JPS6059383B2 - Construction method for steel reinforced concrete structures - Google Patents
Construction method for steel reinforced concrete structuresInfo
- Publication number
- JPS6059383B2 JPS6059383B2 JP8183581A JP8183581A JPS6059383B2 JP S6059383 B2 JPS6059383 B2 JP S6059383B2 JP 8183581 A JP8183581 A JP 8183581A JP 8183581 A JP8183581 A JP 8183581A JP S6059383 B2 JPS6059383 B2 JP S6059383B2
- Authority
- JP
- Japan
- Prior art keywords
- steel
- concrete
- reinforced concrete
- concrete structure
- reinforcing bars
- 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
Links
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Description
【発明の詳細な説明】
本発明は鉄骨鉄筋コンクリート構造物の構築工法に関
するものである。DETAILED DESCRIPTION OF THE INVENTION The present invention relates to a construction method for a steel reinforced concrete structure.
従来、重層大スパン構造物、積載荷重の大きい倉庫等
には鉄骨鉄筋コンクリート構造、或はプレストレストコ
ンクリート構造が適用されてきた。Conventionally, steel-framed reinforced concrete structures or prestressed concrete structures have been applied to multi-story, large-span structures, warehouses with large carrying loads, and the like.
又特に最近は、前記鉄骨鉄筋コンクリート構造にプレス
ドレスを付与した所謂プレスドレス鉄骨鉄筋コンクリー
ト構造も開発され、既に実用に供されている。 しかし
ながら、上記プレスドレス鉄骨鉄筋コンクリート構造に
おいては、鉄筋部は鉄筋と同様荷重を負担する強度部材
として考慮せす、主としてコンクリート部分にプレスド
レスを与えることにより強度向上を図つている。Particularly recently, a so-called press-dressed steel-framed reinforced concrete structure, in which the steel-framed reinforced concrete structure is press-dressed, has also been developed and is already in practical use. However, in the above-mentioned press-dressed steel reinforced concrete structure, the reinforcing bars are considered as strength members that bear loads in the same way as reinforcing bars, and the strength is mainly improved by applying press-dressing to the concrete parts.
従つて、この種プレストレスト鉄骨鉄筋コンクリートに
あつては、コンクリートの使用は高強度コンクリートに
限定されること、プレスドレスをコンクリートに付与す
るまでのコンクリート養生期間が長い等の不都合があつ
た。 本発明はこの種プレスドレスを付与した鉄骨鉄筋
コンクリート構造物の構築工法における上記不都合点を
有効に解消すべく成されたものであり、その要旨とする
構成は、鉄骨粱の両端を圧縮させて該鉄骨粱に、その長
手方向中央部に上向きの応力が生じる方向のプレスドレ
スを付与するとともに鉄筋を配置し、この状態を維持さ
せて前記鉄骨粱及び鉄筋を埋込むコンクリートを打設し
て鉄筋鉄骨コンクリート構造物を構築し、該コンクリー
トが所定の強度に達した後、常法により前記鉄骨鉄筋コ
ンクリート構造物の嵩方向中央部より下側にあつて、そ
の長手方向に向けて挿通したPC鋼材を緊張して該鉄骨
鉄筋コンクリート構造物にプレスドレスを付与せしめる
ことを特徴とする鉄骨鉄筋コンクリート構造物の構築方
法に存する。Therefore, this type of prestressed steel reinforced concrete has disadvantages such as the use of concrete being limited to high-strength concrete and the curing period of the concrete being long before press dressing is applied to the concrete. The present invention has been made in order to effectively eliminate the above-mentioned disadvantages in the construction method of steel frame reinforced concrete structures provided with this type of press dressing. A press dress is applied to the steel frame in the direction in which upward stress is generated in the central part in the longitudinal direction, and reinforcing bars are placed, and while maintaining this state, concrete is poured to embed the steel frame and the reinforcing bars to form a reinforced steel frame. After a concrete structure is constructed and the concrete reaches a predetermined strength, a prestressed steel material inserted in the longitudinal direction of the steel-framed reinforced concrete structure is tensioned by a conventional method. The present invention relates to a method for constructing a steel-framed reinforced concrete structure, characterized in that the steel-framed reinforced concrete structure is press-dressed.
