JPH0511169B2 - - Google Patents
Info
- Publication number
- JPH0511169B2 JPH0511169B2 JP1106287A JP1106287A JPH0511169B2 JP H0511169 B2 JPH0511169 B2 JP H0511169B2 JP 1106287 A JP1106287 A JP 1106287A JP 1106287 A JP1106287 A JP 1106287A JP H0511169 B2 JPH0511169 B2 JP H0511169B2
- Authority
- JP
- Japan
- Prior art keywords
- steel plate
- steel plates
- concrete
- steel
- underground beam
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Expired - Lifetime
Links
- 229910000831 Steel Inorganic materials 0.000 claims description 69
- 239000010959 steel Substances 0.000 claims description 69
- 238000002347 injection Methods 0.000 claims description 8
- 239000007924 injection Substances 0.000 claims description 8
- 239000000463 material Substances 0.000 claims description 4
- 238000003466 welding Methods 0.000 description 13
- 230000002787 reinforcement Effects 0.000 description 11
- 230000003014 reinforcing effect Effects 0.000 description 10
- 238000010276 construction Methods 0.000 description 7
- 238000009415 formwork Methods 0.000 description 6
- 230000005540 biological transmission Effects 0.000 description 2
- 238000005304 joining Methods 0.000 description 2
- 244000144985 peep Species 0.000 description 2
- 239000004033 plastic Substances 0.000 description 2
- 239000002023 wood Substances 0.000 description 2
- 238000004026 adhesive bonding Methods 0.000 description 1
- 239000000470 constituent Substances 0.000 description 1
- 238000010586 diagram Methods 0.000 description 1
- 230000000694 effects Effects 0.000 description 1
- 239000003822 epoxy resin Substances 0.000 description 1
- 239000000945 filler Substances 0.000 description 1
- 238000003780 insertion Methods 0.000 description 1
- 230000037431 insertion Effects 0.000 description 1
- 238000009434 installation Methods 0.000 description 1
- JEIPFZHSYJVQDO-UHFFFAOYSA-N iron(III) oxide Inorganic materials O=[Fe]O[Fe]=O JEIPFZHSYJVQDO-UHFFFAOYSA-N 0.000 description 1
- 238000000034 method Methods 0.000 description 1
- 239000004570 mortar (masonry) Substances 0.000 description 1
- 229920000647 polyepoxide Polymers 0.000 description 1
- 229920005989 resin Polymers 0.000 description 1
- 239000011347 resin Substances 0.000 description 1
- 238000004904 shortening Methods 0.000 description 1
Landscapes
- Foundations (AREA)
Description
【発明の詳細な説明】
（産業上の利用分野）
本発明は、建物基礎における地中梁を構成する
地中梁構成材に関する。DETAILED DESCRIPTION OF THE INVENTION (Industrial Field of Application) The present invention relates to underground beam constituent materials that constitute underground beams in building foundations.
（従来の技術）
梁を構成するものとしては、従来一般に、例え
ば、特公昭54−3527号公報や実公昭58−53363号
公報に示されるように、Ｕ形にプレスした鋼板を
型枠兼用の構造体として使用し、そのＵ形鋼板の
開口上部に梁の上端鉄筋を配筋するとともに、そ
の上端鉄筋に逆Ｕ形差し筋を配筋し、それらの鉄
筋を埋設するようにコンクリートを充填するよう
に構成したものが知られている。(Prior Art) Beams have generally been constructed using steel plates pressed into a U-shape that also serves as formwork, as shown in Japanese Patent Publication No. 54-3527 and Utility Model Publication No. 58-53363, for example. Used as a structure, the upper end reinforcing bars of the beam are placed above the opening of the U-shaped steel plate, and the inverted U-shaped reinforcing bars are placed on the upper end reinforcing bars, and concrete is filled to bury these reinforcing bars. It is known that the structure is as follows.
