JP2003171946A - Construction method for house ground - Google Patents
Construction method for house groundInfo
- Publication number
- JP2003171946A JP2003171946A JP2001371934A JP2001371934A JP2003171946A JP 2003171946 A JP2003171946 A JP 2003171946A JP 2001371934 A JP2001371934 A JP 2001371934A JP 2001371934 A JP2001371934 A JP 2001371934A JP 2003171946 A JP2003171946 A JP 2003171946A
- Authority
- JP
- Japan
- Prior art keywords
- retaining wall
- house
- construction
- base material
- ground
- 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
- Pit Excavations, Shoring, Fill Or Stabilisation Of Slopes (AREA)
- Retaining Walls (AREA)
Abstract
Description
【０００１】[0001]
【発明の属する技術分野】本発明は、住宅まわりの地盤
の構築方法に係り、特に一般地面よりも高くなる住宅地
盤の端部を抑えるための擁壁の技術に関する。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a method for constructing a ground around a house, and more particularly to a technique for a retaining wall for suppressing an end of the ground which is higher than the general ground.
【０００２】[0002]
【従来の技術】低層階住宅の建築では、住宅基礎の構築
や各種用水槽を配置するために大量の掘削土が発生す
る。従来、このような掘削土は、以後の住宅建築の作業
の邪魔となるためトラックで外部へ搬出し（産業廃棄物
として処理する）、敷地内に覆土して地盤を形成する必
要がある場合には、改めて土砂を購入した上でトラック
により敷地内に土砂を運び入れる。2. Description of the Related Art In the construction of a low-rise house, a large amount of excavated soil is generated due to the construction of a housing foundation and the placement of various water tanks. Conventionally, when such excavated soil interferes with the subsequent work of residential construction, it is carried out by a truck (treated as industrial waste), and when it is necessary to cover the site with soil to form the ground. Will purchase earth and sand again and bring it into the site by truck.
【０００３】[0003]
【発明が解決しようとする課題】ところで、このような
従来の地盤構築方法は、トラックの出入りが多くなり、
近隣住宅への騒音の迷惑ともなるし、土砂の搬出搬入の
たびに少なくないコストを要するため施主側の経済負担
が大きくなるという難点がある。By the way, in such a conventional ground construction method, the number of ingress and egress of trucks increases,
There is a problem in that noise is annoyed to neighboring houses and the burden on the owner side is large because the cost of loading and unloading the earth and sand is considerable.
【０００４】これを解決するためには、住宅敷地内に擁
壁を設けて、この擁壁内に掘削土を均等敷設する等の方
法が考えられる。しかしながら、住宅の建築と前後して
或いは同時進行的に擁壁を構築するという地盤形成方法
は、当業者の間では従来、あまり現実味がないとされ
た。その理由は次の通りである。In order to solve this, a method of providing a retaining wall in a residential area and evenly laying excavated soil in the retaining wall can be considered. However, the ground formation method of constructing a retaining wall before or after the construction of a house or simultaneously with it has been regarded as unrealistic by those skilled in the art. The reason is as follows.
【０００５】住宅用の擁壁として考えられるのは、地盤
埋設型のもの、具体的には例えば図８に示すように、逆
Ｔ字状擁壁１である。２は一般地面、３は敷地地盤（住
宅地盤）である。このような埋設型の擁壁１は、住宅の
基礎（いわゆる布基礎）と同じ構造をとるため、建築コ
スト作業日数も多大となってしまい、トラックによる掘
削土の搬入搬出を行った方が経済的であり効率的である
ことは当業者であれば容易に計算できる。これが理由の
一である。A retaining wall for a house is considered to be a ground buried type, specifically, an inverted T-shaped retaining wall 1 as shown in FIG. 8, for example. 2 is the general ground and 3 is the site ground (residential ground). Since such a buried retaining wall 1 has the same structure as the foundation of a house (so-called cloth foundation), the number of working days for construction cost is also large, and it is more economical to carry in and out excavated soil by truck. It can be easily calculated by those skilled in the art that it is effective and efficient. This is one of the reasons.
