made by the operator. The keyboard 1106 and the touch panel 1108 in FIG. 5 correspond to this.
処理部200は、例えばCPUやGPU等のマイクロプロセッサや、ASIC(特定用途向け集積回路)、ICメモリなどの電子部品によって実現され、操作入力部100や記憶部500を含む各機能部との間でデータの入出力制御を行う。そして、所定のプログラムやデータ、操作入力部100からの操作入力信号、各種データに基づいて各種の演算処理を実行して設計支援装置1100の動作を制御する。図5の制御基板1150がこれに該当する。そして、本実施形態における処理部200は、想定断面力設定部202と、仮設定部204と、耐力算定部206と、評価部208と、画像生成部260と、を備える。   The processing unit 200 is realized by, for example, a microprocessor such as a CPU or a GPU, an electronic component such as an ASIC (Application Specific Integrated Circuit), an IC memory, and the like, and is connected to each functional unit including the operation input unit 100 and the storage unit 500. To control data input / output. Then, various arithmetic processes are executed based on predetermined programs and data, operation input signals from the operation input unit 100, and various data to control the operation of the design support apparatus 1100. The control board 1150 in FIG. 5 corresponds to this. The processing unit 200 in this embodiment includes an assumed cross-sectional force setting unit 202, a temporary setting unit 204, a proof stress calculation unit 206, an evaluation unit 208, and an image generation unit 260.
想定断面力設定部202は、対象横架部(本実施形態では縦梁6)と高架橋柱22との接合部、すなわち補強部材21及び貫通ボルト25に働く想定断面力の設定に係る制御をする。想定断面力としては、補強後のRC高架橋2に想定される限界荷重条件から求められる設計曲げモーメント、設計せん断力、設計軸力、が少なくとも含まれる。具体的には、画像表示部360にそれらの想定断面力を入力させる入力画面を表示させて、オペレータが操作入力部100から入力したそれらの値を記憶部500に一時記憶させる。   The assumed cross-sectional force setting unit 202 performs control related to the setting of the assumed cross-sectional force acting on the joint portion between the target horizontal portion (the vertical beam 6 in the present embodiment) and the viaduct pillar 22, that is, the reinforcing member 21 and the through bolt 25. . The assumed cross-sectional force includes at least a design bending moment, a design shear force, and a design axial force obtained from the limit load condition assumed for the RC viaduct 2 after reinforcement. Specifically, an input screen for inputting the assumed cross-sectional force is displayed on the image display unit 360, and those values input by the operator from the operation input unit 100 are temporarily stored in the storage unit 500.
仮設定部204は、貫通ボルト25の仮の配置構成の設定に係る制御をする。本実施形態では、記憶部500に予め記憶されている配置構成データ510(貫通ボルト25を挿通させる位置座標を格納する。図7参照。)を参照して設定する。なお、画像表示部360に配置構成のデータを入力させる入力画面を表示させ、オペレータが操作入力した値を記憶部500に一時記憶させる構成も可能である。   The temporary setting unit 204 performs control related to setting of a temporary arrangement configuration of the through bolt 25. In the present embodiment, the setting is made with reference to the arrangement configuration data 510 (stores the position coordinates through which the through bolt 25 is inserted, see FIG. 7) stored in advance in the storage unit 500. It is also possible to have a configuration in which an input screen for inputting arrangement configuration data is displayed on the image display unit 360 and a value input by an operator is temporarily stored in the storage unit 500.
耐力算定部206は、補強部材21の横架方向(本実施形態では縦梁6の長手方向)の一端部を回転中心とした高架橋柱22の曲げモーメントに対する接合部の第1の耐力と、接合部における軸力及びせん断力に対する第2の耐力とを、仮設定部204により設定された仮の配置構成に基づいて算定する。   The proof stress calculation unit 206 includes a first proof stress of the joint with respect to the bending moment of the viaduct pillar 22 centering on one end of the reinforcing member 21 in the horizontal direction (the longitudinal direction of the longitudinal beam 6 in this embodiment), The second proof stress against the axial force and the shearing force at the part is calculated based on the provisional arrangement configuration set by the provisional setting unit 204.
評価部208は、想定断面力と、第1及び第2の耐力と、所与の安全係数とに基づいて、仮の配置構成を評価する。本実施形態では、後述する所定の算出式に従って評価値を算出し、仮の配置構成の識別情報とともに対応づけて記憶部500の評価値データ530に格納する。   The evaluation unit 208 evaluates the provisional arrangement configuration based on the assumed sectional force, the first and second proof stresses, and the given safety factor. In the present embodiment, an evaluation value is calculated according to a predetermined calculation formula described later, and is stored in the evaluation value data 530 of the storage unit 500 in association with the provisional arrangement configuration identification information.
画像生成部260は、例えば、GPU、デジタルシグナルプロセッサ(DSP)などのプロセッサ、ビデオ信号IC、フレームバッファ等の描画フレーム用ICメモリ等によって実現される表示画面の画像信号を生成し、画像表示部360へ出力する。   The image generation unit 260 generates an image signal of a display screen realized by, for example, a processor such as a GPU or a digital signal processor (DSP), an IC memory for a drawing frame such as a video signal IC or a frame buffer, and the like. To 360.
画像表示部360は、画像生成部260から入力される画像信号に基づいて入力画面などの各種画像を表示する。例えば、フラットパネルディスプレイ、ブラウン管(CRT)、プロジェクター、ヘッドマウントディスプレイといった画像表示装置によって実現できる。本実施形態では、図5のタッチパネル1108がこれに該当する。   The image display unit 360 displays various images such as an input screen based on the image signal input from the image generation unit 260. For example, it can be realized by an image display device such as a flat panel display, a cathode ray tube (CRT), a projector, or a head mounted display. In this embodiment, the touch panel 1108 in FIG. 5 corresponds to this.