また、特開昭61−165452号公報に示されるよう
に、２個のＨ形鋼を、そのウエブが対向するよう
に間隔を置いて配置するとともに、その所定箇所
に型枠を取り付け、その型枠、フランジおよびウ
エブで囲まれた空間内にコンクリートを充填する
ように構成したものが知られている。 In addition, as shown in Japanese Patent Application Laid-Open No. 61-165452, two H-shaped steels are placed at a distance so that their webs face each other, and a formwork is attached to a predetermined location of the H-shaped steel. A structure is known in which a space surrounded by a frame, a flange, and a web is filled with concrete.
（発明が解決しようとする問題点）
しかしながら、このような構成を有する従来例
の場合、前者にあつては、Ｕ形プレス鋼板内に鉄
筋を配筋しなければならず、その配筋作業に手間
を要して工期が増大する欠点があつた。(Problems to be Solved by the Invention) However, in the case of the conventional example having such a configuration, in the case of the former, reinforcing bars must be arranged within the U-shaped pressed steel plate, and the reinforcing work requires The disadvantage was that it required time and effort and increased the construction period.
一方、後者にあつては、２個のＨ形鋼それぞれ
を、互いに所定間隔を隔てて配置しなければなら
ない上に、小さいとはいうものの型枠ならびにそ
の取り付けを必要とし、前述の場合と同様に工期
が増大する欠点があつた。 On the other hand, in the latter case, two H-beams must be placed at a predetermined distance from each other, and a formwork and its installation are required, although the size is small. The disadvantage was that the construction period increased.
本発明は、このような事情に鑑みてなされたも
のであつて、構造的に十分な耐力と粘りを有する
ものでありながら、現場施工における型枠工事な
らびに配筋工事を簡略化して工期を大幅に低減で
きるようにすることを目的とする。 The present invention was developed in view of these circumstances, and while having sufficient structural strength and tenacity, it simplifies form work and reinforcement work during on-site construction, significantly shortening the construction period. The aim is to reduce the
（問題点を解決するための手段）
本発明の地中梁構成材は、このような目的を達
成するために、
上下方向で対向するとともに対向面側にせん断
力伝達部を備えた第１鋼板それぞれに、左右方向
で対向して前記第１鋼板それぞれの端縁どうしを
連結する第２鋼板それぞれを一体化して縦断面形
状四角形に構成し、
前記上側の第１鋼板または第２鋼板の上端側
に、コンクリートの注入穴と、コンクリートの充
填状態を確認する覗き穴とを形成して構成する。(Means for Solving the Problems) In order to achieve the above object, the underground beam component of the present invention includes first steel plates facing each other in the vertical direction and having a shear force transmitting portion on the opposing surface side. Second steel plates facing each other in the left and right direction and connecting the edges of the first steel plates are integrated to have a rectangular vertical cross section, and the upper end side of the upper first steel plate or the second steel plate is integrated. It is constructed by forming a concrete injection hole and a peephole for checking the filling state of concrete.
（作用）
上記構成によれば、工場段階において、それぞ
れ一対の第１鋼板と第２鋼板とを溶接やボルトに
よる接合などにより一体化して縦断面形状四角形
の箱形筒状の地中梁構成材を生産し、その地中梁
構成材を現場に搬入し、柱などに溶接やボルトな
どによつて接合し、ベースへの配筋を施した後
に、注入穴を通じてコンクリートを充填するとと
もに、覗き穴から充填状態を確認し、一対の第１
鋼板が主筋として作用するとともに、一対の第２
鋼板がフープ筋やスターラツプ筋として作用しな
がら、充填コンクリートにより大きな剛性を発揮
できる地中梁を得ることができる。(Function) According to the above configuration, at the factory stage, each pair of the first steel plate and the second steel plate are integrated by welding, bolting, etc. to form a box-shaped cylindrical underground beam component with a rectangular vertical cross section. After producing the underground beam components and transporting them to the site, joining them to columns etc. by welding or bolting, and providing reinforcement to the base, concrete is filled through the injection hole, and the peephole is Check the filling status from the
The steel plate acts as the main reinforcement, and a pair of second
While the steel plates act as hoop reinforcements and stirrup reinforcements, it is possible to obtain an underground beam that can exhibit greater rigidity due to the concrete filling.