【０００６】また擁壁１に働く土圧の計算をすると、特
に寒冷地では凍結深度の影響を考慮しなければならない
ため、一般地面２より下に埋設部分があるタイプの擁壁
構造では、一般地面２の土圧も必然的に擁壁１の構造条
件となってしまう技術上の不利益がある。これが第二の
理由である。When the earth pressure acting on the retaining wall 1 is calculated, the influence of the freezing depth must be taken into consideration especially in cold regions. Therefore, in the retaining wall structure of the type having the buried portion below the general ground 2, There is also a technical disadvantage that the earth pressure of the ground 2 is necessarily a structural condition of the retaining wall 1. This is the second reason.
【０００７】このため、住宅建築の経済性や効率性を度
外視すれば、擁壁１を作って掘削土を敷地内に盛土（覆
土）することも不可能ではないが、現在に至ってもその
ような工法はとられていないのが実状である。[0007] Therefore, if the economy and efficiency of a residential building are disregarded, it is not impossible to make the retaining wall 1 and fill the excavated soil with soil (cover soil), but even now The actual situation is that no such method has been adopted.
【０００８】そこで本発明の目的は、掘削土を敷地内に
盛土するという条件（とくに土圧条件）に十分に耐えら
れる構造強度をもち、かつ構築コストと作業日数に無理
の生じない擁壁を提供することによって、住宅の地盤形
成の効率と経済性を確保する点にある。[0008] Therefore, an object of the present invention is to provide a retaining wall that has a structural strength that can sufficiently withstand the condition of embankment of excavated soil (especially earth pressure conditions) and that does not overwhelm construction costs and working days. By providing it, the point is to secure the efficiency and economic efficiency of the ground formation of houses.
【０００９】[0009]
【課題を解決するための手段】前記目的を達成するた
め、本発明に係る住宅地盤の構築方法は、住宅の敷地境
界線内に擁壁部材を積み上げて配置するとともに、住宅
建設に伴って生ずる掘削土を、前記擁壁部材の内側敷地
内に盛土する方法であって、擁壁部材は、コンクリート
によって成形した断面略Ｌ字状の擁壁基材と、コンクリ
ート成形された円柱形の荷重部材とによって構成する。
荷重部材は、建築または土木用のテストピース（コンク
リート圧縮供試体）を用いる場合がある。In order to achieve the above-mentioned object, the method for constructing a residential ground according to the present invention involves accumulating a retaining wall member within a site boundary line of a house and arranging it along with the construction of the house. A method of embedding excavated soil in the site inside the retaining wall member, wherein the retaining wall member is a retaining wall base material having a substantially L-shaped cross section formed of concrete, and a concrete-shaped cylindrical load member. It consists of and.
The load member may be a test piece for construction or civil engineering (compressed concrete specimen).
【００１０】[0010]
【発明の実施の形態】図１〜図３は、本発明に係る住宅
の地盤構築方法の実施形態を例示するものである。まず
本発明に係る住宅の地盤構築方法は、図２および図３に
示すように、敷地境界線の内側に擁壁２０を作る一方、
住宅１１を建設する箇所を掘削したときに生ずる土砂
（掘削土）１２を、擁壁２０によって囲まれた敷地内
（住宅１１を建設する部分を除く）に盛土する。1 to 3 illustrate an embodiment of a method for constructing a ground of a house according to the present invention. First, in the method for constructing a ground of a house according to the present invention, as shown in FIGS. 2 and 3, while the retaining wall 20 is formed inside the site boundary line,
The earth and sand (excavated soil) 12 generated when excavating the site where the house 11 is to be built is embanked in the site surrounded by the retaining wall 20 (excluding the part where the house 11 is built).
【００１１】擁壁２０は、一般地面２の下には埋設させ
る必要はない。一般地面２の上に積み上げて構築する構
造をとれば十分である。この擁壁２０は、例えば、図１
に示すように、断面略Ｌ字状の擁壁基材２１と、この擁
壁基材２１の底面２２に多数本配設する円柱形のテスト
ピース２５とによって構成する。２３は、擁壁基材２１
の底面２２の一端部から略垂直に立ち上げた正面壁であ
る。The retaining wall 20 does not need to be buried under the general ground 2. It suffices to have a structure of stacking and building on the general ground 2. This retaining wall 20, for example, is shown in FIG.
