JP2000054687A - Steel tower main post material - Google Patents
Steel tower main post materialInfo
- Publication number
- JP2000054687A JP2000054687A JP10229523A JP22952398A JP2000054687A JP 2000054687 A JP2000054687 A JP 2000054687A JP 10229523 A JP10229523 A JP 10229523A JP 22952398 A JP22952398 A JP 22952398A JP 2000054687 A JP2000054687 A JP 2000054687A
- Authority
- JP
- Japan
- Prior art keywords
- steel
- flange
- members
- steel tower
- main column
- 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.)
- Granted
Links
Landscapes
- Rod-Shaped Construction Members (AREA)
Abstract
Description
【０００１】[0001]
【発明の属する技術分野】この発明は、鉄塔に使用する
鉄塔主柱材に関するものである。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a tower main pillar used for a tower.
【０００２】[0002]
【従来の技術】従来の送電用鉄塔や無線鉄塔等には、四
角鉄塔骨組形成に合致した直角方向に形成されたフラン
ジを有する山形鋼を主柱材及び腹材に用い、主柱材を継
手プレートのボルト接合により連結し、主柱材に、直
接、又は主柱材にボルト接合したガゼットプレートを介
して水平材、斜材等の腹材をボルト接合したアングル鉄
塔、図１２に示すように、鋼管を主柱材Ｐ１及び腹材に
用い、主柱材Ｐ１をリブ付板フランジ継手Ｐ２又は鍛造
フランジ継手Ｐ３の溶接接合により連結し、主柱材Ｐ１
に、主柱材Ｐ１に溶接接合したガゼットプレートＰ４、
Ｐ５、Ｐ６を介して水平材Ｐ７、斜材Ｐ８等の腹材をボ
ルト接合したパイプ鉄塔、または等辺山形鋼を背合せに
接合したＸ形断面鋼材を主柱材に用い、主柱材を継手の
ボルト接合により連結し、主柱材に、直接、又は主柱材
にボルト接合したガゼットプレートを介して鋼管を用い
た水平材、斜材等の腹材をボルト接合したＸ形断面鋼材
と鋼管を併用する鉄塔が用いられている。なお、図１２
において、Ｐ９は補強リング、Ｐ１０、Ｐ１１は腹材接
合プレートである。2. Description of the Related Art Conventional power transmission towers, radio towers and the like use angle steel having a flange formed at right angles to a square tower frame as a main column member and a web member, and use a main column member as a joint. Angle steel tower connected with bolts of plates and connected to the main column, directly or through a gusset plate bolted to the main column, horizontal members, diagonal members, etc., as shown in FIG. A steel pipe is used for the main pillar P1 and the web material, and the main pillar P1 is connected by welding of a ribbed plate flange joint P2 or a forged flange joint P3.
A gusset plate P4 welded to the main pillar P1;
A pipe tower in which web members such as horizontal members P7 and diagonal members P8 are bolted through P5 and P6, or an X-shaped cross-sectional steel member in which equilateral angle steel is joined back to back is used as a main column material, and the main column material is jointed. X-section steel and steel pipes that are connected by bolting to the main column, directly or through a gusset plate bolted to the main column, using a steel tube to connect horizontal members, oblique members, etc. Are used in combination. FIG.
, P9 is a reinforcing ring, and P10 and P11 are abdominal material joining plates.
【０００３】アングル鉄塔は、鉄塔としての加工は、等
辺山形鋼の切断と孔あけ作業が主体となり、製作性に優
れているので、小、中規模の鉄塔において主流になって
いる。パイプ鉄塔は、主柱材、腹材ともに、鋼管を使用
するため、アングル鉄塔よりも風圧が減少し、断面性が
よいので、鉄塔重量はアングル鉄塔に比較し、減少する
長所があるので、大型鉄塔において主流的立場で採用さ
れている。Ｘ形断面鋼材と鋼管を併用する鉄塔について
は、主柱材に等辺山形鋼を背合せに接合したＸ形断面鋼
材、腹材に鋼管材と、併用によってアングル鉄塔とパイ
プ鉄塔の各々が保持する特長を取り入れ総合的経済効果
を得ることができる。[0003] Angle towers are mainly used for machining small and medium-scale towers because they are mainly formed by cutting and drilling an equilateral angle steel and are excellent in manufacturability. Since the pipe tower uses steel pipes for both the main pillar and web material, the wind pressure decreases and the cross-section is better than the angle tower, so the tower weight has the advantage of decreasing compared to the angle tower, so it is large. It has been adopted in the mainstream of steel towers. For steel towers that use both X-section steel and steel pipes, each of the angle tower and the pipe tower holds the X-section steel with the equilateral angle iron joined back to back as the main pillar, the steel pipe as the abdominal material, By incorporating features, comprehensive economic effects can be obtained.
【０００４】アングル鉄塔については、大規模な鉄塔に
対しては、山形鋼のロールサイズに限定され、また高張
鋼材を使用に当っては、フランジの幅厚比に対する局部
座屈応力度の検討も必要となり、これがためフランジの
幅厚比を制限、または短柱域細長比（λ）を制限など利
用効率を低減し、重量増加と共に、特に大型鉄塔に対し
ては使用に限界がある。With regard to angle towers, for large-scale towers, the roll size of angle irons is limited, and when using high tension steel materials, the local buckling stress degree with respect to the width-to-thickness ratio of the flange must also be examined. Therefore, the use efficiency is reduced by limiting the width-to-thickness ratio of the flange, or by restricting the short column area slenderness ratio ([lambda]), and the use thereof is limited with the increase in weight, particularly for large towers.
【０００５】Ｘ形断面鋼材と鋼管を併用する鉄塔につい
ては、大容量送電線の大型鉄塔では、第一に、市販山形
鋼をＸ形断面にしても所要強度が不足であること、第二
に、Ｘ形断面鋼材の腹材取付に必要なフランジ幅は同強
度の単一山形鋼のフランジ幅の５０〜７５％に減少する
こととなり、鉄塔の大形化に伴う腹材サイズの大口径化
と取付ボルト数の増加によって、腹材と主柱材の接合部
が複雑になり加工工数が増大すること、第三に、主柱材
に市販山形鋼を用いるため、鉄塔主柱材の傾斜（コロ
ビ）の大きい箇所での腹材の取付には、直接、主柱材フ
ランジに取り付けることは困難で、曲げ加工を施したプ
レートを介して取り付けることとなり、重量ならびに加
工工数が増大すること、第四に、Ｘ形断面鋼材の接合に
は通常一定間隔の断続綴り熔接が用いられるが、亜鉛メ
ッキ時の高温によって歪みが発生し、これを矯正する工
数も付加すること、第五に、市販山形鋼を用いＸ形断面
を構成する場合、断面性能上、有利な肉厚の薄いサイズ
を選定され勝ちであるが、高張力鋼材を使用する場合、
部材の圧縮強度が短柱域（細長比１００以下の領域）で
決定される場合、局部座屈強度の検討も必要で、この為
設計効率が低減する場合があること、などによって、送
電電圧２７５ＫＶ級規模の鉄塔には経済効果を発揮する
ことが可能であったが、電圧５００ＫＶ、１０００ＫＶ
級の大型送電鉄塔に対しては、採用が困難である。[0005] Regarding the tower using both X-section steel and steel pipe, in the case of a large tower of a large-capacity power transmission line, firstly, the required strength is insufficient even if a commercially available angle section steel is X-section, and secondly. , The flange width required for attaching the web member of the X-section steel material is reduced to 50 to 75% of the flange width of the single angle steel with the same strength, and the web member size is increased due to the enlargement of the steel tower. And the increase in the number of mounting bolts increases the complexity of the joint between the web material and the main column material, which increases the number of processing steps. Third, since a commercially available angle steel is used for the main column material, the inclination of the main column material of the tower ( It is difficult to attach the web material to the main pillar flange directly at the place where the corrugation is large, and it is necessary to attach it through a bent plate, which increases the weight and the number of processing steps. Fourth, X-section steel members are usually joined at regular intervals. Spell welding is used, but distortion occurs due to high temperature at the time of galvanization, and a man-hour to correct this is added. Fifth, when an X-shaped cross section is formed using a commercially available angle iron, it is advantageous in terms of cross-sectional performance It is easy to select a small size with a large thickness, but when using high-tensile steel,
When the compressive strength of the member is determined in the short column area (the area with an elongation ratio of 100 or less), it is necessary to consider the local buckling strength, and the design efficiency may be reduced. Although it was possible to achieve economic effects with a steel tower of a class scale, the voltage was 500 KV and 1000 KV.