（実施例）
以下、本発明の実施例を図面に基づいて詳細に
説明する。(Example) Hereinafter, an example of the present invention will be described in detail based on the drawings.
＜第１実施例＞
第１図は、本発明の実施例に係る地中梁構成材
の第１実施例を示す全体斜視図、第２図は第１実
施例の縦断面図である。<First Example> FIG. 1 is an overall perspective view showing a first example of an underground beam component according to an example of the present invention, and FIG. 2 is a longitudinal sectional view of the first example.
これらの図において、１，１は第１鋼板、２，
２は第２鋼板であり、第１鋼板１，１それぞれが
上下方向に対向されるとともに、第２鋼板２，２
が左右方向に対向され、第１鋼板１，１と第２鋼
板２，２との両端縁どうしが溶接され、全体とし
て縦断面形状が四角形で筒状に地中梁構成材Ａが
構成されている。 In these figures, 1, 1 is the first steel plate, 2,
2 is a second steel plate, and the first steel plates 1, 1 are vertically opposed to each other, and the second steel plates 2, 2 are opposite to each other in the vertical direction.
are opposed in the left-right direction, and both edges of the first steel plates 1, 1 and the second steel plates 2, 2 are welded together, and the underground beam component A is constructed in a cylindrical shape with a rectangular vertical cross section as a whole. There is.
前記第１鋼板１，１それぞれの対向面側には、
長手方向に沿つて突条３…が突設され、内部にコ
ンクリートを充填したときに、そのコンクリート
との間にせん断力を伝達するように構成されてい
る。このせん断力を伝達する構成としては、例え
ば、第１鋼板１，１の外面から内方に突出するよ
うにボルトを突設しても良く、それらをしてせん
断力伝達部と称する。 On the opposing surfaces of each of the first steel plates 1, 1,
Projections 3 are provided to protrude along the longitudinal direction, and when the inside is filled with concrete, it is configured to transmit shear force to the concrete. As a structure for transmitting this shear force, for example, bolts may be provided so as to protrude inwardly from the outer surfaces of the first steel plates 1, 1, and these are referred to as shear force transmitting parts.
前記第１鋼板１，１の内、上側のものの上面の
所定箇所には、床スラブのコンクリートと一体化
するためのスタツドボルト４が溶接によつて連接
されている。 A stud bolt 4 for integrating with the concrete of the floor slab is connected by welding to a predetermined location on the upper surface of the upper one of the first steel plates 1,1.
また、上側の第１鋼板１には、その長手方向に
所定間隔を隔てて、コンクリートの充填状態を確
認するための覗き穴５…が形成されている。 Furthermore, peep holes 5 are formed in the upper first steel plate 1 at predetermined intervals in the longitudinal direction thereof, for checking the filling state of concrete.
第２鋼板２，２それぞれは、第１鋼板１よりも
肉厚が小に（例えば、第１鋼板１の1/10程度）構
成され、そして、第２鋼板２，２それぞれの長手
方向両端それぞれの下端側には、矩形状の切欠部
２ａが形成され、柱や梁などと突き合わせ溶接を
する場合にこの切欠部２ａ…を通じて溶接作業を
行なうように構成されている。 Each of the second steel plates 2 and 2 has a wall thickness smaller than that of the first steel plate 1 (for example, about 1/10 of the first steel plate 1), and both longitudinal ends of each of the second steel plates 2 and 2 are A rectangular notch 2a is formed on the lower end side of the welding member 2, and the welding operation is performed through this notch 2a when butt welding is to be performed on a pillar, a beam, or the like.
また、第２鋼板２，２のそれぞれの上端側所定
箇所には、コンクリートの注入穴６が形成され、
この注入穴６に、薄鋼板や木材、プラスチツク等
で形成された漏斗７を係止によつて取り付け、内
部にコンクリートを充填できるようになつてい
る。前記注入穴６としては、例えば、１ｍおきに
10cm程度の開口幅を有するように形成しておけば
良い。 Further, a concrete injection hole 6 is formed at a predetermined location on the upper end side of each of the second steel plates 2, 2,
A funnel 7 made of a thin steel plate, wood, plastic, or the like is attached to the injection hole 6 by a lock, so that the inside can be filled with concrete. For example, the injection holes 6 are arranged at intervals of 1 m.