而して、この鉄骨鉄筋コンクリート構造物の構築方法
は、コンクリート打設前に単独で鉄骨部にプレスドレス
を付与し、コンクリート打設後再度構造物全体にプレス
ドレスを付与することにより、鉄骨部に荷重分担を行わ
しめ、その分コンクリート部分への荷重の負担を軽減し
てこれに発生する応力を抑制し、クリープ変形、クラッ
ク、繰り返し荷重による疲労等の発生を防止して構造物
の耐久性を向上せしめるとともに、高強度コンクリート
から常用普通コンクリートの使用を可能にして構築費を
低減し、更には構築期間の短縮化を図つたことをその要
旨とする。以下に本発明の実施例を添付図面に基づいて
詳述する。Therefore, this method of constructing a steel-framed reinforced concrete structure involves applying a press dress to the steel frame alone before pouring the concrete, and then applying a press dress to the entire structure again after pouring the concrete. By sharing the load, the load on the concrete part is reduced and the stress generated therein is suppressed, and the durability of the structure is improved by preventing the occurrence of creep deformation, cracks, fatigue due to repeated loads, etc. The gist of the project is to reduce construction costs by making it possible to use ordinary concrete instead of high-strength concrete, and to shorten the construction period. Embodiments of the present invention will be described in detail below with reference to the accompanying drawings.
第1図乃至第4図は本発明工法を現場打一体式鉄骨鉄筋
コンクリート構造に適用した場合の同工法の説明図で、
第1図は鉄骨部の側面図、第2図は第1図2−2線断面
図、第3図は最終構築構造物の縦断側面図、第4図は第
3図4−4線断面図である。まず第1図に示す如く、地
中に埋設固定すべきコンクリート製の地中梁1上の左右
に鋼製の支柱2,2をアンカーボルト3にて起立固定す
る。Figures 1 to 4 are explanatory diagrams of the construction method of the present invention when applied to a cast-in-place type steel reinforced concrete structure.
Figure 1 is a side view of the steel frame section, Figure 2 is a cross-sectional view taken along the line 2-2 in Figure 1, Figure 3 is a vertical side view of the final constructed structure, and Figure 4 is a cross-sectional view taken along the line 4-4 in Figure 3. It is. First, as shown in FIG. 1, steel columns 2, 2 are erected and fixed with anchor bolts 3 on the left and right sides of a concrete underground beam 1 to be buried and fixed underground.
次にこれら支柱2,2間にH形鋼4に適当間隔にて複数
の鋼性板5を補強固着した鉄骨梁6を横架固着する。各
剛性板5の両側縁部には第2図に示す如く上下に切欠部
7,7,8,8が形成され、これら各剛性板5の上側切
欠部7,7間には2本のPCW!u材9,9が第1図の
如く側面略■字形を成すよう架設され、これらPC鋼材
の両端部は梁6の左右両端外部にナット10にて止着さ
れている。斯る状態から前記PC鋼材9,9をジャッキ
等にて長手方向に引張つて適当量緊脹せしめれば、各剛
性板5にはこのPCW4材9,9を介して上向きの力が
作用し、鉄骨梁6には全体としてこれを側面上方湾曲状
に変形せしめようとする曲げモー.メントが働き、梁6
の中央部の路上半部には引張応力が発生し、他方これ6
の略下半部には圧縮応力が発生し、ここに梁6は長手方
向中央部分が上向きの応力が生じる方向のプレストレス
が付与され、中央部分に下向きに作用する外部荷重に対
し.てその強度、剛性が高められる。Next, a steel beam 6 having a plurality of steel plates 5 reinforced and fixed to the H-shaped steel 4 at appropriate intervals is horizontally fixed between these columns 2, 2. As shown in FIG. 2, notches 7, 7, 8, 8 are formed on both sides of each rigid plate 5 at the top and bottom, and two PCWs are formed between the upper notches 7, 7 of each rigid plate 5. ! As shown in FIG. 1, U-shaped members 9, 9 are constructed so as to form a substantially square-shaped side surface, and both ends of these PC steel members are fixed to the outside of both left and right ends of the beam 6 with nuts 10. From this state, if the PC steel materials 9, 9 are pulled in the longitudinal direction with a jack or the like to inflate them by an appropriate amount, an upward force will be applied to each rigid plate 5 via the PCW materials 9, 9. There is a bending motion in the steel beam 6 that attempts to deform the steel beam 6 as a whole into an upward curved shape on the side. Ment works, beam 6
Tensile stress is generated in the center half of the road, and on the other hand, this 6
A compressive stress is generated approximately in the lower half of the beam 6, and the longitudinal center portion of the beam 6 is given a prestress in the direction in which upward stress is generated, and the beam 6 is subjected to an external load acting downward on the center portion. This increases its strength and rigidity.