It is difficult to adopt it for large-scale transmission towers.
【０００６】鋼管鉄塔については、鉄塔の巨大化から鉄
塔部材の現地への輸送手段、すなわち、山間部における
建設に対し、ヘリコプタ及び索道による運搬から、鉄塔
製作単品重量および長さが制限され、この単体部材重量
の制約から継手部が著しく増加して、これによって製品
重量増加率が増加し、設計効率が低下する。この現象は
大型鋼管サイズになればなる程顕著で、その対策が期待
されている。また、鉄塔規模の大型化から腕金部と主柱
材の取付接点、ならびに腹材と主柱材の接点などにおい
て発生応力が増大し、すみ肉溶接の許容耐力、中空鋼管
の局部変形に対する許容耐力の確保が必要となり、これ
がため接点部の構造がますます複雑化し、さらにステッ
プボルトの取付を初めとする他の昇降設備、墜落防止装
置、組立工事、架線工事用金具などの取付金具は総て溶
接が必要となり、鉄塔製作上の工数が著しく上昇する傾
向が見られ、パイプが保有する本来の性能が規模の大型
化によって次第に損なわれ、コスト低減が緊急の課題と
される今日、前記の工数上昇は大きなネックとなってい
る。[0006] With regard to the steel tube tower, the weight and length of the steel tower production unit are limited because of the means of transporting the tower members to the site due to the enlargement of the tower, that is, the construction by the helicopter and the cableway for the construction in the mountainous area. The joint portion is significantly increased due to the restriction of the weight of the single member, thereby increasing the product weight increase rate and reducing the design efficiency. This phenomenon becomes more remarkable as the size of the large steel pipe increases, and countermeasures are expected. In addition, due to the increase in the size of the tower, the stress generated at the mounting contact between the arm and the main column, and the contact between the web and the main column is increased, and the allowable strength of fillet welding and allowable deformation of the hollow steel pipe for local deformation are increased. It is necessary to secure the proof stress, which makes the structure of the contact part more and more complicated.In addition, other mounting equipment such as step-down bolt installation and other lifting equipment, fall prevention equipment, assembly work, and overhead wire construction metal fittings are required. Today, there is a tendency that the man-hours required for steel tower manufacturing are significantly increased, and the original performance of the pipe is gradually deteriorated by the enlargement of the scale, and cost reduction is an urgent issue. The rise in man-hours is a major bottleneck.
【０００７】[0007]
【発明が解決しようとする課題】このように、５００Ｋ
Ｖ級、１０００ＫＶ級の大容量の巨大な鉄塔に用いられ
ている鋼管鉄塔には、溶接加工を不可欠とし、補強プレ
ート及び継手部が著しく多く、運搬が困難であるという
課題がある。As described above, 500K is used.
A steel pipe tower used in a huge tower having a large capacity of V class or 1000 KV class has a problem that welding processing is indispensable, the number of reinforcing plates and joints is remarkably large, and transportation is difficult.
【０００８】この発明は、このような従来技術の課題を
解決する目的でなされたものである。The present invention has been made for the purpose of solving such problems of the prior art.
【０００９】[0009]
【課題を解決するための手段】上記課題を解決するため
の手段を、実施の一形態に対応する図１に用いて以下、
説明する。この発明は、組立式Ｙ形断面鋼材１で構成さ
れたものである。Means for solving the above problems will be described below with reference to FIG. 1 corresponding to an embodiment.
explain. The present invention is constituted by a prefabricated Y-section steel material 1.
【００１０】このように構成されたものにおいては、溶
接加工は不要になり、単体部材の重量は軽減され、運搬
は容易になる。[0010] In the above-mentioned structure, welding is not required, the weight of the single member is reduced, and the transportation becomes easy.
【００１１】[0011]
【発明の実施の形態】図１は、この発明の実施の一形態
を示す断面図である。図１において、１は組立式Ｙ形断
面鋼材である。組立式Ｙ形断面鋼材１は、必要長さに切
った鋼板を折り曲げて、接合部Ｊ、フランジ部Ｆが形成
された一対の折曲部材１１、１２を接合ボルトナット１
３（千鳥配列されている。以下同様）で接合して形成さ
れたものである。必要長さに切った２枚の鋼板を４５°
（θ１）に曲げ加工を行い、折曲部材１１、１２の挟角
θ２を９０°とするのは、四隅が直角である四角鉄塔を
考慮したものである。組立式Ｙ形断面鋼材１は、折曲部
材１１、１２を組み立てて形成されるので、折曲部材１
１、１２で運搬して現地で組み立てることが可能にな
り、運搬が容易である。また、組立式Ｙ形断面鋼材１
は、溶接加工ではなく、ボルト接合によって組み立てる
ので、組立が容易である。更に、組立式Ｙ形断面鋼材１
は、折曲部材１１、１２が鋼板を用い曲げ加工によって
成形されるので、成形品である等辺山形鋼と異なり、板
厚の選定、およびＹ形の主要寸法の選定に自由性がある
ので、大型鉄塔への適用にも限界はなく、必要強度に対
応して任意の断面鋼材を製造でき、経済効果に優れてい
る。組立式Ｙ形断面鋼材１は、図２に示すような主柱材
２として用いられる。なお、図２において、３は斜材、
４は水平材、５は継手プレート、６は対角材である。FIG. 1 is a sectional view showing an embodiment of the present invention. In FIG. 1, reference numeral 1 denotes an assembly type Y-section steel material. The assembling-type Y-section steel material 1 is formed by bending a steel plate cut to a required length, and joining a pair of bent members 11 and 12 having a joint portion J and a flange portion F to the joint bolt nut 1.
3 (staggered arrangement; the same applies hereinafter). 45 ° of two steel plates cut to required length
The reason why the bending process is performed at (θ1) and the included angle θ2 of the bent members 11 and 12 is set to 90 ° is in consideration of a square steel tower having four right-angled corners. Since the assembling type Y-section steel material 1 is formed by assembling the bending members 11 and 12, the bending member 1
It can be transported by 1, 12 and assembled on site, and transport is easy. In addition, assembling Y-section steel material 1
Is assembled not by welding but by bolt bonding, so that assembly is easy. In addition, assembling Y-section steel material 1
Since the bent members 11 and 12 are formed by bending using a steel plate, there is flexibility in selecting the plate thickness and the main dimensions of the Y-shape unlike the equilateral angle steel which is a molded product. There is no limit to the application to large steel towers, and it is possible to manufacture steel materials of any cross section corresponding to the required strength, and it is excellent in economic effects. The assembled Y-section steel material 1 is used as a main pillar 2 as shown in FIG. In FIG. 2, 3 is a diagonal material,
4 is a horizontal member, 5 is a joint plate, and 6 is a diagonal member.
【００１２】組立式Ｙ形断面鋼材１は、鋼板材より加工
されるので、板厚ｔと、接合部Ｊの長さＬａ、フランジ
部Ｆの長さＬｂを変化させることにより、断面重心
（Ｇ）位置Ｃｙ、Ｘ〜Ｘ軸、Ｙ〜Ｙ軸に対する断面２次
モーメント及び断面２次半径、断面積等が必要強度に対
して無駄なく効果的に対応できる。Since the assembling type Y-section steel material 1 is processed from a steel plate material, by changing the thickness t, the length La of the joint J and the length Lb of the flange F, the center of gravity (G) of the cross section is changed. ) The position Cy, the secondary moment of area with respect to the X to X axes and the Y to Y axes, the secondary sectional radius, the sectional area, and the like can effectively cope with the required strength without waste.
【００１３】主柱材２は、単一の組立式Ｙ形断面鋼材１
を、図３、４に示すように、継手プレート５及び継手ボ
ルトナット５１により、複数、連結して形成されてい
る。継手プレート５は、接合部Ｊ、フランジ部Ｆの両面
に当接される。組立式Ｙ形断面鋼材１の継手には、最も
単純な継手プレート５と継手ボルトナット５１を用いる
ので、鋼管鉄塔における鍛造フランジ継手の取付のよう
な溶接加工工程はない。The main pillar 2 is a single assembled Y-section steel 1
As shown in FIGS. 3 and 4, a plurality of are connected by a joint plate 5 and a joint bolt / nut 51. The joint plate 5 is in contact with both surfaces of the joint J and the flange F. Since the simplest joint plate 5 and the joint bolt and nut 51 are used for the joint of the assembly type Y-section steel material 1, there is no welding process such as mounting a forged flange joint in a steel pipe tower.