記憶部500は、処理部200に設計支援装置1100を統合的に制御させるための諸機能を実現するためのシステムプログラムや、設計支援に必要なプログラム、各種データ等を記憶する。また、処理部200の作業領域として用いられ、処理部200が各種プログラムに従って実行した演算結果や操作入力部100から入力される入力データ等を一時的に記憶する。こうした機能は、例えばRAMやROMなどのICメモリ、ハードディスク等の磁気ディスク、CD−ROMやDVDなどの光学ディスクなどによって実現される。図5の制御基板1150が搭載するICメモリ1152やハードディスクなどの情報記憶媒体がこれに該当する。   The storage unit 500 stores a system program for realizing various functions for causing the processing unit 200 to control the design support apparatus 1100 in an integrated manner, a program necessary for design support, various data, and the like. Further, it is used as a work area of the processing unit 200, and temporarily stores calculation results executed by the processing unit 200 according to various programs, input data input from the operation input unit 100, and the like. Such a function is realized by, for example, an IC memory such as a RAM or a ROM, a magnetic disk such as a hard disk, or an optical disk such as a CD-ROM or DVD. This corresponds to an information storage medium such as an IC memory 1152 and a hard disk mounted on the control board 1150 of FIG.
本実施形態の記憶部500は、システムプログラム501と、設計支援プログラム502とを記憶している。
システムプログラム501は、設計支援装置1100のコンピュータとしての入出力の基本機能を実現するためのプログラムである。
設計支援プログラム502は、処理部200が読み出して実行することによって想定断面力設定部202と、仮設定部204と、耐力算定部206と、評価部208と、画像生成部260としての機能を実現させるためのアプリケーションソフトウェアであるが、システムプログラム501の一部として組み込まれた構成であっても良い。
The storage unit 500 of this embodiment stores a system program 501 and a design support program 502.
The system program 501 is a program for realizing basic functions of input / output as a computer of the design support apparatus 1100.
The design support program 502 reads and executes the processing unit 200 to realize functions as an assumed sectional force setting unit 202, a temporary setting unit 204, a proof stress calculation unit 206, an evaluation unit 208, and an image generation unit 260. However, the application software may be configured as a part of the system program 501.
また、記憶部500は、配置構成データ510と、ボルト諸元データ520とを予め記憶し、設計支援の実行に伴って評価値データ530を記憶する。勿論、記憶部500には、設計支援の演算処理に必要なその他のデータも適宜記憶することができる。   In addition, the storage unit 500 stores arrangement configuration data 510 and bolt specification data 520 in advance, and stores evaluation value data 530 along with execution of design support. Of course, the storage unit 500 can also appropriately store other data necessary for design support calculation processing.
配置構成データ510は、例えば図7に示すように、配置構成ID512と対応づけて貫通ボルトの合計の本数514と、配置される貫通ボルト25それぞれの配置位置座標値を格納した配置位置座標リスト516とを対応づけて格納する。
補強対象の縦梁6の内部には何本もの鉄筋が配筋されており、鉄筋を切って貫通孔6hを設けることは強度低下を招くためにできない。よって、貫通ボルト25を配置可能な位置は、補強対象の縦梁6の配筋から必然的に求められる。配置構成は、必然的に求められる配置可能な位置の組み合わせとなる。
For example, as shown in FIG. 7, the arrangement configuration data 510 includes an arrangement position coordinate list 516 that stores the total number of through bolts 514 in association with the arrangement configuration ID 512 and the arrangement position coordinate values of each of the through bolts 25 to be arranged. Are stored in association with each other.
A number of reinforcing bars are arranged inside the longitudinal beam 6 to be reinforced, and it is impossible to cut through the reinforcing bars to provide the through holes 6h because the strength is reduced. Therefore, the position where the through bolt 25 can be arranged is inevitably obtained from the reinforcement of the longitudinal beam 6 to be reinforced. The arrangement configuration is inevitably a combination of positions that can be arranged.
ボルト諸元データ520は、例えば図8に示すように、規格ID522と対応づけて、直径524と、断面積526と、設計せん断降伏強度528とを格納する。
貫通ボルト25は、工費削減と入手のし易さから、既存の規格品のボルトを用いるのが好ましいと言える。よって、ボルト諸元データ520に格納される直径524、断面積526、設計せん断降伏強度528は、既存の規格値となる。勿論、規格外の専用設計も許容されるならば、それらの数値も当該データに含めておくとよい。
For example, as shown in FIG. 8, the bolt specification data 520 stores a diameter 524, a cross-sectional area 526, and a design shear yield strength 528 in association with the standard ID 522.
It can be said that it is preferable to use an existing standard bolt as the through bolt 25 because of the reduction of the construction cost and the availability. Therefore, the diameter 524, the cross-sectional area 526, and the design shear yield strength 528 stored in the bolt specification data 520 are the existing standard values. Of course, if a non-standard dedicated design is allowed, those values should be included in the data.
図9は、設計支援装置1100の設計支援に係る処理の流れを説明するためのフローチャートである。ここで説明する処理は、処理部200が設計支援プログラム502を実行することにより実現される。   FIG. 9 is a flowchart for explaining the flow of processing related to design support of the design support apparatus 1100. The processing described here is realized by the processing unit 200 executing the design support program 502.