上記の如く鉄骨梁6にプレストレスを付与した状態を保
持して、第3図及び第4図に示す如く鉄筋11を鉄骨梁
6の軸方向に、又PC鋼材12,12を各剛性板5の下
側切欠部3,8に夫々配設・し、これらの外側には前記
支柱2,2及び鉄骨梁6を囲む如くして型枠13を設け
る。While maintaining the prestressed state of the steel beam 6 as described above, the reinforcing bars 11 are placed in the axial direction of the steel beam 6 as shown in FIGS. A formwork 13 is provided outside of these in such a way as to surround the pillars 2, 2 and the steel beam 6.
次に型枠13内に常用普通コンクリート14(コンクリ
ート強度210〜270k9/Clt)を充填し、これ
に所定のコンクリート強度が生じた後、PC鋼材12,
12をその長手方向に引張つてこれらを緊張せしめ、こ
れらの両端部を構造物の両側部でナット15にて止着す
れば、構造物は全体として更にプレストレスを付与せし
められる。尚、図には示していないがPC鋼材12,1
2の配設に際しては、コンクリート打設後にその長手方
向全体に引張力が作用されるように、常法により鋼製等
のシースに挿通して配設する。Next, the formwork 13 is filled with ordinary concrete 14 (concrete strength 210-270k9/Clt), and after the predetermined concrete strength has been achieved, the PC steel material 12,
12 is pulled in its longitudinal direction to tension them, and their ends are secured with nuts 15 on both sides of the structure, thereby further prestressing the structure as a whole. Although not shown in the figure, the PC steel material 12,1
2 is inserted through a sheath made of steel or the like using a conventional method so that a tensile force is applied to the entire longitudinal direction of the concrete after it is placed.
また、”予めシースのみを配設しておきコンクリート打
設後、そのシース内にPC鋼材を挿通させてもよいもの
である。斯くして構築される構造物の鉄骨梁6と鉄骨コ
ンクリート部分14は、所定比率で外部荷重を分担する
ため、従来外部荷重の殆んど全てを負担していた鉄骨コ
ンクリート部分の荷重負担が軽減し、この部分に発生す
る応力がその分小さくなり、クリープ変形、クラック、
繰り返し荷重による疲労等の発生が防止できその耐久性
が向上し、この種構造物は鉄道橋、車道橋等の橋桁に好
適する。Alternatively, only a sheath may be provided in advance and the PC steel material may be inserted into the sheath after concrete is poured.The steel beams 6 and the steel concrete portions 14 of the structure constructed in this way. Since the external load is shared in a predetermined ratio, the load burden on the steel-framed concrete section, which conventionally bore almost all of the external load, is reduced, and the stress generated in this section is correspondingly reduced, reducing creep deformation and crack,
This type of structure is suitable for bridge girders such as railway bridges and road bridges because it prevents fatigue from occurring due to repeated loads and improves its durability.
