JPH0892983A - Construction method of permanent structure underground exterior wall and earth retaining wall head in inverted construction method - Google Patents
Construction method of permanent structure underground exterior wall and earth retaining wall head in inverted construction methodInfo
- Publication number
- JPH0892983A JPH0892983A JP6233113A JP23311394A JPH0892983A JP H0892983 A JPH0892983 A JP H0892983A JP 6233113 A JP6233113 A JP 6233113A JP 23311394 A JP23311394 A JP 23311394A JP H0892983 A JPH0892983 A JP H0892983A
- Authority
- JP
- Japan
- Prior art keywords
- retaining wall
- wall
- floor slab
- head
- earth retaining
- 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
- Underground Structures, Protecting, Testing And Restoring Foundations (AREA)
- Bulkheads Adapted To Foundation Construction (AREA)
Abstract
Description
【０００１】[0001]
【産業上の利用分野】本発明は、逆打ち工法において本
設構造物の地下外壁と兼用する山留め壁の頭部の構築法
に関するものである。BACKGROUND OF THE INVENTION 1. Field of the Invention The present invention relates to a method of constructing a head of a mountain retaining wall which is also used as an underground outer wall of a main structure in a reverse construction method.
【０００２】[0002]
【従来の技術】逆打ち工法は本設の床スラブで山留め壁
を支持しながら、上から下へ構造物を構築していく工法
であり、通常は山留め壁に沿って本設構造物の地下外壁
を他の構造部材とともに順次構築しながら工事が進めら
れるが、近年、山留め壁に本設構造物の地下外壁を兼ね
させて、新たな地下外壁の構築を省略する工法も採用さ
れつつある。しかし、この場合の山留め架構についての
検討はさぼど進んでいるとはいえない。2. Description of the Related Art The upside-down construction method is a method of constructing a structure from top to bottom while supporting a mountain retaining wall with a permanently installed floor slab. Construction work is being carried out while constructing the outer wall along with other structural members one by one, but in recent years, a construction method has also been adopted in which the mountain retaining wall also serves as the underground outer wall of the main structure, and construction of a new underground outer wall is omitted. However, it cannot be said that the examination of the mountain retaining frame in this case has made much progress.
【０００３】[0003]
【発明が解決しようとする課題】従来の逆打ち工法にお
いて最初の床スラブとして構築される１階スラブは山留
め壁の支保材機能の他に後続する地上階構築のための作
業スラブとしての機能も要求されるので通常は２０〜３
０cm程度の相当に厚い鉄筋コンクリート造りが採用され
ている。一方、本設構造物地下外壁兼用山留め壁は通常
８０〜１５０cm程度の厚さの連続地中壁であり、この山
留め壁の頭部に１階スラブ端部が臥梁を介して一体化さ
れている。このように１階スラブと山留め壁とは剛に接
合されているとはいえ、両者の曲げ剛性には大きな差が
ある。The first-floor slab constructed as the first floor slab in the conventional reverse construction method has a function as a support slab for the retaining wall and a function as a work slab for the subsequent construction of the ground floor. Usually 20 to 3 as required
Reinforced concrete construction of about 0 cm is used. On the other hand, the earth retaining wall which is also used as the underground outer wall of the main structure is usually a continuous underground wall with a thickness of about 80 to 150 cm, and the end of the first floor slab is integrated with the head of this earth retaining wall via a girder. There is. Thus, although the first floor slab and the mountain retaining wall are rigidly joined, there is a large difference in bending rigidity between the two.