まず、処理部200は、想定断面力を含む設計条件を設定する条件設定処理を実行する(ステップS2)。具体的には、設計条件として(1)補強対象の縦梁6の断面諸元と、(2)柱と梁の接合部に働く想定断面力として設計曲げモーメントMd・設計せん断力Vd・設計軸力Nd、(3)安全係数γb、を入力するための入力画面を表示する。そして、入力されたそれらのデータを、記憶部500に記憶させる。   First, the processing unit 200 executes a condition setting process for setting design conditions including an assumed cross-sectional force (step S2). Specifically, as design conditions, (1) cross-sectional specifications of the longitudinal beam 6 to be reinforced, and (2) design bending moment Md, design shear force Vd, design axis as an assumed cross-sectional force acting on the joint between the column and the beam An input screen for inputting force Nd and (3) safety coefficient γb is displayed. Then, the input data is stored in the storage unit 500.
次に、処理部200は、貫通ボルト25の配置構成それぞれについてループAの処理を実行する(ステップS10〜S40)。本実施形態では、配置構成データ510の配置構成ID512が示す配置構成毎に実行される。   Next, the process part 200 performs the process of the loop A about each arrangement configuration of the penetration bolt 25 (step S10-S40). In the present embodiment, it is executed for each arrangement configuration indicated by the arrangement configuration ID 512 of the arrangement configuration data 510.
ループAにおいて、処理部200は処理対象配置構成に応じて補強部材21の寸法を算出し(ステップS12)、補強部材21の回転中心位置と、各貫通ボルトの回転中心距離Li(i=貫通ボルトの識別番号)とを算出する(ステップS14)。
補強部材21の側面寸法(補強部材21の側面の高さと、補強対象の縦梁6の長手方向の長さ)は、処理対象の配置構成における最も外側の貫通ボルト25の配置位置から更に高さ方向あるいは梁長手方向外側に所定の長さを確保することとして決定する。
回転中心距離Liは、例えば図10に示すように、高架橋柱22に対して補強対象の縦梁6の長手方向に荷重Wが作用し、補強部材21の底面の一端を回転中心30として補強部材21が回転すると想定して算出する。尚、図10では貫通ボルト25の数が5本の例を示しているが、実際には、ループ処理対象となる配置構成に従う。
In the loop A, the processing unit 200 calculates the dimension of the reinforcing member 21 according to the processing target arrangement configuration (step S12), and the rotational center position of the reinforcing member 21 and the rotational center distance Li (i = through bolt) of each through bolt. (Identification number) is calculated (step S14).
The side surface dimensions of the reinforcing member 21 (the height of the side surface of the reinforcing member 21 and the length in the longitudinal direction of the longitudinal beam 6 to be reinforced) are further increased from the arrangement position of the outermost through bolt 25 in the arrangement configuration to be processed. It is determined that a predetermined length is secured outside in the direction or the longitudinal direction of the beam.
For example, as shown in FIG. 10, the rotation center distance Li is such that a load W acts on the viaduct pillar 22 in the longitudinal direction of the longitudinal beam 6 to be reinforced, and one end of the bottom surface of the reinforcement member 21 is the rotation center 30. It is calculated on the assumption that 21 rotates. Note that FIG. 10 shows an example in which the number of through bolts 25 is five, but in actuality, it follows the arrangement configuration to be loop processed.
次に、選択可能な貫通ボルト25の規格毎にループBを実行する(ステップS20)。
ループBでは、まず各貫通ボルト25について、曲げモーメントに抗する抵抗力すなわち曲げ耐力を次式(1)で算出する(ステップS22)。
曲げ耐力Pi=Pmax×(Li/Lmax) ・・・式(1)
(但し、i=規格の識別番号、Pmax=fs×Ai)
そして、全ての貫通ボルト25の抵抗力に基づいて補強部材21が取り付けられる接合部全体の曲げ耐力を次式(2)で算出する(ステップS24)。
全体曲げ耐力Mud=ΣPi・Li/γb ・・・式(2)
Next, loop B is executed for each standard of selectable through bolt 25 (step S20).
In the loop B, first, for each through bolt 25, the resistance force against the bending moment, that is, the bending strength, is calculated by the following equation (1) (step S22).
Bending strength Pi = Pmax × (Li / Lmax) (1)
(Where i = standard identification number, Pmax = fs × Ai)
Based on the resistance force of all through bolts 25, the bending strength of the entire joint to which the reinforcing member 21 is attached is calculated by the following equation (2) (step S24).
Total bending strength Mud = ΣPi · Li / γb (2)
次に、各貫通ボルト25について、作用する軸力と、当該軸力に基づくせん断力に対する抵抗力、すなわちせん断耐力を次式(3)で算出する(ステップS26)。
せん断耐力Qi=fs×Ai ・・・式(3)
Next, for each through bolt 25, the acting axial force and the resistance force against the shearing force based on the axial force, that is, the shear strength, are calculated by the following equation (3) (step S26).
Shear strength Qi = fs x Ai (3)
そして、全ての貫通ボルト25のせん断耐力に基づいて補強部材21が取り付けられる接合部全体のせん断耐力を次式(4)で算出する(ステップS28)。
全体せん断耐力Vud=ΣQi/γb ・・・式(4)
And based on the shear strength of all the penetration bolts 25, the shear strength of the whole joining part to which the reinforcement member 21 is attached is calculated by following Formula (4) (step S28).
Total shear strength Vud = ΣQi / γb Formula (4)
次に、接合部全体の耐力に基づいて次式(5)で評価値kiを算出し、当該算出した評価値kiに、ループAの処理対象となっている配置構成ID512と、ループBの処理対象となっている規格ID522とを対応づけて評価指標データ530に追加格納し(ステップS30)、ループBを終了する(ステップS32)。
評価値ki=γb{(Md/Mud)+(SQRT[Nd2+Vd2]/Vud)} ・・・式(5)
Next, an evaluation value ki is calculated by the following equation (5) based on the yield strength of the entire joint, and the arrangement configuration ID 512 that is the processing target of the loop A and the processing of the loop B are added to the calculated evaluation value ki. The target standard ID 522 is associated and stored in the evaluation index data 530 (step S30), and the loop B is terminated (step S32).