As shown in FIG. 3, the retaining wall base material 21 has a substantially L-shaped cross section, and a large number of cylindrical test pieces 25 are arranged on the bottom surface 22 of the retaining wall base material 21. 23 is a retaining wall base material 21
Is a front wall that rises substantially vertically from one end of the bottom surface 22 of the.
【００１２】本発明に係る擁壁２０は、一般地面２の上
に積み上げて構築すれば良いので、擁壁２０にかかる土
圧は、掘削土１２を盛土した部分の荷重（土圧）を勘案
すれば十分である。一般地面２の土圧の影響はまったく
受けないからである。そしてこの場合の土圧は、それほ
ど大きな数値にはなり得ない。何故なら、敷地内に積み
上げる地盤形成用の掘削土は、基本的には転圧をせずに
そのままの状態で土を盛っていけば良く、ローラを用い
た特別の転圧処理を要しないからである。つまり盛土の
領域端縁に作用する土圧は、せいぜい積み上げた盛土の
高さに比例する程度であって、転圧されていない盛土は
経年沈降による土圧、或いは地震時に作用する加重土圧
が働く程度のものにすぎないからである。Since the retaining wall 20 according to the present invention may be constructed by stacking it on the general ground 2, the earth pressure applied to the retaining wall 20 takes into consideration the load (earth pressure) of the portion where the excavated soil 12 is filled. It is enough. This is because the earth pressure of the general ground 2 is not affected at all. And the earth pressure in this case cannot be so large. This is because the excavated soil for ground formation piled up on the premises can be basically piled up as it is without rolling, and no special rolling treatment using rollers is required. Is. In other words, the earth pressure acting on the edge of the area of the embankment is at most proportional to the height of the embankment piled up, and the uncompressed embankment has the earth pressure due to aging subsidence or the weighted earth pressure acting during an earthquake. This is because it's only working.
【００１３】一方、このような土圧に抗するには、擁壁
２０の全体構造には十分な重量性が要求される。本実施
形態に係る擁壁２０は、擁壁基材２１とテストピース２
５によって重量を確保する構造である。テストピース２
５の大きさと重量は規格によって定まっている。例えば
建築用の場合は、直径１０ｃｍ、高さ２０ｃｍ、重量
３．６Ｋｇである。従って、テストピース２５を荷重部
材とする限り、擁壁基材２１の底面２２の大きさ（突出
寸法Ｗ）と、正面壁２３の高さ（Ｈ）は一義的に決める
ことが出来る。On the other hand, in order to withstand such earth pressure, the entire structure of the retaining wall 20 is required to have sufficient weight. The retaining wall 20 according to the present embodiment includes a retaining wall base material 21 and a test piece 2.
5 is a structure for ensuring weight. Test piece 2
The size and weight of 5 are determined by the standard. For example, for construction, the diameter is 10 cm, the height is 20 cm, and the weight is 3.6 kg. Therefore, as long as the test piece 25 is used as a load member, the size (protrusion dimension W) of the bottom surface 22 of the retaining wall base material 21 and the height (H) of the front wall 23 can be uniquely determined.
【００１４】正面壁２３の高さ（Ｈ）は２０ｃｍで良
い。ひとつの擁壁基材２１には、上下方向に一段（一
個）のテストピース２５しか配設しないからである。一
方、擁壁基材２１の底面２２の大きさ（突出寸法Ｗ）
は、テストピース２５の半径をｒ（２０ｃｍ）とした場
合に、図４に示すように、前後方向に二列配置する場合
は、その突出寸法をＷ２として、
Ｗ２＝２ｒ×ｓｉｎ６０＋２ｒ
で求めることが出来る。また前後方向に三列配置する場
合は、その突出寸法をＷ３として、
Ｗ３＝４ｒ×ｓｉｎ６０＋２ｒ
で求めることが出来る。つまり前後方向にｎ列配置する
場合、突出寸法をＷｎとすれば、
Ｗｎ＝２（ｎ−１）ｒ×ｓｉｎ６０＋２ｒ
＝２ｎｒ×ｓｉｎ６０
の設計寸法になる。勿論、テストピース２５の配置作業
の容易のために若干の余裕寸法を見込むことは自由であ
る。The height (H) of the front wall 23 may be 20 cm. This is because only one (one) test piece 25 is arranged in the vertical direction on one retaining wall base material 21. On the other hand, the size of the bottom surface 22 of the retaining wall base material 21 (projection dimension W)
When the radius of the test piece 25 is r (20 cm), and when the test piece 25 is arranged in two rows in the front-rear direction as shown in FIG. 4, the projecting dimension is W2, and it can be obtained by W2 = 2r × sin60 + 2r. I can. When three rows are arranged in the front-rear direction, the projecting dimension is set to W3, and W3 = 4r × sin60 + 2r can be obtained. That is, when n columns are arranged in the front-rear direction, the design dimension is Wn = 2 (n-1) r * sin60 + 2r = 2nr * sin60, where Wn is the protrusion dimension. Of course, it is free to allow for some marginal dimension in order to facilitate the work of arranging the test piece 25.