It may be formed to have an opening width of about 10 cm.
更には、第２鋼板２，２それぞれの下端側に
は、鉄筋の差し込み穴８…が形成されている。 Furthermore, insertion holes 8 for reinforcing bars are formed at the lower end sides of each of the second steel plates 2, 2.
また、図示しないが、第２鋼板２，２それぞれ
において、後述するベースコンクリートＣや床ス
ラブコンクリートＤの打設後に外気と接触する箇
所には、錆の発生を防止するために、亜鉛鍍金が
施されるか、例えば、エポキシ樹脂等の耐候性樹
脂が塗装されている。 In addition, although not shown, in each of the second steel plates 2 and 2, the parts that come into contact with the outside air after the base concrete C and floor slab concrete D, which will be described later, are placed are galvanized to prevent rust from forming. For example, it may be coated with a weather-resistant resin such as epoxy resin.
更には、建築物の性状に応じ、必要があれば、
第２図に示すように、応力の大きい箇所に、その
座屈を防止するために、第２鋼板２，２どうしを
長ボルト９で止める。この座屈を防止する構成と
しては、例えば、第２鋼板２，２それぞれの対向
面側に上下方向に向かうリブを突設しても良い。 Furthermore, depending on the characteristics of the building, if necessary,
As shown in FIG. 2, the second steel plates 2, 2 are fastened to each other with long bolts 9 at locations where stress is large to prevent buckling. As a structure for preventing this buckling, for example, ribs extending in the vertical direction may be provided on the opposing surfaces of each of the second steel plates 2, 2.
以上の構成により、第３図ａに示すように、捨
てコンクリートＢ上に墨出しして、隣合う柱１
０，１０…間に地中梁構成材Ａ…を配置し、適
宜、それらの下部にフイラー（図示せず）を介在
してレベルを調整し、しかる後に、第３図ｂおよ
び第４図の要部の拡大図それぞれに示すように、
地中梁構成材Ａと構成が同じで長尺の地中梁構成
材A1の下側の第１鋼板１の端面を地中梁構成材
Ａの下側の第１鋼板１の横側端面に突き合わせ、
前記切欠部２ａ…を通じて突き合わせ溶接により
連接するとともに、同様にして地中梁構成材A1
の上側の第１鋼板１の端面を地中梁構成材Ａの上
側の第１鋼板１の横側端面に突き合わせ溶接によ
つて連接し、かつ、地中梁構成材A1の第２鋼板
２，２、の長手方向の端縁を地中梁構成材Ａの第
２鋼板２，２の板面に隅肉溶接により連接し、更
に、これらの地中梁構成材Ａと柱１０とを、同様
の溶接により連接する。 With the above configuration, as shown in FIG.
Place the underground beam component A between 0 and 10, adjust the level by interposing a filler (not shown) under them as appropriate, and then As shown in each enlarged view of the main parts,
The end face of the first steel plate 1 on the lower side of the long underground beam member A 1, which has the same configuration as the underground beam member A, is the lateral end face of the first steel plate 1 on the lower side of the underground beam member A. Match it to,
They are connected by butt welding through the notches 2a, and in the same way, the underground beam component A 1
The end face of the upper first steel plate 1 is connected to the side end face of the upper first steel plate 1 of the underground beam component A by butt welding, and the second steel plate 2 of the underground beam component A 1 . Connected by similar welding.
そして、第３図ｂおよび第５図の要部の拡大図
それぞれに示すように、鉄筋差し込み穴８…に鉄
筋１１…を差し込み、その状態で、ベースに対し
て、上端筋１２…ならびに下端筋１３…を配筋す
る。 Then, as shown in the enlarged views of the main parts in FIG. 3b and FIG. 13. Arrange reinforcement.