Evaluation value ki = γb {(Md / Mud) + (SQRT [Nd 2 + Vd 2 ] / Vud)} Expression (5)
そして、選択可能なボルトの諸元全てについてループBを実行したならば、現在処理対象としている貫通ボルト25の配置構成についてのループAの処理を終了する(ステップS40)。   If the loop B is executed for all the specifications of the selectable bolts, the processing of the loop A for the arrangement configuration of the through bolts 25 that are currently processed is terminated (step S40).
配置構成データ510の配置構成ID512に対応する全ての配置構成についてステップS12〜S14及びループBを実行したならば、処理部200は次に、評価値データ530に格納されている各評価値を降順にソートして、評価値kiと、貫通ボルト25の配置構成ID512と、貫通ボルト25の規格ID522とを対応づけて画面表示する(ステップS42)。最良の配置構成が最上位に提示出力されることとなる。設計者は、この画面表示の結果を参照して、強度要件とコストとを両立する選択肢を適宜選択することができる。   If steps S12 to S14 and loop B have been executed for all the arrangement configurations corresponding to the arrangement configuration ID 512 of the arrangement configuration data 510, the processing unit 200 next descends the evaluation values stored in the evaluation value data 530 in descending order. Then, the evaluation value ki, the arrangement configuration ID 512 of the through bolt 25, and the standard ID 522 of the through bolt 25 are displayed on the screen in association with each other (step S42). The best arrangement configuration is presented and output at the highest level. The designer can appropriately select an option that satisfies both the strength requirement and the cost with reference to the result of the screen display.
[施工順の説明]
次に、施工順について説明する。尚、各工程に係る足場等の設置については説明を省略する。図11は本実施形態における施工順を説明するためのフローチャートである。
まず、補強対象の縦梁6(本実施形態における鉄筋コンクリート構造高架橋の対象横架部)に貫通孔6hを設ける(ステップT2:開孔ステップ)。次いで、補強対象の縦梁6に補強部材21を宛がう(ステップT4:仮配置ステップ)。この時、補強部材21に予め設けられている貫通孔21hと梁の貫通孔6hとが略同軸上に開口するように位置合わせする。
[Description of construction order]
Next, the construction order will be described. In addition, description is abbreviate | omitted about installation of the scaffold etc. which concern on each process. FIG. 11 is a flowchart for explaining the construction order in the present embodiment.
First, the through-hole 6h is provided in the longitudinal beam 6 to be reinforced (the target horizontal portion of the reinforced concrete structure viaduct in the present embodiment) (step T2: opening step). Next, the reinforcing member 21 is placed on the longitudinal beam 6 to be reinforced (step T4: provisional arrangement step). At this time, alignment is performed so that the through-hole 21h provided in the reinforcing member 21 and the through-hole 6h of the beam are opened substantially coaxially.
次に、補強部材21の両側部及び補強対象の縦梁6の貫通孔6hに貫通ボルト25を貫通させ、挿通された貫通ボルト25の両端に締結具26を螺合して締付け固定する(ステップT6:ボルト設置ステップ)。この時、締結具26の嵌合部26aが補強部材21の貫通孔21hに嵌着するようにする。   Next, the through bolts 25 are passed through the both side portions of the reinforcing member 21 and the through holes 6h of the longitudinal beam 6 to be reinforced, and the fasteners 26 are screwed into both ends of the inserted through bolts 25 to be fastened and fixed (step). T6: bolt installation step). At this time, the fitting portion 26 a of the fastener 26 is fitted into the through hole 21 h of the reinforcing member 21.
次に、補強部材21の側面開口部にパッキン材27を挿入し、補強部材21の一側部、底部及び他側部それぞれと、補強対象の縦梁6との間の隙間に結合材(本実施形態ではグラウト)を一側部側から片押し方式(本実施形態では上部からの流し込みによる自然落下による)で充填させる(ステップT8:充填ステップ)。尚、流し入れる位置は、補強部材21の長手方向(縦梁6の方向)の中央一箇所としてもよいし、長手方向に等間隔に配置された複数位置から流し入れるとしてもよい。
次に、グラウトを硬化させる(ステップT10:硬化ステップ)。グラウトが硬化すると、グラウト層28により補強対象の縦梁6と補強部材21とが剛結され工事完了となる。
Next, the packing material 27 is inserted into the side opening of the reinforcing member 21, and the bonding material (the main material is inserted into the gap between the one side portion, the bottom portion, and the other side portion of the reinforcing member 21 and the longitudinal beam 6 to be reinforced). In this embodiment, grout) is filled from one side by a one-push method (in this embodiment, by natural fall by pouring from the top) (step T8: filling step). Note that the pouring position may be one central position in the longitudinal direction of the reinforcing member 21 (the direction of the longitudinal beam 6), or pouring from a plurality of positions arranged at equal intervals in the longitudinal direction.
Next, the grout is cured (step T10: curing step). When the grout is hardened, the vertical beam 6 to be reinforced and the reinforcing member 21 are rigidly connected by the grout layer 28 to complete the construction.
図12〜図13は、充填ステップにおけるグラウトの流入状況の例を時系列に示す図である。図12(1)に示すように、グラウト9(図柱の網掛け部分)は、補強部材21の左上部より流し入れられるものとする。グラウト9の流動特性並びに各間隙(側部間隙D1、底部間隙D2及びボルト外周間隙D3)の設定により、グラウト9は補強部材21の左方内面に沿って左方(一側面側)の側部間隙D1を流下し、底部間隙D2の左端位置G1から徐々にグラウトが充填され始める。   12-13 is a figure which shows the example of the inflow situation of the grout in a filling step in time series. As shown in FIG. 12 (1), it is assumed that the grout 9 (shaded portion of the column) is poured from the upper left part of the reinforcing member 21. Depending on the flow characteristics of the grout 9 and the setting of each gap (side gap D1, bottom gap D2 and bolt outer circumference gap D3), the grout 9 is located on the left side (one side) along the left inner surface of the reinforcing member 21. Flowing down the gap D1, the grout gradually begins to fill from the left end position G1 of the bottom gap D2.