【００１４】主柱材２は、折曲部材１１、１２の２個の
部品に分割されることから、大型サイズになっても、そ
の単品運搬重量は、従来より用いられているＸ形断面鋼
材又は鋼管を主柱材とした一本部品より大幅に減少す
る。このため、製作部材長は、単品重量に制限されるこ
となく運搬可能最大長さまで採用でき、トラック及びヘ
リコプタによる運搬作業が容易となる。Since the main column 2 is divided into two parts, the bent members 11 and 12, even if the main column 2 becomes large in size, the weight of a single item carried by the conventional X-shaped steel Or, it is significantly reduced compared to a single part using steel pipe as the main pillar. For this reason, the length of the manufacturing member can be adopted up to the maximum length that can be transported without being limited to the weight of a single item, and the transportation operation by the truck and the helicopter becomes easy.
【００１５】斜材３、水平材４は、図３、５に示すよう
に、フランジ部Ｆにボルトナットで連結され、対角材６
は、図５に示すように、折曲部材１１、１２のフランジ
部Ｆに固定されたプレート６１にボルトナットで連結さ
れている。As shown in FIGS. 3 and 5, the diagonal member 3 and the horizontal member 4 are connected to the flange portion F with bolts and nuts.
As shown in FIG. 5, is connected to a plate 61 fixed to the flange portion F of the bending members 11 and 12 with bolts and nuts.
【００１６】組立式Ｙ形断面鋼材１は、Ｙ形断面である
ため、その断面性能（抗圧材に必要な最小回転半径な
ど）は鋼管断面より劣るが、等辺山形鋼断面より優れて
いる。また、鋼管断面と異なり、直角の２方向にフラン
ジ部Ｆが突出しているので、フランジ部Ｆに斜材３、水
平材４の腹材の取り付け固定が容易となり、鋼管鉄塔に
見られる腹材取付のためのガゼットプレート及び補強リ
ングなどの溶接工作が必要としない。さらに、四角鉄塔
の部材構成に有利で、アングル鉄塔の特徴を活用しつ
つ、重量軽減が計られ、腹材にはアングル、鋼管など何
れの部材も容易に取り付けられる。Since the prefabricated Y-section steel material 1 has a Y-section, its cross-sectional performance (such as the minimum turning radius required for the pressure-resistant material) is inferior to that of the steel pipe cross-section, but is superior to that of the equilateral angle steel. Further, unlike the steel pipe cross section, the flange portions F project in two perpendicular directions, so that it is easy to attach and fix the diagonal members 3 and the horizontal members 4 to the flange portions F, and to attach the abdominal members found in the steel pipe tower. No welding work such as gusset plate and reinforcing ring is required. Further, it is advantageous for the configuration of the members of the square tower, the weight is reduced while utilizing the features of the angle tower, and any member such as an angle or a steel pipe can be easily attached to the web member.
【００１７】一般に、主柱材２は、上部の幅ｂが地上部
の塔体幅Ｂ（これを根開きという。）より狭く、これに
よって主柱材２は垂直に対して傾斜角をもつ。垂直（高
さＨ）に対し水平方向の増分長さＬ（＝０．５Ｂ−０．
５ｂ）の比Ｌ／Ｈをコロビと称している。このコロビが
大きくなると、フランジ挟角９０°のアングルを主柱材
に用いると、相隣主柱材のフランジを結ぶ面は平面とな
らないので、通常、腹材の主柱材取付部又は取付金物を
コロビに応じて密着できるよう曲げ加工を施している。
組立式Ｙ形断面鋼材１は、それ自体、曲げ加工により形
成されるから、曲げ角θ１を調整することによって、両
フランジ部Ｆの挟角θ２を微小変化することが可能とな
り、相隣主柱材のフランジ部Ｆを同一平面にできる。こ
れがため、腹材の主柱材取付部又はガゼットプレートの
曲げ加工が不要となり、鉄塔製造の加工度が減少する効
果が期待できる。Generally, the width b of the upper portion of the main pillar 2 is smaller than the width B of the tower above the ground (this is referred to as a root opening), so that the main pillar 2 has an inclination angle with respect to the vertical. An increment L in the horizontal direction with respect to the vertical (height H) (= 0.5B-0.
The ratio L / H of 5b) is referred to as colobi. When the corobi becomes large, if the angle of 90 ° between the flanges is used as the main pillar, the surface connecting the flanges of the adjacent main pillars is not flat, so that the main pillar mounting portion or the mounting hardware of the belly material is usually used. Is bent so that it can be adhered to according to the corobi.
Since the assembling type Y-shaped section steel material 1 is formed by bending itself, it is possible to minutely change the included angle θ2 of both flange portions F by adjusting the bending angle θ1, and the adjacent main pillars The flange portion F of the material can be coplanar. For this reason, the bending process of the main column material attachment portion or the gusset plate of the web member becomes unnecessary, and the effect of reducing the working ratio of the steel tower manufacturing can be expected.
【００１８】送電用鉄塔の主柱材には数多くの昇降用ス
テップボルト、墜落防止用保安設備、組立、架線工事用
取付金具の設置が必要で、特に鋼管鉄塔では、上記の設
備取付金具は総て溶接加工となっているが、組立式Ｙ形
断面鋼材１を主柱材２を用いると、接合部Ｊは、座屈せ
ん断応力に応じて一定の間隔で接合ボルトナット１３で
接合されるが、この接合部Ｊは、主柱材２を結ぶ平面の
対角方向に突出しているので、図６に示すように、接合
ボルトナット１３を昇降用ステップボルト１４と兼用に
用いることが可能となる。その他の金具類の取付には、
等辺山形鋼同様に孔明け加工で済み、溶接加工は殆ど省
略出来、鉄塔製作上有利となる。[0018] The main pillars of the power transmission tower need to be equipped with a large number of stepping bolts for lifting and lowering, security equipment for fall prevention, and mounting brackets for assembling and overhead wire work. When the main column 2 is used for the prefabricated Y-section steel 1, the joints J are joined at regular intervals in accordance with the buckling shear stress with the joint bolts and nuts 13. Since this joint J protrudes in a diagonal direction of a plane connecting the main pillars 2, it is possible to use the joint bolt and nut 13 as an elevator bolt 14 as shown in FIG. 6. . For installation of other brackets,
Drilling can be performed as in the case of an equilateral angle iron, and welding can be omitted almost, which is advantageous in steel tower production.
【００１９】アングル鉄塔では、単一の主柱材のフラン
ジの幅は均一で、フランジの幅の異なる単一の主柱材を
継手プレートのボルト接合により連結すると、段差が生
じる。が、組立式Ｙ形断面鋼材１は、折曲部材１１、１
２が鋼板を用い曲げ加工によって成形されるので、成形
品である等辺山形鋼と異なり、板厚の選定、およびＹ形
の主要寸法の選定に自由度がある。そこで、組立式Ｙ形
断面鋼材１の接合部Ｊの長さＬａ及びフランジ部Ｆの長
さＬａを均一でなく、上端から下端にかけて一定の割合
で増加させる所謂テーパ状に形成することができる。こ
れによって、図７の左側に示すように、鉄塔の規模によ
る主柱材２の上部から地上部に至る応力の分布に応じ
て、主柱材２の接合部及びフランジ部の長さを、上端か
ら下端にかけて一定の割合で増加させる、所謂テーパ式
主柱材２の採用も可能となって、主柱材２の上下の接続
が段差のない形状となり、応力の伝達が円滑となり、環
境美化の向上も計られる。なお、図７の右側は、組立式
Ｙ形断面鋼材１をテーパ状に形成しない場合を示す。In an angle tower, when a single main pillar has a uniform flange width, and a single main pillar having a different flange width is connected by bolting a joint plate, a step occurs. However, the assembling type Y-shaped steel member 1 has the bent members 11 and 1
Since No. 2 is formed by bending using a steel plate, there is a degree of freedom in the selection of the plate thickness and the selection of the main dimensions of the Y-shape, unlike the equilateral angle iron which is a molded product. Therefore, the length La of the joining portion J and the length La of the flange portion F of the assembled Y-section steel material 1 can be formed in a so-called tapered shape in which the length La is not uniform but increases at a constant rate from the upper end to the lower end. Accordingly, as shown on the left side of FIG. 7, the lengths of the joints and the flanges of the main pillars 2 are increased at the upper ends in accordance with the distribution of stress from the upper part of the main pillars 2 to the ground part according to the scale of the tower. It is also possible to adopt a so-called tapered main column material 2 which increases at a constant rate from the bottom to the lower end, so that the upper and lower connections of the main column material 2 have a shape without a step, and the transmission of stress becomes smooth, and the environment is beautified. Improvement is also measured. The right side of FIG. 7 shows a case where the assembled Y-section steel material 1 is not formed in a tapered shape.