その後に、第３図ｃに示すように、ベースコン
クリートＣを打設するとともに、前記注入穴６…
を通じて地中梁構成材Ａ…，A1…それぞれの内
部にコンクリートを打設し、覗き穴５から充填状
態を確認して、内部に〓間があれば、高強度モル
タルを注入しておく。 After that, as shown in Fig. 3c, base concrete C is poured and the injection holes 6...
Concrete is poured inside each of the underground beam components A..., A1 ... through the holes, and the filling status is checked through the peephole 5. If there are gaps inside, high-strength mortar is injected.
しかる後に、第３図ｄに示すように、地中梁構
成材Ａ，Ａ…にわたつてデツキプレート１４を架
設するとともに、上端筋１２ａ…ならびに下端筋
１３ａ…を配筋する。 Thereafter, as shown in FIG. 3d, the deck plate 14 is erected across the underground beam components A, A, etc., and the upper end reinforcements 12a... and the lower end reinforcements 13a... are arranged.
それらの上部に、第３図ｅに示すように、最下
階の床スラブコンクリートＤを打設して地下躯体
を構築する。このとき、上部の鉄骨性の建て方を
行なつても良い。 Above these, as shown in Figure 3e, a concrete floor slab D for the lowest floor is poured to construct an underground framework. At this time, the upper part may be constructed with a steel frame.
なお、上述の地中梁構成材Ａ，A1内へのコン
クリートの打設に先立ち、第２鋼板２，２とその
内部のコンクリートとの間でのせん断力の伝達を
良好に行なうために、第２鋼板２，２の外面から
釘を打ち込んでおいても良い。 In addition, prior to placing concrete into the above-mentioned underground beam components A and A1 , in order to ensure good transmission of shear force between the second steel plates 2 and the concrete inside them, Nails may be driven from the outer surfaces of the second steel plates 2, 2.
＜第２実施例＞
第６図は、第２実施例の斜視図であり、この第
２実施例の特徴とするところは次の点にある。<Second Embodiment> FIG. 6 is a perspective view of the second embodiment, and the second embodiment is characterized by the following points.
即ち、第１実施例において鉄筋１１を差し込む
構成に代えて、第１鋼板１，１それぞれの両側縁
（または第２鋼板２，２それぞれの下端側）にく
し板１５を溶接により連接し、ベースコンクリー
トＣとの連結強度を高めている。他の構成は第１
実施例と同様であり、説明を省略する。 That is, instead of inserting the reinforcing bars 11 in the first embodiment, the comb plates 15 are connected by welding to both side edges of the first steel plates 1, 1 (or to the lower end sides of the second steel plates 2, 2), and the base The strength of the connection with concrete C is increased. Other configurations are first
This is the same as the embodiment, and the explanation will be omitted.
＜第３実施例＞
第７図は、第３実施例の一部分を示す斜視図で
あり、この第３実施例の特徴とするところは次の
点にある。<Third Embodiment> FIG. 7 is a perspective view showing a part of the third embodiment, and the third embodiment is characterized by the following points.
即ち、第１鋼板１，１の長手方向長さを第２鋼
板２，２よりも大にし、その長手方向両端それぞ
れにおいて、第１ボルト孔１６…を備えたフラン
ジ部１７を形成するとともに、第２鋼板２，２そ
れぞれの両端側に第２ボルト孔１８…を形成し、
第８図に示すように、柱１０の四面それぞれに予
め溶接によつて連接したフランジ部材１９と接合
できるように構成されている。 That is, the length in the longitudinal direction of the first steel plates 1, 1 is made larger than that of the second steel plates 2, 2, and a flange portion 17 with first bolt holes 16 is formed at each of the longitudinal ends thereof. 2. Forming second bolt holes 18 on both end sides of each of the two steel plates 2, 2,
As shown in FIG. 8, it is constructed so that it can be joined to flange members 19 that are connected to each of the four sides of the pillar 10 by welding in advance.