【００１５】図５〜図７に例示するように、擁壁基材２
１の積み上げ方は盛土端部の形状に応じて自由に設計で
きる。図５に示すように上下方向垂直に積み上げても良
いし、図６に示すように段状に積み上げても良い。また
図７に示すように、反転させて底面２２が上面となるよ
うに配置しても良い。As illustrated in FIGS. 5 to 7, the retaining wall substrate 2
The method of stacking 1 can be freely designed according to the shape of the edge of the embankment. It may be vertically stacked as shown in FIG. 5, or may be stacked stepwise as shown in FIG. Further, as shown in FIG. 7, they may be reversed so that the bottom surface 22 is the top surface.
【００１６】従って、かかる地盤構築方法によれば、住
宅建築に際して生ずる掘削土を外部に搬出したり再度搬
入する手間を省き、掘削土をそのまま住宅敷地内の地盤
形成に活用することが可能となる。この結果、トラック
の搬入搬出に伴う騒音を確実に低減し、建築コストも低
減可能となる。Therefore, according to such a ground construction method, it is possible to save the trouble of carrying out the excavated soil generated at the time of building a house or carrying it in again, and use the excavated soil as it is for forming the ground in the residential site. . As a result, the noise associated with loading and unloading the truck can be reliably reduced, and the construction cost can be reduced.
【００１７】擁壁２０の構築も非常に簡単である。人力
で作業できる程度の重量になるよう擁壁基材２１の寸法
を設定すれば、敷地境界線の内側に人力で擁壁基材２１
を一段だけ配列し、そこにテストピース２５を配置する
だけで、テストピース２５の重量に応じた必要重量の擁
壁２０の最下段を作ることが出来る。二段目も同じであ
る。最下段の擁壁２０の上に、二段目の擁壁基材２１を
垂直または段状に配列し、テストピース２５を配列す
る。こうして三段目以降も同様の手順で人力で形成して
ゆくことが出来る。Construction of the retaining wall 20 is also very simple. If the dimensions of the retaining wall base material 21 are set so that the weight of the retaining wall base material 21 is such that it can be manually operated, the retaining wall base material 21 is manually operated inside the boundary line of the site.
By arranging only one stage and arranging the test piece 25 therein, the lowermost stage of the retaining wall 20 having a necessary weight corresponding to the weight of the test piece 25 can be formed. The second stage is the same. On the bottommost retaining wall 20, the second retaining wall base material 21 is arranged vertically or stepwise, and the test pieces 25 are arranged. In this way, the third and subsequent steps can be manually formed by the same procedure.