グラウト9は、底部間隙D2を右方向に向かって徐々に流れ込みつつも、その流動性の低さゆえに左方の側部間隙D1に沿っても溜まり始める。そして、図12(2)に示すように、左方の側部間隙D1のグラウト9の上部が、やがて下段の貫通孔6の左開口位置G2に達すると、グラウト9はボルト外周間隙D3にも流れ込むようになる。底部間隙D2に流れ込んだグラウト9はやがて右端位置G3に達し、そこから右方(他側面側)の側部間隙D1内を上へと徐々に満ちてゆく。そして、やがては下段の貫通孔6hの右開口位置G4に達する。   The grout 9 gradually flows toward the right in the bottom gap D2, but also starts to accumulate along the left side gap D1 due to its low fluidity. Then, as shown in FIG. 12 (2), when the upper part of the grout 9 in the left side gap D1 eventually reaches the left opening position G2 of the lower through-hole 6, the grout 9 also enters the bolt outer circumferential gap D3. It starts to flow. The grout 9 flowing into the bottom gap D2 eventually reaches the right end position G3, and gradually fills the right side (the other side) side gap D1 upward. Eventually, it reaches the right opening position G4 of the lower through-hole 6h.
しかし、本実施形態ではボルト外周間隙D3は底部間隙D2よりも大きく設定されているので、図13(3)に示すように、底部間隙D2を経由したグラウト9が右方開口位置G4に到達するよりも、ボルト外周外周間隙D3を満たしたグラウト9が右開口位置G4に達する方が早くなる。別の見方をすれば、下段の貫通孔6h内の空気を押し出したグラウト9が、右端位置G3から右開口位置G4へ上昇してくるグラウト9に合流する格好となる。従って、図13(4)に示すように、下段の貫通孔6h内にはグラウト9が「片押し」により充満することとなる。   However, in this embodiment, since the bolt outer peripheral gap D3 is set larger than the bottom gap D2, the grout 9 via the bottom gap D2 reaches the right opening position G4 as shown in FIG. 13 (3). It is earlier that the grout 9 that fills the bolt outer periphery gap D3 reaches the right opening position G4. From another viewpoint, the grout 9 that has pushed out the air in the lower through hole 6h joins the grout 9 that rises from the right end position G3 to the right opening position G4. Accordingly, as shown in FIG. 13 (4), the grout 9 is filled by “one-pressing” into the lower through-hole 6h.
ここで、下段の貫通孔6h内の空気を押し出したグラウト9が右開口位置G4へ達するタイミングで、底部間隙D2を経由するグラウト9が側部間隙D1の右端位置G3に達していることも重要である。達していない状態、例えば底部間隙D2の左右の真ん中辺りまでしか達していなければ、下段の貫通孔6hから溢れ出たグラウト9が右方の側部間隙D1を流下し、右端位置G3から底部間隙D2へ流入することになる。こうなると、左端位置G1から来たグラウト9と底部間隙D2の中で合流することになり、底部間隙D2から気泡が十分抜けきれない現象が起こり得、強度不足が生じ得るという問題がある。   Here, it is also important that the grout 9 passing through the bottom gap D2 reaches the right end position G3 of the side gap D1 at the timing when the grout 9 that has pushed out the air in the lower through hole 6h reaches the right opening position G4. It is. If it does not reach the bottom gap D2, for example, it has only reached the middle of the left and right, the grout 9 overflowing from the lower through hole 6h flows down the right side gap D1 and from the right end position G3 to the bottom gap. It will flow into D2. In this case, the grouting 9 coming from the left end position G1 and the bottom gap D2 join together, and there is a problem that bubbles may not be sufficiently removed from the bottom gap D2, resulting in insufficient strength.
さて、下部の貫通孔6hを通ったグラウト9が右開口位置G4に達する頃には、左方の側部間隙D1ではグラウト9が上段の貫通孔6hの左開口部位置G5に達し、上段の貫通孔6hにもグラウト9が流れ込み始める。上段の貫通孔6hへ流れ込んだグラウト9が、同貫通孔の右開口部G6に達するタイミングは、右方開口位置G4から右方側部間隙D1を上昇するグラウト9よりも早くなるように設定されている。よって、上段の貫通孔6hについてもグラウト9が「片押し」により充満することとなる。   Now, when the grout 9 passing through the lower through hole 6h reaches the right opening position G4, the grout 9 reaches the left opening position G5 of the upper through hole 6h in the left side gap D1, and the upper stage The grout 9 starts to flow into the through hole 6h. The timing at which the grout 9 flowing into the upper through hole 6h reaches the right opening G6 of the through hole is set to be earlier than the grout 9 rising from the right opening position G4 to the right side gap D1. ing. Therefore, the grout 9 is also filled by “one-pressing” in the upper through hole 6h.
グラウト9の注入は、右方の側部間隙D1の上端まで充満するまで続けられる。グラウト9が硬化すれば、最終的には図3で示した状態となり、グラウト層28が形成されて縦梁6と補強部材21とは極めて強く剛結される。   Grouting 9 is continued until the top of the right side gap D1 is filled. When the grout 9 is cured, the state shown in FIG. 3 is finally obtained, the grout layer 28 is formed, and the longitudinal beam 6 and the reinforcing member 21 are extremely strongly connected.