又鉄筋コンクリート部分14の荷重負担の軽減により、
この部分には普通コンクリート(強度210k9/d程
度)の使用が可能となり、構築費を低減でき、又コンク
リート打設からプレストレス付与までのコンクリートの
養生期間が短縮化できるため、その分全体の構築期間の
短縮化が図れる。更に本工法によれば、鉄骨梁6及び支
柱2,2の腐食が防止でき、一方耐火被覆も不要となる
。第5図は本発明工法をプレキャスト鉄骨鉄筋コンクリ
ート構造に適用した例を示す縦断側面図である。In addition, by reducing the load burden on the reinforced concrete part 14,
Ordinary concrete (strength of about 210k9/d) can be used for this part, which reduces construction costs, and also shortens the curing period from concrete pouring to prestressing, which reduces the overall construction cost. The period can be shortened. Furthermore, according to this construction method, corrosion of the steel beams 6 and the columns 2, 2 can be prevented, and fireproof coatings are also not required. FIG. 5 is a longitudinal sectional side view showing an example in which the construction method of the present invention is applied to a precast steel reinforced concrete structure.
この場合も前記同様鉄骨梁106単体にPC鋼材109
,109にてプレストレスを付与した後、鉄筋コンクリ
ート114を打設し、最後にPC鋼材112,112を
を緊張せしめてプレキャスト全体に更にプレストレスを
付与するもので、得られる効果も前記実施例を同様であ
る。In this case as well, the PC steel material 109 is attached to the single steel beam 106 as described above.
, 109, reinforced concrete 114 is cast, and finally the prestressed steel materials 112, 112 are tensioned to further apply prestress to the entire precast. The same is true.
尚以上は鉄骨梁へのプレストレスの付与を各剛性板に架
設したPC鋼材を緊張せしめることて成した例を示した
が、この代わりに第6図に示す如く鉄骨梁206を型枠
213とともに反力台216上に載置し、この反力台2
16の両壁部216a,2216aと鉄骨梁206間に
介在するジヤツキ217,217にて鉄骨梁206を圧
縮変形せしめてもよい。以上の説明から明らかな如く本
発明によれば、コンクリート打設前単独で鉄骨部にプレ
ストレスを付与し、コンクリート打設後再度構造物全体
にプレストレスを付与するようにしたため、鉄骨部に荷
重粉担を行わしめ、その分コンクリート部分への荷重負
担を軽減してこれに発生する応力を抑制し、クリープ変
形、クラック、疲労等の発生を防止して構造物の耐久性
を向上せしめるとともに、高強怒コンクリートから常用
普通コンクリートの使用を可能にして構築費を低減し、
更には構築期間の短縮化を図ることができる。The above example shows that prestress is applied to a steel beam by tensioning the prestressed steel beams installed on each rigid plate, but instead of applying prestress to the steel beam 206 as shown in FIG. Placed on the reaction force table 216, this reaction force table 2
The steel beam 206 may be compressively deformed by jacks 217, 217 interposed between the two walls 216a, 2216a of 16 and the steel beam 206. As is clear from the above explanation, according to the present invention, a prestress is applied to the steel frame part alone before concrete pouring, and a prestress is applied to the entire structure again after concrete pouring. By carrying powder, the load on the concrete part is reduced, the stress generated therein is suppressed, and the occurrence of creep deformation, cracks, fatigue, etc. is prevented, and the durability of the structure is improved. It is possible to use normal concrete instead of high-temperature concrete, reducing construction costs.
Furthermore, the construction period can be shortened.
【図面の簡単な説明】
図面は本発明の実施例を示すもので、第1図は鉄骨部の
湾曲を省略した側面図、第2図は第1図■一■線断面図
、第3図は最終構築物の湾曲を省略した縦断側面図、第
4図は第3図■−■線断面図、第5図は本工法の変更実
施例を示す第3図と同様の縦断面図、第6図はプレスト
レス付与の変更実施例を示す側面図である。
5・・・・・・鋼性板、6,106,206・・・・・
・鉄骨梁、9,12,109,212・・・・・・PC
鋼材、13,213・・・・・・型枠、14,114・
・・・・・鉄筋コンクリート。[Brief Description of the Drawings] The drawings show an embodiment of the present invention, and Fig. 1 is a side view with the curvature of the steel frame portion omitted, Fig. 2 is a cross-sectional view taken along the line 1 in Fig. 1, and Fig. 3 4 is a vertical cross-sectional view of the final structure with the curvature omitted, FIG. 4 is a cross-sectional view taken along the line ■-■ in FIG. 3, FIG. The figure is a side view showing a modified example of applying prestress. 5... Steel plate, 6,106,206...