【００２０】以上は、折曲部材１１、１２のフランジ部
Ｆの端部にリップが設けられていない基本形であるが、
図８に示すように、フランジ部Ｆの端部に内側リップ１
５または外側リップ１６（点線で表示）を設けてもよ
い。リップを施しない基本形では、鋼材の材質（降伏点
強度等）とフランジ部Ｆの幅厚比ｔ／Ｌｂ（板厚とフラ
ンジ部の長さとの比）がある限度を越えると、フランジ
部Ｆの座屈強度が低下する場合がある。このような場
合、リップを設けることによって、フランジ部Ｆの板要
素は、補剛され、フランジ部Ｆの局部座屈強度を増加す
ることができる。なお、内側リップ１５、外側リップ１
６の選択は、鉄塔規模、構造、腹材の外側面取付か、内
側面取付の選択によって定められる。The above is a basic form in which no lip is provided at the end of the flange portion F of the bending members 11 and 12.
As shown in FIG. 8, the inner lip 1 is attached to the end of the flange portion F.
5 or an outer lip 16 (indicated by a dotted line) may be provided. In the basic type without the lip, if the material of the steel (yield point strength, etc.) and the width-to-thickness ratio t / Lb (the ratio of the plate thickness to the length of the flange portion) of the flange portion F exceed a certain limit, the flange portion F Buckling strength may decrease. In such a case, by providing the lip, the plate element of the flange portion F is stiffened, and the local buckling strength of the flange portion F can be increased. The inner lip 15 and the outer lip 1
The choice of 6 is determined by the choice of tower size, structure, outer surface mounting of web material or inner surface mounting.
【００２１】以上は、折曲部材１１、１２のフランジ部
Ｆには内側リップ１５または外側リップ１６しか存在し
ないが、図９に示すように、フランジ部Ｆの内側面に折
曲部材１１、１２のフランジ部Ｆの長さＬｂより短いフ
ランジ幅を有する補強部材１７をボルトナット１８（千
鳥配列されている。）により固定してもよい。補強部材
１７は、鋼板を曲げ加工して形成された山形断面鋼材で
ある。前述の基本形及びリップ付Ｙ形断面鋼材に高張鋼
を用いたとき、断面各所の板厚とフランジ部の長さによ
り定まる幅厚比によっては、短柱域（抗圧部材の座屈長
さと部材の最小回転半径の大きさの比で定まる降伏点応
力度に近い領域）の座屈強度が、曲げ捩れ座屈現象によ
って低下する場合がある。補強部材１７は、断面積を増
大して、上記現象による座屈強度の低下を防ぐために設
けられた断面で、捩れ剛性及び接合剛性を高め、大容量
大型送電鉄塔にも適用可能としたものである。In the above description, only the inner lip 15 or the outer lip 16 is present at the flange portion F of the bending members 11 and 12, but as shown in FIG. The reinforcing member 17 having a flange width shorter than the length Lb of the flange portion F may be fixed by bolts and nuts 18 (in a staggered arrangement). The reinforcement member 17 is a chevron section steel material formed by bending a steel plate. When high tension steel is used for the above-mentioned basic shape and Y-shaped steel section with lip, depending on the thickness of the section and the width-thickness ratio determined by the length of the flange portion, the short column area (buckling length of the resistance member and member (A region close to the yield point stress determined by the ratio of the minimum radius of gyration) may be reduced due to the bending torsional buckling phenomenon. The reinforcing member 17 is a cross-section provided to increase the cross-sectional area and prevent a decrease in buckling strength due to the above-mentioned phenomenon. The reinforcing member 17 increases torsional rigidity and joint rigidity, and is applicable to a large-capacity large power transmission tower. is there.
【００２２】図１０に示すように、補強部材１７とし
て、山形断面鋼材の代わりに市販の等辺山形鋼１９を用
い、ボルトナット２０により固定しても、同様の効果が
得られる。As shown in FIG. 10, a similar effect can be obtained even if a commercially available equilateral angle steel 19 is used as the reinforcing member 17 in place of the angle-shaped cross-section steel material and fixed by bolts and nuts 20.
【００２３】以上は、山形断面鋼材１７及び市販の等辺
山形鋼１９のフランジの幅が折曲部材１１、１２のフラ
ンジ部Ｆの長さＬｂより短く、力が作用するフランジ部
Ｆの交点と重心Ｇとの間隔が離れているが、図１１に示
すように、補強部材２１のフランジの幅を折曲部材１
１、１２のフランジ部Ｆの長さＬｂより長くし、補強部
材２１をボルトナット２２（千鳥配列されている。）に
より折曲部材１１、１２に固定し、力が作用する補強部
材２１に腹材を接続すると、力が作用する補強部材２１
の交点と重心Ｇとの間隔は接近し、一層、断面性能が向
上する。補強部材２１として鋼板を曲げ加工して形成さ
れた山形断面鋼材を用いる。In the above description, the width of the flange of the angled section steel material 17 and the commercially available equilateral angled steel 19 is shorter than the length Lb of the flange portion F of the bent members 11 and 12, and the intersection of the flange portion F where the force acts and the center of gravity. G, but the width of the flange of the reinforcing member 21 is reduced as shown in FIG.
The reinforcing members 21 are fixed to the bending members 11 and 12 with bolts and nuts 22 (staggered arrangement) so that the reinforcing members 21 are longer than the length Lb of the flange portions F of the first and second flanges F. Reinforcing member 21 to which force acts when materials are connected
Is closer to the center of gravity G, and the sectional performance is further improved. As the reinforcing member 21, a chevron section steel material formed by bending a steel plate is used.
【００２４】補強部材として、山形断面鋼材１７、市販
の等辺山形鋼１９、補強部材２１のいずれを選択するか
は、鉄塔の規模と、主柱材の要求される許容強度と、組
立式Ｙ形断面鋼材１の接合部Ｊの長さＬａ、フランジ部
Ｆの長さＬｂと補強部材のフランジ幅、板厚の相関によ
って定められる断面性能、重心位置とによって決定さ
れ、これら補強部材の提供は、材料費、製作費の総合に
おいて、最も有利な断面の自由な選択を可能としたもの
である。The selection of the reinforcing member from the angle steel section 17, the equilateral angle steel 19 on the market, and the reinforcing member 21 depends on the scale of the tower, the allowable strength required of the main column, the assembled Y-shape, and the like. It is determined by the length La of the joint J of the cross-sectional steel material 1, the length Lb of the flange portion F, the flange width of the reinforcing member, the cross-sectional performance determined by the correlation between the plate thickness, and the position of the center of gravity. This enables free selection of the most advantageous cross section in terms of the total cost of materials and production.
【００２５】[0025]
【実施例】５００ＫＶ級の巨大な鉄塔において、鉄塔に
要求される許容強度５７０トンとして主柱材を設計して
みると、鋼管鉄塔の場合は、外径５５５．８ｍｍ、厚さ
１４ｍｍの鋼管主柱材（材質ＳＴＫ−５５）が、組立式
Ｙ形断面鋼材を用いた場合は、接合部の長さ（Ｌａ）２
５０ｍｍ、フランジ部の長さ（Ｌｂ）５００ｍｍ、リッ
プの長さ（Ｌｃ）９５ｍｍ、厚さ（ｔ）１６ｍｍのリッ
プ付組立式Ｙ形断面鋼材（材質ＳＳ−５５）がこれに対
応できる（図８参照）。そして、製品重量は、ほぼ同一
であるが、製作金額においては、主柱材だけでは、組立
式Ｙ形断面鋼材は鋼管主柱材の７０％で済む。鉄塔全体
の中で主柱材が占める重量を４０％として、鉄塔全体の
製作金額を比較すると、組立式Ｙ形断面鋼材を用いた鉄
塔は、鋼管鉄塔の９０％で済む。EXAMPLE In the case of a huge steel tower of 500 KV class, the main column material was designed with an allowable strength of 570 tons required for the steel tower. In the case of a steel pipe steel tower, a steel pipe main pipe having an outer diameter of 555.8 mm and a thickness of 14 mm was used. When the column material (material STK-55) uses an assembling-type Y-section steel material, the length (La) 2 of the joint portion
An assembling Y-section steel material (material SS-55) with a lip having a length of 50 mm, a flange portion length (Lb) of 500 mm, a lip length (Lc) of 95 mm, and a thickness (t) of 16 mm can cope with this (FIG. 8). reference). Although the product weight is almost the same, in terms of the production cost, the assembling type Y-section steel material suffices to be 70% of the steel pipe main column material only with the main column material. Assuming that the weight of the main pillars occupies 40% of the entire pylon, the production cost of the entire pylon is 90% that of the steel pipe pylon using the assembled Y-section steel.