[載荷実験の説明]
図14は、本実施形態における補強後の横架部の載荷実験の結果を示す図である。
載荷実験では、図14(1)に示すように、実物大の仮梁6’を作製してこれを補強対象の横架部と見立て、上述したのと同様にして補強部材21ほか一式を取り付けた。但し、実験室の空間制限から高架橋柱22は実際よりも短い。そして、補強された仮梁6’を天地逆さまにして試験装置に固定し、高架橋柱22に梁の長手方向と直交する方向にアクチュエータで交番荷重(荷重方向が反転するようにして繰返し作用される荷重)を加えて補強部材21の変位を計測した。段階的に荷重を増しながら繰返し計測した結果からは、図14(2)のグラフが得られた。載荷実験の結果、本実施形態による補強部材21と補強対象の横架部との接合部分では良好に力が伝達されており、それにより柱・梁接合部が十分な耐力を有していることが分った。
[Explanation of loading experiment]
FIG. 14 is a diagram illustrating a result of a loading test on the horizontal portion after reinforcement in the present embodiment.
In the loading experiment, as shown in FIG. 14 (1), a full-size temporary beam 6 'is produced and this is regarded as a horizontal portion to be reinforced, and a set of reinforcing members 21 and the like are attached in the same manner as described above. It was. However, the viaduct pillar 22 is shorter than the actual due to space limitations in the laboratory. Then, the reinforced temporary beam 6 'is turned upside down and fixed to the test apparatus, and is alternately applied to the viaduct pillar 22 by an actuator in a direction perpendicular to the longitudinal direction of the beam (the load direction is reversed). The displacement of the reinforcing member 21 was measured by applying a load. From the result of repeated measurement while increasing the load stepwise, the graph of FIG. 14 (2) was obtained. As a result of the loading test, the force is transmitted well at the joint between the reinforcing member 21 according to the present embodiment and the horizontal part to be reinforced, so that the column / beam joint has sufficient strength. I found out.
また、図15は荷重方向を仮想梁6’の長手方向とした場合の第2の載荷実験の結果を示す図である。図15(1)に示すように、先の載荷実験と同様に実験体を準備し、高架橋柱22に梁の長手方向にアクチュエータで交番荷重を加えて補強部材21の変位を計測した。但し、当該実験では最終的に破壊に至るまで荷重を高めていった。計測した結果からは、図15(2)のグラフが得られた。設計上は、190(kN)が想定降伏荷重であるが、想定降伏荷重以上の領域でも残留歪みを残しつつも破壊には至らず、308(kN)で貫通ボルト25が破断するに至った。第2の載荷実験の結果からも、荷重の方向は異なれども、同様に補強部材21と補強対象の横架部との間では良好に力が伝達されており、柱・梁接合部が十分な耐力を有していることが分った。   FIG. 15 is a diagram showing a result of the second loading experiment when the load direction is the longitudinal direction of the virtual beam 6 '. As shown in FIG. 15 (1), an experimental body was prepared in the same manner as in the previous loading experiment, and an alternating load was applied to the viaduct pillar 22 in the longitudinal direction of the beam by an actuator to measure the displacement of the reinforcing member 21. However, in the experiment, the load was increased until the final destruction. From the measurement result, the graph of FIG. 15 (2) was obtained. In design, 190 (kN) is the assumed yield load. However, even in the region where the expected yield load is exceeded, the residual bolt remains and does not break, and the through bolt 25 breaks at 308 (kN). Even from the result of the second loading experiment, although the direction of the load is different, the force is transmitted well between the reinforcing member 21 and the horizontal part to be reinforced, and the column / beam joint is sufficient. It was found to have proof stress.
このように、本実施形態によれば、底部間隙D2を通って他側部側に回り込むグラウト(結合材)が、貫通ボルト25を挿通する対象横架部(縦梁6)の貫通孔6hの他側部側の開口部に達するより先に、当該貫通孔6hを通ったグラウトが他側部側の開口部に達するように設定されているので、対象横架部(縦梁6)の貫通孔6内に気泡すなわち未充填部分が残り難く、高い充填度を実現できる。また、方押し方式の自然流下でグラウトを充填さえすれば良いので、充填圧を高める装置なども不要であり、工数もコストも少なくできる。   Thus, according to the present embodiment, the grout (binding material) that wraps around to the other side through the bottom gap D2 is formed in the through hole 6h of the target horizontal portion (vertical beam 6) through which the through bolt 25 is inserted. Since the grout that has passed through the through hole 6h reaches the opening on the other side before reaching the opening on the other side, the penetration of the target horizontal portion (vertical beam 6) Air bubbles, that is, unfilled portions hardly remain in the holes 6, and a high filling degree can be realized. Moreover, since it is only necessary to fill the grout under the natural flow of the push-push method, an apparatus for increasing the filling pressure is unnecessary, and the man-hour and cost can be reduced.
また、補強対象部の対象横架部(本実施形態では縦梁6)から貫通ボルト25への力の伝達は、貫通孔6hに充填された結合材を介して行われ、更に貫通ボルト25から補強部材21への力の伝達は、締結具26を介して行われる。従って、対象横架部と貫通ボルト25と補強部材21とをより強固に剛結できる。   In addition, transmission of force from the target horizontal portion (vertical beam 6 in the present embodiment) of the reinforcement target portion to the through bolt 25 is performed via the bonding material filled in the through hole 6h, and further from the through bolt 25. Transmission of force to the reinforcing member 21 is performed via the fastener 26. Therefore, the object horizontal portion, the through bolt 25, and the reinforcing member 21 can be more firmly rigidly connected.