【００１８】前後複数列（例えば三列）にテストピース
２５を配置するような場合、テストピース２５を予め必
要個数（例えば三個）ずつ金属線などで堅縛しておけ
ば、作業効率を確実に高めることが出来る。When the test pieces 25 are arranged in a plurality of rows (for example, three rows) in the front and rear, the work efficiency can be surely secured if the required number (for example, three pieces) of the test pieces 25 are secured in advance by metal wires. Can be increased to
【００１９】すでに述べたように、テストピース２５の
重量は一本３．６Ｋｇである。ひとつの擁壁基材２１
に、前後三列にテストピース２５を配置する構造とし、
擁壁基材２１の長手方向寸法を１００ｃｍとした場合、
ひとつの擁壁基材２１の上に載るテストピース２５の数
は平均３０本である。重量で云えば、テストピース２５
の重量だけで１０８Ｋｇであり、これに擁壁基材２１の
重量（例えば１０〜２０Ｋｇ）が加算される。擁壁基材
２１の重量を１５Ｋｇと仮定し、上下方向に４段の擁壁
基材２１を積み上げるとすれば（高さ約５０ｃｍ）、横
幅１ｍあたりの擁壁重量は平均４９２Ｋｇである。盛土
した掘削土の土圧に抗するには、この程度の擁壁重量が
あれば十分である。As described above, the weight of each test piece 25 is 3.6 kg. One retaining wall base material 21
In addition, the test pieces 25 are arranged in three rows in the front and rear,
When the longitudinal dimension of the retaining wall substrate 21 is 100 cm,
The number of test pieces 25 mounted on one retaining wall base material 21 is 30 on average. In terms of weight, test piece 25
Is 108 kg, and the weight of the retaining wall base material 21 (for example, 10 to 20 kg) is added to this. Assuming that the weight of the retaining wall base material 21 is 15 kg and four retaining wall base materials 21 are stacked in the vertical direction (height: about 50 cm), the retaining wall weight per 1 m in width is 492 kg on average. In order to withstand the earth pressure of the excavated soil that has been embanked, this kind of retaining wall weight is sufficient.
【００２０】尚、敷地坪数を仮に６５坪と仮定した場合
であって、前記条件でテストピース２５を配列するとす
れば（前後三列、上下４段）、全体で使用するテストピ
ース２５の数は約２５００本、重量換算で８７００Ｋｇ
であり、これは敷地内盛土として使用する掘削土の数倍
の重量に相当する。If it is assumed that the number of yardages on the site is 65 tsubo and the test pieces 25 are arranged under the above conditions (three rows in front and rear, four rows up and down), the number of test pieces 25 used as a whole is Approximately 2500 pieces, 8700 kg in weight conversion
This is equivalent to several times the weight of excavated soil used as embankment on the site.
【００２１】擁壁基材２１を段状に積み上げた場合は、
突出上面を花壇などに利用できる。従って、例えば垂直
に積み上げた擁壁２０を後日段状に積み替える必要が生
じた場合でも、擁壁２０のデザイン変更を簡単に行うこ
とが出来る。当該部分に配列してあるテストピース２５
を取り除いて最上段の擁壁基材２１を動かし、次段のテ
ストピース２５を除去してその段の擁壁基材２１を動か
すという順序で擁壁基材２１を段状に組み替え、爾後、
テストピース２５を並べ戻してゆけば良いからである。
擁壁２０は全体としては重いが、構成部材ごとにみれば
人力で作業できる重量であるから、一人でもスムースに
擁壁２０のデザイン変更を行うことが出来る。地震等に
よって擁壁２０にずれが生じた場合の修復も同じであ
る。When the retaining wall base materials 21 are stacked stepwise,
The protruding top surface can be used for flower beds. Therefore, even if, for example, the vertically stacked retaining walls 20 need to be rearranged at a later stage, the design of the retaining walls 20 can be easily changed. Test piece 25 arranged in the part
Is removed to move the uppermost retaining wall base material 21, the test piece 25 of the next stage is removed, and the retaining wall base material 21 of that stage is moved.
This is because the test pieces 25 may be rearranged.
Although the retaining wall 20 is heavy as a whole, since the weight of each retaining member is such that it can be manually operated, one person can smoothly change the design of the retaining wall 20. The same applies to restoration when the retaining wall 20 is displaced due to an earthquake or the like.
【００２２】尚、本発明に係る荷重部材は、必ずしもテ
ストピースに限らない。低コストで必要重量をもつ限
り、金属またはコンクリートの円柱材、角柱材を使用し
ても良い。しかしながら建築用または土木用のテストピ
ース２５は、規格が一定で重量確保のための素材として
は最も優れる。The load member according to the present invention is not limited to the test piece. A metal or concrete columnar material or a prismatic material may be used as long as it has a low cost and a required weight. However, the test piece 25 for construction or civil engineering has the same standard and is the best as a material for securing weight.