【００２６】１０００ＫＶ級の巨大な鉄塔において、鉄
塔に要求される許容強度１０００トンとして主柱材を設
計してみると、鋼管鉄塔の場合は、外径７６２．０ｍ
ｍ、厚さ１８ｍｍの鋼管主柱材（材質ＳＴＫ−５５）
が、組立式Ｙ形断面鋼材を用いた場合は、接合部の長さ
（Ｌａ）３２０ｍｍ、フランジ部の長さ（Ｌｂ）６４０
ｍｍ、リップの長さ（Ｌｃ）１３０ｍｍ、厚さ（ｔ）２
２ｍｍのリップ付組立式Ｙ形断面鋼材（材質ＳＳ−５
５）がこれに対応できる。そして、製品重量について
は、組立式Ｙ形断面鋼材は鋼管主柱材の９０％で済む。
製作金額においては、主柱材だけでは、組立式Ｙ形断面
鋼材は鋼管主柱材の６０％で済む。鉄塔全体の中で主柱
材が占める重量を４０％として、鉄塔全体の製作金額を
比較すると、組立式Ｙ形断面鋼材を用いた鉄塔は、鋼管
鉄塔の８５％で済む。また、上記鋼管主柱材は、単品重
量の制限（２トン）からその長さが４．６ｍとなるが、
組立式Ｙ形断面鋼材１では、基本的には折曲部材１１、
１２に分割されるから、単品重量の制限を受けることな
く、通常の最大長さ９．０ｍとして製作される。このこ
とから、組立式Ｙ形断面鋼材１では、鋼管主柱材に比べ
て、継手の数量が半減し、その組立作業も半減する。Designing the main column material for a 1000 KV class huge tower with an allowable strength of 1000 tons required for the tower, the outer diameter of the steel pipe tower is 762.0 m.
m, 18mm thick steel pipe main column material (material STK-55)
However, when an assembling Y-section steel material is used, the length of the joint portion (La) is 320 mm, and the length of the flange portion (Lb) is 640.
mm, lip length (Lc) 130 mm, thickness (t) 2
Assembled Y-section steel with 2mm lip (Material SS-5)
5) can respond to this. As for the product weight, the assembled Y-section steel material suffices to be 90% of the main column material of the steel pipe.
In terms of the production cost, the assembly type Y-section steel material suffices to be 60% of the steel pipe main column material only with the main column material. Assuming that the weight of the main pillars occupies 40% of the entire pylon, the pylon using the assembly type Y-section steel material suffices to be 85% of the steel pipe pylon when the total production value of the pylon is compared. In addition, the length of the steel pipe main column material is 4.6 m due to the limitation of the weight of a single item (2 tons).
In the assembling type Y-section steel material 1, basically, the bent member 11,
Since it is divided into 12, it is manufactured as a normal maximum length of 9.0 m without restriction on the weight of a single item. For this reason, in the assembling type Y-section steel material 1, the number of joints is halved and the assembling work is halved as compared with the steel pipe main column material.
【００２７】なお、製作工場出荷段階では、鋼管主柱材
では、プレートなどが溶接加工により鋼管主柱材に取り
付けられている場合があるが、組立式Ｙ形断面鋼材１で
は、継手プレート５が組立式Ｙ形断面鋼材１に取り付け
られていることはない。それゆえ、組立式Ｙ形断面鋼材
１の輸送及び資材集積には、等辺山形鋼と同様にコンパ
クトに積み重ねが可能である。したがって、組立式Ｙ形
断面鋼材１においては、トラックによる輸送効率が向上
するとともに、鉄塔資材置場、索道及びヘリコプタ輸送
基地並びに鉄塔組立現場足場などの所要面積が鋼管主柱
材を用いる場合より相当、節減できる。At the time of shipment from the manufacturing factory, a plate or the like may be attached to the steel pipe main column material by welding in the case of a steel pipe main column material. It is not attached to the assembly type Y-section steel material 1. Therefore, for transportation and material accumulation of the assembled Y-section steel material 1, compact stacking is possible as in the case of equilateral angle steel. Therefore, in the assembling type Y-section steel material 1, the transportation efficiency by truck is improved, and the required area of the steel tower material storage space, the cableway and the helicopter transport base, and the steel tower assembly site scaffolding is substantially equivalent to the case where the steel pipe main column material is used. We can save.
【００２８】[0028]
【発明の効果】以上説明したきたように、この発明は、
組立式Ｙ形断面鋼材で構成されたものである。それゆ
え、溶接加工は不要になり、単体部材の重量は軽減さ
れ、運搬は容易になる。したがって、この発明によれ
ば、主柱材は、組立式Ｙ形断面鋼材で構成されているた
め、断面を形成するに必要な部材の穴あけ加工、必要ボ
ルト数が増加するが、主柱材として現地形成組み立て
は、地上組立てで作業が可能であり、溶接加工の省略
は、製作費の節減に大きく寄与し、鉄塔製作費、現地運
搬、組立て作業を含む総合建設費を軽減せしめ得るとい
う効果が得られる。As described above, the present invention provides:
It is made of a prefabricated Y-section steel material. Therefore, welding is not required, the weight of the single member is reduced, and transportation becomes easy. Therefore, according to the present invention, since the main column material is made of a prefabricated Y-section steel material, the number of bolts required for forming the cross section increases, but the number of bolts increases. On-site formation assembly can be done by ground assembly, and the omission of welding can greatly contribute to the reduction of manufacturing costs, and can reduce the total construction costs including tower manufacturing costs, on-site transportation, and assembly work. can get.
【図１】この発明の実施の一形態を示す断面図である。FIG. 1 is a sectional view showing an embodiment of the present invention.
【図２】送電鉄塔の通常用いられている鉄塔主体下部全
体の骨組みスケルトン図で、（Ａ）は正面図、（Ｂ）は
（Ａ）のＹ−Ｙから見た図である。FIGS. 2A and 2B are skeleton diagrams of the entire lower part of a power transmission tower generally used for a power transmission tower, where FIG. 2A is a front view and FIG. 2B is a view as viewed from YY of FIG.
【図３】図２（Ａ）のＸ部の拡大図である。FIG. 3 is an enlarged view of a portion X in FIG.
【図４】図３のＩ−Ｉ断面図である。FIG. 4 is a sectional view taken along line II of FIG. 3;
【図５】図３のII−II断面図である。FIG. 5 is a sectional view taken along line II-II of FIG.
【図６】昇降用ステップボルトの取付状態を示す斜視図
である。FIG. 6 is a perspective view showing a mounting state of a lifting step bolt.
【図７】この発明の実施の他の形態を示す正面図であ
る。FIG. 7 is a front view showing another embodiment of the present invention.
【図８】この発明の実施の他の形態を示す断面図であ
る。FIG. 8 is a sectional view showing another embodiment of the present invention.
【図９】この発明の実施の他の形態を示す断面図であ
る。FIG. 9 is a sectional view showing another embodiment of the present invention.
【図１０】この発明の実施の他の形態を示す断面図であ
る。FIG. 10 is a cross-sectional view showing another embodiment of the present invention.
【図１１】この発明の実施の他の形態を示す断面図であ
る。FIG. 11 is a sectional view showing another embodiment of the present invention.
【図１２】鋼管鉄塔の構造詳細図である。FIG. 12 is a detailed structural view of a steel pipe tower.