〔第2実施形態〕
次に、本発明を適用した第2実施形態について説明する。本実施形態は基本的には第1実施形態と同様に実現されるが、貫通ボルト25と補強部材21との力の伝達に係る構成が異なる。尚、以降では、第1実施形態との差異について主に述べることとし、第1実施形態と同様の構成要素には同じ符号を付与して説明を省略するものとする。
[Second Embodiment]
Next, a second embodiment to which the present invention is applied will be described. Although the present embodiment is basically realized in the same manner as the first embodiment, the configuration relating to the transmission of force between the through bolt 25 and the reinforcing member 21 is different. In the following, differences from the first embodiment will be mainly described, and the same components as those in the first embodiment are denoted by the same reference numerals and description thereof will be omitted.
図16は、本実施形態における補強後の対象横架部の縦断面図である。本実施形態の補強後の対象横架部は、補強部材21と、高架橋柱22と、基礎24と、貫通ボルト25と、締結具26Bと、グラウト層28と、を備えた構造となる。   FIG. 16 is a longitudinal cross-sectional view of the target horizontal portion after reinforcement in the present embodiment. The target horizontal portion after reinforcement of the present embodiment has a structure including a reinforcing member 21, a viaduct pillar 22, a foundation 24, a through bolt 25, a fastener 26 </ b> B, and a grout layer 28.
図17は、本実施形態における締結具26Bの構成例を示す図である。締結具26Bは当該締結具の締め込み工具に対応する形状(例えば、レンチ用の六角形など)を有した締め込み操作部26bと、貫通ボルト25の雄ネジ部25aと螺合する雌ねじ部26cと、補強部材21の貫通孔21hの直径より大きい座金部26dとを有する。尚、本実施形態では、締結具26Bは、締め込み操作部26bと座金部26dとが一体の1ピース構造とするが、両者を別々の部品とする2ピース構造でもよい。   FIG. 17 is a diagram illustrating a configuration example of the fastener 26B in the present embodiment. The fastener 26B includes a tightening operation portion 26b having a shape (for example, a hexagon for a wrench) corresponding to a tightening tool for the fastener, and a female screw portion 26c that is screwed with the male screw portion 25a of the through bolt 25. And a washer portion 26d larger than the diameter of the through hole 21h of the reinforcing member 21. In the present embodiment, the fastener 26B has a one-piece structure in which the tightening operation portion 26b and the washer portion 26d are integrated, but may have a two-piece structure in which both are separate parts.
本実施形態における側部間隙D1、底部間隙D2、及びボルト外周間隙D3へのグラウト(結合材)の充填過程は、第1実施形態と同様である(図12,図13参照)。本実施形態では、図16に示すように、貫通ボルト25に締結具26Bを螺合させると、補強部材21の貫通孔21hの内側部分(勿論、そこには貫通ボルト25が通っている)が側部間隙D1に連なる空間となり、グラウトの充填過程で当該空間にもグラウトが充満される。すなわち、図16の拡大図に示すように、縦梁6からグラウト層28を介して貫通ボルト25へ力F1が伝達されるようになり、貫通ボルト25から貫通孔21h内のグラウト層28の部分を介して補強部材21へ力F2が伝達されるようになる。   The filling process of the grout (binding material) into the side gap D1, the bottom gap D2, and the bolt outer circumference gap D3 in this embodiment is the same as that in the first embodiment (see FIGS. 12 and 13). In this embodiment, as shown in FIG. 16, when the fastener 26B is screwed to the through bolt 25, the inner portion of the through hole 21h of the reinforcing member 21 (of course, the through bolt 25 passes therethrough). The space is continuous with the side gap D1, and the grout is also filled in the grout filling process. That is, as shown in the enlarged view of FIG. 16, the force F1 is transmitted from the longitudinal beam 6 to the through bolt 25 through the grout layer 28, and the portion of the grout layer 28 in the through hole 21h from the through bolt 25. The force F2 is transmitted to the reinforcing member 21 via the.
〔変形例〕
以上、本発明を適用した実施形態について説明したが、本発明の形態がこれらに限定されるものではなく、発明の主旨を逸脱しない限りに於いて適宜構成用の追加・省略・変更を施すことができる。
[Modification]
As described above, the embodiments to which the present invention is applied have been described. However, the present invention is not limited to these embodiments, and appropriate additions, omissions, and modifications for the configuration may be made without departing from the gist of the invention. Can do.
例えば、上記実施形態では、上下2段に貫通ボルト25を挿通させ、それぞれに対応する縦梁6の貫通孔6hの径は同じとしたが、図12〜図13で示したようなグラウトの充填が実現できるならば、互いに異なる径であっても良い。同様のことは、左右の側部間隙D1の値についても言える。また、側部間隙D1も上から下まで同じ幅としたが、例えば、下が広くて上に向かう程狭くなると言った具合に上下で間隙の大きさが異なるとしてもよい。   For example, in the above embodiment, the through bolts 25 are inserted into the upper and lower two stages, and the diameters of the through holes 6h of the corresponding vertical beams 6 are the same, but the grout filling as shown in FIGS. As long as can be realized, the diameters may be different from each other. The same applies to the value of the left and right side gaps D1. Further, although the side gap D1 has the same width from the top to the bottom, for example, the size of the gap may be different up and down, for example, the bottom is wide and narrows toward the top.
また、上述した各実施形態では、補強対象とする横架部を縦梁6として例示したが、横梁8とすることもできる。また梁に限らず、桁に適用することもできる。また、既設柱2本に対して高架橋柱1本を置き代えるのはなく、既設柱1本に対して高架橋柱1本を置き代えるとしてもよい。   Moreover, in each embodiment mentioned above, although the horizontal part made into reinforcement object was illustrated as the vertical beam 6, it can also be set as the horizontal beam 8. FIG. Moreover, it can apply not only to a beam but to a girder. In addition, one viaduct pillar may not be replaced with two existing pillars, but one viaduct pillar may be replaced with one existing pillar.