【０００４】１階スラブと山留め壁とが剛接された山留
め壁を採用した根切り工事の実測では、山留め壁に図３
に示すような曲げモーメントおよび変形が発生する。即
ち、第２次根切り時には山留め壁頭部と最終床付け位置
付近に負側（山側）の曲げモーメントが生じ、その大き
さは正側（掘削側）最大曲げモーメントと同等か半分程
度である。第３次以降の根切り時には根切りの進行とと
も曲げモーメントの絶対値、変形量ともに増大する。た
だ、１階スラブ端部に発生した固定端曲げモーメントは
１階スラブの端部保有曲げモーメントを超えてしまうの
で、山留め壁頭部では１階スラブ端部保有曲げモーメン
ト以上の曲げモーメントを負担することができなくな
り、１階スラブ端部上側に引張りによるクラックが発生
することが多い。この山留め壁頭部で負担できなくなっ
た分は山留め壁中央部の正側曲げモーメントの増大とそ
れに伴う最終床付け位置付近の負側の曲げモーメントの
増大とによって負担されることとなる。当然のことなが
ら、この傾向は第４次、第５次と根切りが進行するにし
たがって著しくなり、山留め壁の変形量は大きくなり、
周辺地盤の沈下やクラックの発生を惹起することが懸念
される。According to the actual measurement of the root cutting work using the mountain retaining wall in which the first floor slab and the mountain retaining wall are rigidly contacted, the mountain retaining wall is shown in FIG.
Bending moment and deformation occur as shown in. That is, at the time of the second root cutting, a bending moment on the negative side (mountain side) is generated in the vicinity of the mountain retaining wall head and the final floor attachment position, and the magnitude thereof is equal to or about half the maximum bending moment on the positive side (excavation side). . During root cutting after the third order, the absolute value of the bending moment and the amount of deformation increase with the progress of root cutting. However, since the fixed end bending moment generated at the end of the first floor slab exceeds the end portion holding bending moment of the first floor slab, the mountain retaining wall head bears a bending moment greater than the first floor slab end holding bending moment. In many cases, a crack is generated on the upper side of the end portion of the first floor slab due to tension. The portion that cannot be borne by the head of the retaining wall will be borne by the increase of the positive bending moment in the central portion of the retaining wall and the accompanying increase of the bending moment on the negative side near the final floor mounting position. As a matter of course, this tendency becomes remarkable as the root cutting progresses in the 4th and 5th orders, and the deformation amount of the retaining wall increases.
There is concern that it may cause subsidence of the surrounding ground and the occurrence of cracks.
【０００５】[0005]
【課題を解決するための手段】本発明は、山留め壁頭部
への１階スラブの構築に際して、１階スラブ端部の曲げ
剛性が山留め壁頭部の曲げ剛性と略等しくなるように１
階スラブ端部を山留め壁頭部に剛結することによって従
来法の問題点を一挙に解決するものである。According to the present invention, in constructing a first floor slab on a mountain retaining wall head, the bending stiffness of the end of the first floor slab is substantially equal to the bending stiffness of the mountain retaining wall head.
The problems of the conventional method are solved all at once by rigidly connecting the end of the story slab to the head of the retaining wall.
【０００６】即ち、本発明は、山留め壁の造成、構真柱
の設置、第１次根切りの後に行う１階スラブの構築に際
して、臥梁を介して１階スラブ端部を山留め壁頭部に一
体化することを特徴とする逆打ち工法における本設構造
物地下外壁兼用山留め壁頭部の構築法である。That is, according to the present invention, at the time of constructing a mountain retaining wall, installing a true column, and constructing a first floor slab after the primary root cutting, the end of the first floor slab is connected to the head of the mountain retaining wall via a girder. It is a construction method of the head part of the earth retaining wall which is also used as the underground outer wall of the main structure in the upside down construction method, which is characterized by being integrated with the above.