その接合状態について詳述すれば、第９図に示
すように、下側の第１鋼板１のフランジ部１７と
それに対接するフランジ部材１９の端縁どうしを
突き合わせ溶接し、一方、上側の第１鋼板１のフ
ランジ部１７とフランジ部材１９とを、一対のプ
レート２０，２０によつて挟むとともに、第１ボ
ルト孔１６…を介して高力ボルト２１…により連
結し、更に、第２鋼板２，２それぞれの外面側に
プレート２２，２２を配置し、それらプレート２
２，２２を第２ボルト孔１８…を介して高力ボル
ト２３…により第２鋼板２，２に連結するととも
に、そのプレート２２，２２の他端側をフランジ
部材１９に高力ボルト２４…により連結し、４枚
のプレート２０，２０，２２，２２と高力ボルト
２１…，２３…，２４…、ならびに、突き合わせ
溶接を介して地中梁構成材Ａと柱１０とが連結さ
れている。このとき、プレート２２，２２の上端
と上側の第１鋼板１のフランジ部１７との間にお
ける〓間は、例えば、鋼板、木材、プラスチツク
等の適当な材質の板を接着して閉塞すれば良い。 To explain the joining state in detail, as shown in FIG. The flange portion 17 of the steel plate 1 and the flange member 19 are sandwiched between a pair of plates 20, 20, and are connected by high-strength bolts 21 through the first bolt holes 16. 2 Plates 22, 22 are arranged on the outer surface side of each plate 2.
2, 22 are connected to the second steel plates 2, 2 by high-strength bolts 23 through the second bolt holes 18, and the other ends of the plates 22, 22 are connected to the flange member 19 by high-strength bolts 24. The underground beam component A and the column 10 are connected through four plates 20, 20, 22, 22, high-strength bolts 21..., 23..., 24..., and butt welding. At this time, the gap between the upper ends of the plates 22, 22 and the flange portion 17 of the upper first steel plate 1 may be closed by gluing a plate made of a suitable material such as a steel plate, wood, or plastic. .
上記実施例では、地中梁構成材Ａ，A1それぞ
れを第１鋼板１，１と第２鋼板２，２とを溶接に
より一体化して構成しているが、本発明として
は、それらをボルト連結により一体化して構成す
るものでも良い。 In the above embodiment, each of the underground beam components A, A 1 is constructed by integrating the first steel plates 1, 1 and the second steel plates 2, 2 by welding, but in the present invention, they are connected by bolts. It may be configured by being integrated by connection.
また、上記実施例では、第２鋼板２の肉厚を第
１鋼板１よりもかなり薄くして、材料を軽減しな
がら必要強度を確保できるようにしているが、本
発明としては、第１鋼板１と同じ肉厚に構成して
も良い。 Further, in the above embodiment, the wall thickness of the second steel plate 2 is made considerably thinner than that of the first steel plate 1, so that the required strength can be secured while reducing the amount of material used. It may be configured to have the same wall thickness as 1.
（効果）
以上のように、本発明によれば、第１鋼板と第
２鋼板とを互いに一体化し、第１鋼板の対向面側
にせん断力伝達部を備えるから、従来にあつて配
筋を必要としていた主筋の機能を第１鋼板に、そ
して、フープ筋やスターラツプ筋の機能を第２鋼
板に発揮させることができ、かつ、内部に充填す
るコンクリートによつて大きな剛性を発揮させる
ことができる上に、第１および第２鋼板により閉
断面を構成してねじれ剛性を高めることができる
から、全体として構造的に十分な耐力と粘りを有
するものでありながら、地中梁周囲の型枠工事を
不要にできるとともにその内部への配筋をせずに
済み、現場施工における型枠工事ならびに配筋工
事を簡略化でき、工期を大幅に低減できるように
なつた。(Effects) As described above, according to the present invention, the first steel plate and the second steel plate are integrated with each other, and the shear force transmitting portion is provided on the opposing surface side of the first steel plate, so that the reinforcement arrangement is not required in the conventional case. The function of the required main reinforcement can be applied to the first steel plate, and the functions of hoop and stirrup reinforcement can be applied to the second steel plate, and the concrete filled inside can provide great rigidity. Moreover, since the first and second steel plates can form a closed section and increase torsional rigidity, the structure as a whole has sufficient structural strength and tenacity, yet is suitable for formwork work around underground beams. This eliminates the need for reinforcing inside the structure, simplifying formwork work and reinforcing work during on-site construction, and significantly reducing the construction period.