【００２３】[0023]
【発明の効果】以上説明したように、本発明によれば、
十分な構造強度をもち、構築コストと作業日数に無理の
生じない擁壁を形成することが出来、住宅の地盤形成の
効率と経済性を確保することが可能となる。As described above, according to the present invention,
It is possible to form a retaining wall that has sufficient structural strength and is free from construction cost and work days, and it is possible to secure the efficiency and economic efficiency of the ground formation of a house.
【図１】本発明に係る住宅の地盤構築方法の実施形態を
例示するものである。FIG. 1 illustrates an embodiment of a method for constructing a ground of a house according to the present invention.
【図２】本発明に係る擁壁の配置を平面から例示する図
である。FIG. 2 is a diagram exemplifying an arrangement of retaining walls according to the present invention from a plane.
【図３】本発明に係る擁壁の配置を側面から例示する図
である。FIG. 3 is a diagram illustrating an arrangement of a retaining wall according to the present invention from a side surface.
【図４】本発明に係る荷重部材の配置状態を平面から例
示する図である。FIG. 4 is a plan view illustrating an arrangement state of load members according to the present invention.
【図５】本発明に係る擁壁基材の第一の配置例を側面か
ら示す図である。FIG. 5 is a side view showing a first arrangement example of the retaining wall base material according to the present invention.
【図６】本発明に係る擁壁基材の第二の配置例を側面か
ら示す図である。FIG. 6 is a side view showing a second arrangement example of the retaining wall base material according to the present invention.
【図７】本発明に係る擁壁基材の第三の配置例を側面か
ら示す図である。FIG. 7 is a side view showing a third arrangement example of the retaining wall base material according to the present invention.
【図８】一般的な擁壁構造を例示する図である。FIG. 8 is a diagram illustrating a general retaining wall structure.
２ 一般地面 １１ 住宅 １２ 掘削土 ２０ 擁壁 ２１ 擁壁基材 ２２ 底面 ２３ 正面壁 ２５ テストピース 2 general ground 11 housing 12 excavated soil 20 retaining wall 21 Retaining wall base material 22 Bottom 23 front wall 25 test pieces
Claims (2)
て配置するとともに、 住宅建設に伴って生ずる掘削土を、前記擁壁部材の内側
敷地内に盛土する住宅地盤の構築方法であって、 前記擁壁部材は、コンクリートによって成形した断面略
Ｌ字状の擁壁基材と、コンクリート成形された円柱形の
荷重部材とによって構成することを特徴とする住宅地盤
の構築方法。1. A method for constructing a residential ground, in which retaining wall members are piled up and arranged within a boundary of a site of a house, and excavated soil generated by the construction of the house is embanked inside the site of the retaining wall member. The retaining wall member is constructed by a retaining wall base material having a substantially L-shaped cross section formed of concrete, and a concrete-shaped columnar load member.
ースであることを特徴とする請求項１記載の住宅地盤の
構築方法。2. The method for constructing a residential ground according to claim 1, wherein the load member is a test piece for construction or civil engineering.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2001371934A JP3785089B2 (en) | 2001-12-05 | 2001-12-05 | Construction method of residential ground |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP2001371934A JP3785089B2 (en) | 2001-12-05 | 2001-12-05 | Construction method of residential ground |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JP2003171946A true JP2003171946A (en) | 2003-06-20 |
| JP3785089B2 JP3785089B2 (en) | 2006-06-14 |
Family
ID=19180910
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP2001371934A Expired - Fee Related JP3785089B2 (en) | 2001-12-05 | 2001-12-05 | Construction method of residential ground |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP3785089B2 (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112681570A (en) * | 2020-12-11 | 2021-04-20 | 三一筑工科技有限公司 | Laminated column, laminated column and laminated wall connecting structure and construction method thereof |
-
2001
- 2001-12-05 JP JP2001371934A patent/JP3785089B2/en not_active Expired - Fee Related
Cited By (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN112681570A (en) * | 2020-12-11 | 2021-04-20 | 三一筑工科技有限公司 | Laminated column, laminated column and laminated wall connecting structure and construction method thereof |
| CN112681570B (en) * | 2020-12-11 | 2022-05-20 | 三一筑工科技股份有限公司 | Laminated column, laminated column and laminated wall connecting structure and construction method thereof |
Also Published As
| Publication number | Publication date |
|---|---|
| JP3785089B2 (en) | 2006-06-14 |
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