１ 組立式Ｙ形断面鋼材 ２ 主柱材 ３ 斜材 ４ 水平材 ５ 継手プレート １１ 折曲部材 １２ 折曲部材 １３ 接合ボルトナット DESCRIPTION OF SYMBOLS 1 Assembly type Y-section steel material 2 Main pillar material 3 Diagonal material 4 Horizontal material 5 Joint plate 11 Bending member 12 Bending member 13 Joint bolt nut
【手続補正書】[Procedure amendment]
【提出日】平成１１年６月１８日（１９９９．６．１
８）[Submission date] June 18, 1999 (1999.6.1
8)
【手続補正１】[Procedure amendment 1]
【補正対象書類名】明細書[Document name to be amended] Statement
【補正対象項目名】特許請求の範囲[Correction target item name] Claims
【補正方法】変更[Correction method] Change
【補正内容】[Correction contents]
【特許請求の範囲】[Claims]
【手続補正２】[Procedure amendment 2]
【補正対象書類名】明細書[Document name to be amended] Statement
【補正対象項目名】０００９[Correction target item name] 0009
【補正方法】変更[Correction method] Change
【補正内容】[Correction contents]
【０００９】[0009]
【課題を解決するための手段】上記課題を解決するため
の手段を、実施の一形態に対応する図１を用いて以下、
説明する。この発明は、必要長さに切った鋼板を折り曲
げて、接合部Ｊ、フランジ部Ｆが形成された折曲部材１
１，１２一対を、一対の挟角を９０°以上としてボルト
接合し、相隣主柱材のフランジ部を同一平面にした単一
の組立式Ｙ形断面鋼材１が継手プレート及び継手ボルト
ナットにより複数、連結されているものである。Means for solving the above problems will be described below with reference to FIG. 1 corresponding to an embodiment.
explain. This invention bends steel plates cut to the required length
Member 1 having a joint J and a flange F formed
Bolts with a pair of 1,12 and a pair included angle of 90 ° or more
A single assembling Y-section steel member 1 having joints and flange portions of adjacent main column members made flush with each other is formed of a joint plate and a joint bolt.
A plurality of nuts are connected by nuts .
【手続補正３】[Procedure amendment 3]
【補正対象書類名】明細書[Document name to be amended] Statement
【補正対象項目名】００１１[Correction target item name] 0011
【補正方法】変更[Correction method] Change
【補正内容】[Correction contents]
【００１１】[0011]
【発明の実施の形態】図１は、この発明の実施の一形態
を示す断面図である。図１において、１は組立式Ｙ形断
面鋼材である。組立式Ｙ形断面鋼材１は、必要長さに切
った鋼板を折り曲げて、接合部Ｊ、フランジ部Ｆが形成
された一対の折曲部材１１、１２を接合ボルトナット１
３（千鳥配列されている。以下同様）で接合して形成さ
れたものである。折曲部材１１、１２は、基本的には、
４５°（θ1）に折り曲げられ、折曲部材１１、１２の
挟角θ２は、９０°である。これは、四隅が直角である
四角鉄塔を考慮したものである。相隣主柱材のフランジ
部Ｆを同一平面にするために、曲げ角θ１を調整するこ
とによって、両フランジ部Ｆの挟角θ２を微小変化さ
せ、９０°以上に設定することは後述する。組立式Ｙ形
断面鋼材１は、折曲部材１１、１２を組み立てて形成さ
れるので、折曲部材１１、１２で運搬して現地で組み立
てることが可能になり、運搬が容易である。また、組立
式Ｙ形断面鋼材１は、溶接加工ではなく、ボルト接合に
よって組み立てるので、組立が容易である。更に、組立
式Ｙ形断面鋼材１は、折曲部材１１、１２が鋼板を用い
曲げ加工によって成形されるので、成形品である等辺山
形鋼と異なり、板厚の選定、およびＹ形の主要寸法の選
定に自由性があるので、大型鉄塔への適用にも限界はな
く、必要強度に対応して任意の断面鋼材を製造でき、経
済効果に優れている。組立式Ｙ形断面鋼材１は、図２に
示すような主柱材２として用いられる。なお、図２にお
いて、３は斜材、４は水平材、５は継手プレート、６は
対角材である。FIG. 1 is a sectional view showing an embodiment of the present invention. In FIG. 1, reference numeral 1 denotes an assembly type Y-section steel material. The assembling-type Y-section steel material 1 is formed by bending a steel plate cut to a required length, and joining a pair of bent members 11 and 12 having a joint portion J and a flange portion F to the joint bolt nut 1.
3 (staggered arrangement; the same applies hereinafter). The bending members 11 and 12 are basically
45 ° (θ1), and the bending members 11 and 12
The included angle θ2 is 90 °. This takes into account a square tower with four square corners. Adjacent main column material flange
In order to make the part F coplanar, the bending angle θ1 must be adjusted.
The angle θ2 between both flange portions F is slightly changed.
The setting of 90 ° or more will be described later. Since the assembling type Y-section steel material 1 is formed by assembling the bending members 11 and 12, it becomes possible to assemble it on site by transporting it with the bending members 11 and 12, thereby facilitating transportation. Further, the assembling type Y-section steel material 1 is assembled not by welding but by bolt bonding, so that assembling is easy. Furthermore, since the bending members 11 and 12 are formed by bending using steel plates, the assembled Y-section steel material 1 is different from the equilateral angle steel, which is a molded product, in the selection of the plate thickness and the main dimensions of the Y shape. There is no limit to the application to large steel towers because there is flexibility in the selection of steel, and it is possible to manufacture steel materials of any cross-section in accordance with the required strength, which is excellent in economic effects. The assembled Y-section steel material 1 is used as a main pillar 2 as shown in FIG. In FIG. 2, 3 is a diagonal member, 4 is a horizontal member, 5 is a joint plate, and 6 is a diagonal member.
【手続補正４】[Procedure amendment 4]
【補正対象書類名】明細書[Document name to be amended] Statement
【補正対象項目名】００２８[Correction target item name] 0028
【補正方法】変更[Correction method] Change
【補正内容】[Correction contents]
【００２８】[0028]
【発明の効果】以上説明してきたように、この発明は、
必要長さに切った鋼板を折り曲げて、接合部、フランジ
部が形成された折曲部材一対を、一対の挟角を９０°以
上としてボルト接合し、相隣主柱材のフランジ部を同一
平面にした単一の組立式Ｙ形断面鋼材が継手プレート及
び継手ボルトナットにより複数、連結されているもので
ある。それゆえ、溶接加工は不要になり、単体部材の重
量は軽減され、運搬は容易になる。したがって、この発
明によれば、主柱材は、組立式Ｙ形断面鋼材で構成され
ているため、断面を形成するに必要な部材の穴あけ加
工、必要ボルト数が増加するが、主柱材として現地形成
組み立ては、地上組立てで作業が可能であり、溶接加工
の省略は、製作費の節減に大きく寄与し、鉄塔製作費、
現地運搬、組立て作業を含む総合建設費を軽減せしめ得
るという効果が得られる。 ─────────────────────────────────────────────────────
As described above, the present invention provides:
Fold the steel plate cut to the required length, and join
A pair of bent members having a portion formed, and the included angle of the pair is 90 ° or more.
Bolts are connected as tops, and the flanges of adjacent main pillars are the same
A single, flat, assembled Y-section steel material is
And a plurality of bolts and joint bolts and nuts . Therefore, welding is not required, the weight of the single member is reduced, and transportation becomes easy. Therefore, according to the present invention, since the main column material is made of a prefabricated Y-section steel material, the number of bolts required for forming the cross section increases, but the number of bolts increases. On-site assembling can be done by ground assembling, and the omission of welding process greatly contributes to a reduction in manufacturing costs.
This has the effect of reducing the total construction cost including on-site transportation and assembly work. ────────────────────────────────────────────────── ───
【手続補正書】[Procedure amendment]
【提出日】平成１１年８月９日（１９９９．８．９）[Submission date] August 9, 1999 (1999.8.9)
【手続補正１】[Procedure amendment 1]
【補正対象書類名】明細書[Document name to be amended] Statement
【補正対象項目名】特許請求の範囲[Correction target item name] Claims
【補正方法】変更[Correction method] Change
【補正内容】[Correction contents]
【特許請求の範囲】[Claims]
【手続補正２】[Procedure amendment 2]
【補正対象書類名】明細書[Document name to be amended] Statement
【補正対象項目名】０００９[Correction target item name] 0009
【補正方法】変更[Correction method] Change
【補正内容】[Correction contents]
【０００９】[0009]
【課題を解決するための手段】上記課題を解決するため
の手段を、実施の一形態に対応する図１、２、３、４、
５を用いて以下、説明する。この発明は、必要長さに切
った鋼板を折り曲げて、接合部Ｊ、フランジ部Ｆが形成
された折曲部材１１，１２一対の該一対の挟角を９０°
以上としてのボルト接合により形成された組立式Ｙ形断
面鋼材１を、継手プレート５及び継手ボルトナット５１
により複数、連結した主柱材２であって、垂直に対して
傾斜角を持って立設されて垂直に対して傾斜角を有する
四角鉄塔を構成するとともに、相隣主柱材２のフランジ
部Ｆが同一平面に形成されて、フランジ部Ｆに腹材３、
４が直接、ボルト接合することができるものである。 Means for solving the above-mentioned problems are shown in FIGS. 1 , 2, 3, 4, corresponding to one embodiment.