・Steel beam, 9, 12, 109, 212...PC
Steel material, 13,213...Formwork, 14,114.
...Reinforced concrete.
Claims (1)
向中央部に上向きの応力が生じる方向のプレストレスを
付与するとともに鉄筋を配置し、この状態を維持させて
前記鉄骨梁及び鉄筋を埋込むコンクリートを打設して鉄
筋鉄骨コンクリート構造物を構築し、該コンクリートが
所定の強度に達した後、常法により前記鉄筋鉄骨コンク
リート構造物の嵩方向中央部より下側にあつて、その長
手方向に向けて挿通したPC鋼材を緊張して該鉄骨鉄筋
コンクリート構造物にプレストレスを付与せしめること
を特徴とする鉄骨鉄筋コンクリート構造物の構築方法。 2 鉄筋の配設と同時にPC鋼材を鉄骨梁に沿わせて配
設する実用新案登録請求の範囲第1項に記載の鉄骨鉄筋
コンクリート構造物の構築方法。[Scope of Claims] 1. Both ends of a steel beam are compressed to apply prestress to the steel beam in a direction that generates upward stress in the central portion in the longitudinal direction, and reinforcing bars are placed, and this state is maintained. A reinforced steel concrete structure is constructed by pouring concrete for embedding the steel beams and reinforcing bars, and after the concrete reaches a predetermined strength, the concrete is poured below the center in the bulk direction of the reinforced steel concrete structure using a conventional method. A method for constructing a steel-framed reinforced concrete structure, comprising applying prestress to the steel-framed reinforced concrete structure by tensioning a prestressed steel material inserted in the longitudinal direction of the steel-framed reinforced concrete structure. 2. The method for constructing a steel-framed reinforced concrete structure as set forth in claim 1 of the utility model registration claim, which comprises placing prestressing steel along steel beams at the same time as installing reinforcing bars.
Priority Applications (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP8183581A JPS6059383B2 (en) | 1981-05-30 | 1981-05-30 | Construction method for steel reinforced concrete structures |
Applications Claiming Priority (1)
Application Number | Priority Date | Filing Date | Title |
---|---|---|---|
JP8183581A JPS6059383B2 (en) | 1981-05-30 | 1981-05-30 | Construction method for steel reinforced concrete structures |
Publications (2)
Publication Number | Publication Date |
---|---|
JPS57197371A JPS57197371A (en) | 1982-12-03 |
JPS6059383B2 true JPS6059383B2 (en) | 1985-12-25 |
Family
ID=13757521
Family Applications (1)
Application Number | Title | Priority Date | Filing Date |
---|---|---|---|
JP8183581A Expired JPS6059383B2 (en) | 1981-05-30 | 1981-05-30 | Construction method for steel reinforced concrete structures |
Country Status (1)
Country | Link |
---|---|
JP (1) | JPS6059383B2 (en) |
Families Citing this family (3)
Publication number | Priority date | Publication date | Assignee | Title |
---|---|---|---|---|
JPS59224751A (en) * | 1983-06-01 | 1984-12-17 | 鹿島建設株式会社 | Crack prevention of reinforced concrete wall |
JPH0331767Y2 (en) * | 1986-09-16 | 1991-07-05 | ||
JP2847523B2 (en) * | 1989-03-29 | 1999-01-20 | マツダ株式会社 | Rotation mechanism of automotive front seat |
-
1981
- 1981-05-30 JP JP8183581A patent/JPS6059383B2/en not_active Expired
Also Published As
Publication number | Publication date |
---|---|
JPS57197371A (en) | 1982-12-03 |
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