【０００７】逆打ち工法において本設構造物地下外壁兼
用山留め壁に最初の床スラブとして剛接される１階スラ
ブは厚く構築されるとはいえ両者の曲げ剛性には大きな
差があり、根切り時に山留め壁頭部に発生する負側の曲
げモーメントは、剛接されている１階スラブ端部の保有
曲げモーメントによって支配され、山留め壁頭部の保有
曲げモーメントがいくら大きくてもその能力を発揮しな
い儘で終わっていることを実測の結果見出し、１階スラ
ブ端部の保有曲げモーメントを大きくして山留め壁頭部
の保有曲げモーメントに近づけることにより、大きな山
留め壁頭部の保有曲げモーメントを十分に発揮させるこ
とにより本発明に到達した。In the reverse construction method, the first-floor slab that is rigidly connected as the first floor slab to the earth retaining wall that also serves as the outer wall of the main structure under construction is thickly constructed, but there is a large difference in bending rigidity between the two, and the root cutting The negative bending moment that sometimes occurs in the head of the retaining wall is governed by the bending moment of the end of the first-floor slab that is rigidly connected, and exerts its ability even if the bending moment of the retaining wall head is large. We found that the end of the slab did not end, and by increasing the bending moment of the first slab end to make it close to the bending moment of the head of the retaining wall, the bending moment of the retaining head of the large retaining wall was sufficient. The present invention has been reached by exhibiting the above.
【０００８】本発明によれば、図２に示すように山留め
壁頭部、即ち、１階スラブ取付け位置に発生する負側の
曲げモーメントは根切りの進行とともに増大し、最終根
切り時にも全体曲げモーメントを分担して負担してい
る。この山留め壁頭部の負側曲げモーメントの大きさは
山留め壁中央部の正側最大曲げモーメントと同等か半分
程度であるので、山留め壁頭部で全体曲げモーメントを
分担して負担している分だけ山留め壁中央部の正側最大
曲げモーメントが減少することとなり、山留め壁中央部
の正側最大曲げモーメントの減少は最終床付け位置付近
の負側の曲げモーメントを減少させることとなる。この
結果、山留め壁に発生する全体曲げモーメント（根切り
時に土圧や水圧で発生するもの＋床スラブコンクリート
の収縮により発生するもの）は山留め壁の全長にわたっ
て緩やかにバランス良く分布し、その絶対量は小さくな
って、山留め壁の変形量も小さくなる。According to the present invention, as shown in FIG. 2, the bending moment on the negative side generated at the mountain retaining wall head, that is, at the mounting position of the first floor slab increases with the progress of root cutting, and even at the time of final root cutting, the whole bending moment increases. The bending moment is shared and shared. The magnitude of the negative bending moment of the mountain retaining wall head is equal to or about half the maximum positive bending moment of the central portion of the mountain retaining wall, so the mountain retaining wall head shares and bears the entire bending moment. Therefore, the maximum bending moment on the positive side in the central portion of the mountain retaining wall is reduced, and the decrease in the maximum bending moment on the positive side in the central portion of the retaining wall reduces the bending moment on the negative side near the final floor mounting position. As a result, the total bending moment (generated by earth pressure or water pressure at the time of root cutting + generated by contraction of the floor slab concrete) generated in the retaining wall is distributed in a gentle balance over the entire length of the retaining wall, and its absolute amount Becomes smaller and the amount of deformation of the retaining wall becomes smaller.
【０００９】本発明で構築する１階スラブ端部の保有曲
げモーメントを山留め壁頭部の保有曲げモーメントと略
同等にするには、例えば山留め壁が場所打ち鉄筋コンク
リートによる連続地中壁である場合には１階スラブ端部
の１〜１／３程度の長さの部分を連続地中壁と略同等の
厚さ、略同等の鉄筋量の鉄筋コンクリート造りとすれば
よく、山留め壁がソイルセメント工法による柱列壁であ
る場合には１階スラブ端部の１〜１／３程度の長さの部
分の鉄骨として柱列壁に挿入したＨ形鋼と略同等の性能
のＨ形鋼を使用した鉄骨コンクリート造りとすればよ
い。１階スラブの残余の中央部は１階スラブとしての要
求性能に応じて構築される。In order to make the bending moment of the end of the first floor slab constructed by the present invention substantially equal to the bending moment of the head of the retaining wall, for example, when the retaining wall is a continuous underground wall made of cast-in-place reinforced concrete. Can be made by reinforced concrete construction with a thickness of approximately 1/3 of the end of the first floor slab and approximately the same thickness as the continuous underground wall, and the amount of rebar is approximately the same. In the case of a column wall, a steel frame using an H-section steel having approximately the same performance as the H-section steel inserted into the column wall as the steel frame of the length of about 1/3 of the end of the first slab. It should be made of concrete. The remaining central portion of the first floor slab is constructed according to the required performance as the first floor slab.