また、上記実施形態では高架橋柱22を設けた構造としたが、柱が不要な場合、すなわち梁や桁の補強のみが目的の場合には、高架橋柱22を省略することが可能である。   In the above embodiment, the viaduct pillar 22 is provided. However, when the pillar is unnecessary, that is, when only the reinforcement of the beam or the girder is intended, the viaduct pillar 22 can be omitted.
また、グラウト材は、コストや補強強度等に応じて、セメント(モルタル)系、ガラス系、合成樹脂等の中から選択することができる。   Further, the grout material can be selected from cement (mortar) type, glass type, synthetic resin and the like according to cost, reinforcing strength and the like.
2…RC高架橋
4…柱(既設)
6…縦梁
8…横梁
9…グラウト(結合材)
10…基板
12…軌道
14…防音フェンス
20…横架部構造
21…補強部材
22…高架橋柱
23…連結部
24…基礎
25…貫通ボルト
26…締結具
26a…嵌合部
26b…締め込み操作部
26c…雌ねじ部
26d…座金部
27…パッキン材
28…グラウト層
100…操作入力部
200…処理部200
202…想定断面力設定部
204…仮設定部
206…耐力算定部
208…評価部
500…記憶部
502…設計支援プログラム
510…配置構成データ
520…ボルト諸元データ
530…評価値データ
1100…設計支援装置
1150…制御基板
2 ... RC viaduct 4 ... Pillar (existing)
6 ... Vertical beam 8 ... Horizontal beam 9 ... Grout (binding material)
DESCRIPTION OF SYMBOLS 10 ... Board | substrate 12 ... Track 14 ... Soundproof fence 20 ... Horizontal part structure 21 ... Reinforcement member 22 ... Viaduct pillar 23 ... Connection part 24 ... Foundation 25 ... Through bolt 26 ... Fastener 26a ... Fitting part 26b ... Tightening operation part 26c ... Female thread part 26d ... Washer part 27 ... Packing material 28 ... Grout layer 100 ... Operation input part 200 ... Processing part 200
DESCRIPTION OF SYMBOLS 202 ... Assumed section force setting part 204 ... Temporary setting part 206 ... Strength calculation part 208 ... Evaluation part 500 ... Memory | storage part 502 ... Design support program 510 ... Arrangement configuration data 520 ... Bolt specification data 530 ... Evaluation value data 1100 ... Design support Device 1150 ... Control board

Claims (2)

  1. 鉄筋コンクリート構造高架橋の梁又は桁(以下「対象横架部」という。)に、断面U字状の補強部材を宛がい、当該補強部材の両側部及び前記対象横架部に貫通ボルトを貫通させ、当該貫通ボルトを当該両側部外側から締結具で締結した後に、前記補強部材と前記対象横架部との隙間を結合材で充填して構成した横架部構造であって、
    前記貫通ボルトを貫通させる前記対象横架部の横架部貫通孔は、当該横架部貫通孔の直径と前記貫通ボルトの直径との差であるボルト外周間隙が、前記対象横架部と前記補強部材との間の底部間隙よりも大きく、前記結合材の充填の際に当該ボルト外周間隙にも前記結合材が充填され、
    前記補強部材は、前記貫通ボルトの貫通箇所に前記貫通ボルトを遊貫可能な直径の貫通孔を有し、
    前記締結具は、前記締結によって前記補強部材との間に挟み込まれる前記貫通孔より大きい座金を一体又は別体に有し、
    前記結合材の充填の際に前記貫通孔内にも前記結合材充填され
    前記結合材によって前記対象横架部と前記補強部材と前記貫通ボルトとが剛結され、
    前記鉄筋コンクリート構造高架橋に係る荷重によって前記対象横架部に加えられる力が、前記対象横架部から前記結合材を介して前記貫通ボルトへ伝達され、前記貫通ボルトから前記貫通孔内結合材を介し前記補強部材伝達される
    横架部構造。
    Reinforced concrete structure viaduct beam or girder (hereinafter referred to as “target horizontal part”) is directed to a U-shaped reinforcing member, and through bolts are passed through both side parts of the reinforcing member and the target horizontal part. After the through bolt is fastened with fasteners from the outer sides of the both sides, a horizontal part structure configured by filling a gap between the reinforcing member and the target horizontal part with a binder,
    The horizontal part through hole of the target horizontal part through which the through bolt penetrates has a bolt outer peripheral gap which is a difference between the diameter of the horizontal part through hole and the diameter of the through bolt, and the target horizontal part and the It is larger than the bottom gap between the reinforcing members, and when the binder is filled, the bolt outer circumferential gap is also filled with the binder.
    The reinforcing member has a through-hole having a diameter capable of loosely penetrating the through-bolt at a through-hole of the through-bolt,
    The fastener has a washer larger than the through hole that is sandwiched between the reinforcing member and the fastening member, either integrally or separately,
    Wherein said coupling member to said through hole when the filling of the binder is filled,
    The target horizontal portion, the reinforcing member, and the through bolt are rigidly connected by the binding material,
    The force applied to the target horizontal part by the load related to the reinforced concrete structure viaduct is transmitted from the target horizontal part to the through bolt via the binding material, and the binding material in the through hole is transmitted from the through bolt. is transmitted to the reinforcing member through,
    Horizontal structure.
  2. 前記貫通ボルトはPC鋼棒で構成され、
    前記補強部材は鋼製であり、
    前記結合材はモルタルである、
    請求項1に記載の横架部構造。
    The through bolt is composed of a PC steel rod,
    The reinforcing member is made of steel,
    The binder is mortar,
    The horizontal part structure of Claim 1.
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