5 will be described below. According to the present invention, a steel plate cut to a required length is bent, and the angle between the pair of bending members 11 and 12 formed with a joint portion J and a flange portion F is 90 °.
KD Y Katachidan which is more formed on the bolt joint as above
The surface steel material 1 is connected to the joint plate 5 and the joint bolt nut 51.
Is a plurality of main pillars 2 connected to each other,
Stands up at an angle and has an angle to the vertical
Constructs a square tower and a flange of the adjacent main pillar 2
The part F is formed on the same plane,
4 can be directly bolted.
【手続補正３】[Procedure amendment 3]
【補正対象書類名】明細書[Document name to be amended] Statement
【補正対象項目名】００１１[Correction target item name] 0011
【補正方法】変更[Correction method] Change
【補正内容】[Correction contents]
【００１１】[0011]
【発明の実施の形態】図１は、この発明を構成する組立
式Ｙ形断面鋼材の実施の一形態を示す断面図である。図
１において、１は組立式Ｙ形断面鋼材である。組立式Ｙ
形断面鋼材１は、必要長さに切った鋼板を折り曲げて、
接合部Ｊ、フランジ部Ｆが形成された一対の折曲部材１
１、１２を接合ボルトナット１３（千鳥配列されてい
る。以下同様）で接合して形成されたものである。折曲
部材１１、１２は、基本的には、４５°（θ１）に折り
曲げられ、折曲部材１１、１２の挟角θ２は、９０°で
ある。これは、四隅が直角である四角鉄塔を考慮したも
のである。主柱材が、垂直に対して傾斜角を持って立設
されて垂直に対して傾斜角を有する四角鉄塔を構成する
場合、相隣主柱材のフランジ部Ｆを同一平面にするため
に、曲げ角θ１を調整することによって、両フランジ部
Ｆの挟角θ２を微小変化させ、９０°以上に設定するこ
とは後述する。組立式Ｙ形断面鋼材１は、折曲部材１
１、１２を組み立てて形成されるので、折曲部材１１、
１２で運搬して現地で組み立てることが可能になり、運
搬が容易である。また、組立式Ｙ形断面鋼材１は、溶接
加工ではなく、ボルト接合によって組み立てるので、組
立が容易である。更に、組立式Ｙ形断面鋼材１は、折曲
部材１１、１２が鋼板を用い曲げ加工によって成形され
るので、成形品である等辺山形鋼と異なり、板厚の選
定、およびＹ形の主要寸法の選定に自由性があるので、
大型鉄塔への適用にも限界はなく、必要強度に対応して
任意の断面鋼材を製造でき、経済効果に優れている。組
立式Ｙ形断面鋼材１は、図２に示すような主柱材２とし
て用いられる。なお、図２において、３は斜材、４は水
平材、５は継手プレート、６は対角材である。DETAILED DESCRIPTION OF THE PREFERRED EMBODIMENTS FIG. 1 shows an assembly constituting the present invention.
It is sectional drawing which shows one Embodiment of Formula-Y shape section steel material . In FIG. 1, reference numeral 1 denotes an assembly type Y-section steel material. Assembling type Y
The section steel material 1 is obtained by bending a steel plate cut to the required length,
A pair of bent members 1 each having a joint J and a flange F formed thereon
1 and 12 are joined by joining bolts and nuts 13 (staggered arrangement; the same applies hereinafter). The bending members 11 and 12 are basically bent at 45 ° (θ1), and the included angle θ2 of the bending members 11 and 12 is 90 °. This takes into account a square tower with four square corners. Main pillars are erected at an angle to the vertical
To form a square tower with an inclination angle to the vertical
In this case, it is described later that the bending angle θ1 is adjusted so that the included angle θ2 of the two flange portions F is slightly changed so that the flange portions F of the adjacent main pillar members are made to be flush with each other, and the angle is set to 90 ° or more. I do. The assembling type Y-section steel material 1 is a bent member 1
1 and 12 are formed by assembling, so that the bending member 11,
12 and can be assembled on-site, which facilitates transportation. Further, the assembling type Y-section steel material 1 is assembled not by welding but by bolt bonding, so that assembling is easy. Furthermore, since the bending members 11 and 12 are formed by bending using steel plates, the assembled Y-section steel material 1 is different from the equilateral angle steel, which is a molded product, in the selection of the plate thickness and the main dimensions of the Y shape. Because there is freedom in the selection of
There is no limit to the application to large steel towers, and it is possible to manufacture steel materials of any cross section corresponding to the required strength, and it is excellent in economic effects. The assembled Y-section steel material 1 is used as a main pillar 2 as shown in FIG. In FIG. 2, 3 is a diagonal member, 4 is a horizontal member, 5 is a joint plate, and 6 is a diagonal member.
【手続補正４】[Procedure amendment 4]
【補正対象書類名】明細書[Document name to be amended] Statement
【補正対象項目名】００１３[Correction target item name] 0013
【補正方法】変更[Correction method] Change
【補正内容】[Correction contents]
【００１３】主柱材２は、組立式Ｙ形断面鋼材１を、図
３、４に示すように、継手プレート５及び継手ボルトナ
ット５１により、複数、連結して形成されている。継手
プレート５は、接合部Ｊ、フランジ部Ｆの両面に当接さ
れる。組立式Ｙ形断面鋼材１の継手には、最も単純な継
手プレート５と継手ボルトナット５１を用いるので、鋼
管鉄塔における鍛造フランジ継手の取付のような溶接加
工工程はない。As shown in FIGS. 3 and 4, the main column member 2 is formed by connecting a plurality of assembled Y-section steel members 1 with a joint plate 5 and a joint bolt and nut 51. The joint plate 5 is in contact with both surfaces of the joint J and the flange F. Since the simplest joint plate 5 and the joint bolt and nut 51 are used for the joint of the assembly type Y-section steel material 1, there is no welding process such as mounting a forged flange joint in a steel pipe tower.
【手続補正５】[Procedure amendment 5]
【補正対象書類名】明細書[Document name to be amended] Statement
【補正対象項目名】００１７[Correction target item name] 0017
【補正方法】変更[Correction method] Change
【補正内容】[Correction contents]
【００１７】一般に、主柱材２は、上部の幅ｂが地上部
の塔体幅Ｂ（これを根開きという。）より狭く、これに
よって主柱材２は垂直に対して傾斜角をもつ。垂直（高
さＨ）に対し水平方向の増分長さＬ（＝０．５Ｂ−０．
５ｂ）の比Ｌ／Ｈをコロビと称している。このコロビが
大きくなると、フランジ挟角９０°のアングルを主柱材
に用いると、相隣主柱材のフランジを結ぶ面は平面とな
らないので、通常、腹材の主柱材取付部又は取付金物を
コロビに応じて密着できるよう曲げ加工を施している。
組立式Ｙ形断面鋼材１は、それ自体、曲げ加工により形
成されるから、曲げ角θ１を調整することによって、両
フランジ部Ｆの挟角θ２を微小変化することが可能とな
り、相隣主柱材２のフランジ部Ｆを同一平面にできる。
これがため、フランジ部Ｆに斜材３、水平材４などの腹
材３、４を直接、ボルト接合することができ、腹材３、
４の主柱材取付部又はガゼットプレ−トの曲げ加工が不
要となり、鉄塔製造の加工度が減少する効果が期待でき
る。Generally, the width b of the upper portion of the main pillar 2 is smaller than the width B of the tower above the ground (this is referred to as a root opening), so that the main pillar 2 has an inclination angle with respect to the vertical. An increment L in the horizontal direction with respect to the vertical (height H) (= 0.5B-0.
The ratio L / H of 5b) is referred to as colobi. When the corobi becomes large, if the angle of 90 ° between the flanges is used as the main pillar, the surface connecting the flanges of the adjacent main pillars is not flat, so that the main pillar mounting portion or the mounting hardware of the belly material is usually used. Is bent so that it can be adhered to according to the corobi.
Since the assembling type Y-shaped section steel material 1 is formed by bending itself, it is possible to minutely change the included angle θ2 of both flange portions F by adjusting the bending angle θ1, and the adjacent main pillars The flange portion F of the material 2 can be coplanar.