第１図は、本発明の実施例に係る地中梁構成材
の第１実施例を示す全体斜視図、第２図は第１実
施例の縦断面図、第３図は、施工工程を示す要部
の概略図、第４図および第５図は、それぞれ要部
の拡大図、第６図は、第２実施例の全体斜視図、
第７図は、第３実施例の一部分を示す斜視図、第
８図は、第３実施例を適用する場合の柱の斜視
図、第９図は、第３実施例の柱との接合状態を示
す側面図である。
１……第１鋼板、２……第２鋼板、３……せん
断力伝達部としての突条、５……覗き穴、６……
注入穴。
Fig. 1 is an overall perspective view showing a first embodiment of an underground beam component according to an embodiment of the present invention, Fig. 2 is a longitudinal cross-sectional view of the first embodiment, and Fig. 3 shows a construction process. A schematic diagram of the main parts, FIGS. 4 and 5 are enlarged views of the main parts, respectively, and FIG. 6 is an overall perspective view of the second embodiment.
FIG. 7 is a perspective view showing a part of the third embodiment, FIG. 8 is a perspective view of a column when the third embodiment is applied, and FIG. 9 is a state of connection with the column of the third embodiment. FIG. DESCRIPTION OF SYMBOLS 1...First steel plate, 2...Second steel plate, 3...Protrusion as a shear force transmission part, 5...Peep hole, 6...
injection hole.
Claims (1)
断力伝達部を備えた第１鋼板それぞれに、左右方
向で対向して前記第１鋼板それぞれの端縁どうし
を連結する第２鋼板それぞれを一体化して縦断面
形状四角形に構成し、 前記上側の第１鋼板または第２鋼板の上端側
に、コンクリートの注入穴と、コンクリートの充
填状態を確認する覗き穴とを形成してあることを
特徴とする地中梁構成材。[Scope of Claims] 1. First steel plates facing each other in the vertical direction and having a shear force transmitting portion on the opposing surface side, and a second steel plate facing in the left and right direction and connecting the edges of each of the first steel plates to each other. Each of the steel plates is integrated to have a rectangular vertical cross-section, and a concrete injection hole and a peephole for checking the filling state of concrete are formed on the upper end side of the first steel plate or the second steel plate. An underground beam component material characterized by:
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP1106287A JPS63181816A (en) | 1987-01-19 | 1987-01-19 | Constituent material for underground beam |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP1106287A JPS63181816A (en) | 1987-01-19 | 1987-01-19 | Constituent material for underground beam |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPS63181816A JPS63181816A (en) | 1988-07-27 |
| JPH0511169B2 true JPH0511169B2 (en) | 1993-02-12 |
Family
ID=11767514
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP1106287A Granted JPS63181816A (en) | 1987-01-19 | 1987-01-19 | Constituent material for underground beam |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPS63181816A (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US11342206B2 (en) | 2009-12-29 | 2022-05-24 | Nikon Corporation | Substrate case and substrate accommodation apparatus |
Families Citing this family (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2824374B2 (en) * | 1992-12-25 | 1998-11-11 | 株式会社赤城商会 | Concrete block for foundation, manufacturing method thereof, and foundation construction method using the same |
| WO2004092543A2 (en) * | 2003-04-11 | 2004-10-28 | Adler, Richard, S. | Blast and anti-ramming walls |
| DE102011087022A1 (en) * | 2011-11-24 | 2013-05-29 | Wobben Properties Gmbh | Device and method for anchoring a wind energy plant |
-
1987
- 1987-01-19 JP JP1106287A patent/JPS63181816A/en active Granted
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US11342206B2 (en) | 2009-12-29 | 2022-05-24 | Nikon Corporation | Substrate case and substrate accommodation apparatus |
Also Published As
| Publication number | Publication date |
|---|---|
| JPS63181816A (en) | 1988-07-27 |
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