Because of this, the belly of the diagonal member 3, the horizontal member 4, etc.
The members 3 and 4 can be directly bolted together .
No need to bend the main column material mounting portion or the gusset plate of No. 4 and the effect of reducing the working ratio of steel tower production can be expected.
【手続補正６】[Procedure amendment 6]
【補正対象書類名】明細書[Document name to be amended] Statement
【補正対象項目名】００２８[Correction target item name] 0028
【補正方法】変更[Correction method] Change
【補正内容】[Correction contents]
【００２８】[0028]
【発明の効果】以上説明してきたように、この発明は、
必要長さに切った鋼板を折り曲げて、接合部、フランジ
部が形成された折曲部材一対の該一対の挟角を９０°以
上としてのボルト接合により形成された組立式Ｙ形断面
鋼材を、継手プレート及び継手ボルトナットにより複
数、連結した主柱材であって、垂直に対して傾斜角を持
って立設されて垂直に対して傾斜角を有する四角鉄塔を
構成するとともに、相隣主柱材のフランジ部が同一平面
に形成されて、該フランジ部に腹材が直接、ボルト接合
することができるものである。それゆえ、溶接加工は不
要になり、単体部材の重量は軽減され、運搬は容易にな
る。したがって、この発明によれば、主柱材は、組立式
Ｙ形断面鋼材で構成されているため、断面を形成するに
必要な部材の穴あけ加工、必要ボルト数が増加するが、
主柱材として現地形成組み立ては、地上組立てで作業が
可能であり、溶接加工の省略は、製作費の節減に大きく
寄与し、鉄塔製作費、現地運搬、組立て作業を含む総合
建設費を軽減せしめ得るという効果が得られる。As described above, the present invention provides:
By bending a steel plate cut into required lengths, joints, more formed prefabricated Y-shaped cross section a bolt joint of a flange portion bent member pair of the pair of included angle formed as a 90 ° or more
Steel material is combined with the joint plate and the joint bolt and nut.
Number of main pillars connected to each other,
Square tower with an angle of inclination to the vertical
Constructed and the flanges of adjacent main pillars are flush with each other
And the belly material is directly bolted to the flange.
Is what you can do . Therefore, welding is not required, the weight of the single member is reduced, and transportation becomes easy. Therefore, according to the present invention, since the main column member is made of a prefabricated Y-shaped cross-section steel material, the number of bolts and the number of bolts required for forming the cross-section are increased,
On-site assembling as the main pillar material can be done by ground assembling, and the omission of welding process greatly contributes to the reduction of manufacturing costs, and reduces the total construction costs including tower manufacturing costs, on-site transportation and assembly work. The effect of obtaining is obtained.
【手続補正７】[Procedure amendment 7]
【補正対象書類名】明細書[Document name to be amended] Statement
【補正対象項目名】図１[Correction target item name] Fig. 1
【補正方法】変更[Correction method] Change
【補正内容】[Correction contents]
【図１】この発明を構成する組立式Ｙ形断面鋼材の実施
の一形態を示す断面図である。FIG. 1 is a sectional view showing an embodiment of a prefabricated Y-section steel material constituting the present invention.
Claims (10)
柱材1. A main column material of a steel tower made of a prefabricated Y-section steel material
ト及び継手ボルトナットにより複数、連結されている請
求項１記載の鉄塔主柱材2. The main column material of a steel tower according to claim 1, wherein a plurality of single assembled Y-section steel members are connected by a joint plate and a joint bolt and nut.
た鋼板を折り曲げて、接合部、フランジ部が形成された
折曲部材一対をボルト接合して形成された請求項１又は
請求項２記載の鉄塔主柱材3. The prefabricated Y-section steel material is formed by bending a steel plate cut to a required length and bolt-joining a pair of bent members having a joint portion and a flange portion. Item 2. Steel tower main column material
項３記載の鉄塔主柱材4. The main column material of a steel tower according to claim 3, wherein the included angle between the pair of bending members is 90 °.
て、相隣主柱材のフランジ部を同一平面にした請求項３
記載の鉄塔主柱材5. The flanges of adjacent main pillars are coplanar with each other, wherein the included angle between the pair of bending members is 90 ° or more.
The steel tower main pillar material described
長さを均一でなく、上端から下端にかけて一定の割合で
増加させるテーパ状に形成した請求項３乃至請求項５の
いずれかに記載の鉄塔主柱材6. The tapered shape according to claim 3, wherein the length of the joint portion and the flange portion of the pair of bending members are not uniform, but are formed in a tapered shape that increases at a constant rate from the upper end to the lower end. Steel tower main pillar material
にリップを付けた請求項３乃至請求項６のいずれかに記
載の鉄塔主柱材7. The main column material of a steel tower according to claim 3, wherein a lip is provided on an inner side of an end portion of the pair of bending member flange portions.
にリップを付けた請求項３乃至請求項６のいずれかに記
載の鉄塔主柱材8. The steel tower main column material according to claim 3, wherein a lip is provided outside an end portion of the pair of bending member flange portions.
のフランジ部の長さより短いフランジ幅を有する補強部
材をボルト接合した請求項３乃至請求項８のいずれかに
記載の鉄塔主柱材9. The main column according to claim 3, wherein a reinforcing member having a flange width shorter than the length of the flange portion of the bending member is bolted to the pair of flange portions. Lumber
材のフランジ部の長さより長いフランジ幅を有する補強
部材をボルト接合した請求項３乃至請求項８のいずれか
に記載の鉄塔主柱材10. The steel tower main column according to claim 3, wherein a reinforcing member having a flange width longer than a length of the flange portion of the bent member is bolted to the pair of flange portions. Lumber
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP22952398A JP2987805B1 (en) | 1998-07-31 | 1998-07-31 | Steel tower main pillar material |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP22952398A JP2987805B1 (en) | 1998-07-31 | 1998-07-31 | Steel tower main pillar material |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JP2987805B1 JP2987805B1 (en) | 1999-12-06 |
| JP2000054687A true JP2000054687A (en) | 2000-02-22 |
Family
ID=16893513
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP22952398A Expired - Lifetime JP2987805B1 (en) | 1998-07-31 | 1998-07-31 | Steel tower main pillar material |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP2987805B1 (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2006342517A (en) * | 2005-06-07 | 2006-12-21 | Tokyo Electric Power Co Inc:The | Steel-tower reinforcing construction method |
| KR101359127B1 (en) * | 2011-12-12 | 2014-02-06 | 재단법인 포항산업과학연구원 | Iron tower and member comprising mainpost |
| CN104018720A (en) * | 2014-05-27 | 2014-09-03 | 国家电网公司 | High-voltage stringing method |
| CN105041031A (en) * | 2015-08-24 | 2015-11-11 | 中国电力科学研究院 | Power transmission tower angle steel connection joint |
Families Citing this family (3)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN108843107A (en) * | 2018-08-29 | 2018-11-20 | 国网江苏省电力有限公司 | Steel tower combines reinforcement structure |
| CN114033235B (en) * | 2021-11-12 | 2023-09-01 | 贵州电网有限责任公司 | Method for reinforcing outer back angle steel to improve net section strength and stability of old iron tower |
| CN114734159B (en) * | 2022-04-16 | 2023-11-03 | 青岛鑫光正钢结构股份有限公司 | High-strength steel structure and manufacturing and processing technology thereof |
-
1998
- 1998-07-31 JP JP22952398A patent/JP2987805B1/en not_active Expired - Lifetime
Cited By (6)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2006342517A (en) * | 2005-06-07 | 2006-12-21 | Tokyo Electric Power Co Inc:The | Steel-tower reinforcing construction method |
| JP4600164B2 (en) * | 2005-06-07 | 2010-12-15 | 東京電力株式会社 | Steel tower reinforcement method |
| KR101359127B1 (en) * | 2011-12-12 | 2014-02-06 | 재단법인 포항산업과학연구원 | Iron tower and member comprising mainpost |
| CN104018720A (en) * | 2014-05-27 | 2014-09-03 | 国家电网公司 | High-voltage stringing method |
| CN105041031A (en) * | 2015-08-24 | 2015-11-11 | 中国电力科学研究院 | Power transmission tower angle steel connection joint |
| CN105041031B (en) * | 2015-08-24 | 2018-04-03 | 中国电力科学研究院 | A kind of transmission tower angle steel connecting node |
Also Published As
| Publication number | Publication date |
|---|---|
| JP2987805B1 (en) | 1999-12-06 |
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