【００１０】本発明で構築する１階スラブ端部の保有曲
げモーメントを山留め壁頭部の保有曲げモーメントと厳
密に一致させることは必要ではない。前述したように山
留め壁頭部では剛接された両部材の中の保有曲げモーメ
ントの小さい部材の保有曲げモーメントまでを負担する
ものであり、それ以上の曲げモーメントまでは負担しえ
ないからである。保有曲げモーメントの大きい山留め壁
頭部に、本設構造物の規模に応じて必要な程度に保有曲
げモーメントを大きくした１階スラブ端部を剛接するの
が常識的である。It is not necessary that the retained bending moment of the first slab end constructed by the present invention be exactly the same as the retained bending moment of the retaining wall head. This is because, as described above, the mountain retaining wall head can bear up to the bending moment of the member having a small bending moment among the two members rigidly contacted with each other, and can not bear the bending moment beyond that. . It is common sense to rigidly contact the head of the mountain retaining wall, which has a large retained bending moment, with the end of the first floor slab that has a large retained bending moment to the extent necessary depending on the scale of the main structure.
【００１１】[0011]
【実施例】以下図面を参照しながら本発明を説明する。DESCRIPTION OF THE PREFERRED EMBODIMENTS The present invention will be described below with reference to the drawings.
【００１２】図１は本発明の山留め壁頭部を構築する際
の接合部の例を示し、（ａ）は場所打ち鉄筋コンクリー
トによる連続地中壁と鉄筋コンクリート造りの１階スラ
ブ端部との接合部の縦断面図であり、（ｂ）はソイルセ
メント工法による柱列壁と鉄骨コンクリート造りの１階
スラブ端部との接合部の斜視図であり、（ｃ）は（ｂ）
の場合の縦断面図である。FIG. 1 shows an example of a joint portion when constructing a mountain retaining wall head of the present invention, and (a) is a joint portion between a continuous underground wall made of cast-in-place reinforced concrete and an end portion of a reinforced concrete-made first floor slab. FIG. 3B is a perspective view of the joint between the column wall made by the soil cement method and the end of the first floor slab made of steel concrete, and FIG.
It is a longitudinal cross-sectional view in the case of.
【００１３】場所打ち鉄筋コンクリートによる連続地中
壁１の頭部に鉄筋コンクリート造りの１階スラブ端部２
を接合する場合には（ａ）に示されるように連続地中壁
１の鉄筋量と同量の鉄筋を配筋し、臥梁３の配筋をした
後、コンクリートを打設して１階スラブ端部２を構築す
る。なお、７はコンクリート打継ぎ面である。First floor slab end 2 made of reinforced concrete on the head of continuous underground wall 1 made of cast-in-place reinforced concrete
In the case of joining, as shown in (a), the reinforcing bars of the same amount as the reinforcing bars of the continuous underground wall 1 are laid out, the glutes 3 are laid out, and then concrete is placed and the first floor is placed. Build the slab end 2. In addition, 7 is a concrete joint surface.
【００１４】ソイルセメント工法による柱列壁６に鉄骨
コンクリート造りの１階スラブ端部を接合する場合には
（ｂ）に示されるように柱列壁６の芯材であるＨ形鋼４
の頂部に臥梁３の配筋および１階スラブ端部鉄骨５の設
置を行った後、（ｃ）に示されるようにコンクリートを
打設して１階スラブ端部を構築する。なお、（ｂ）にお
いては柱列壁６の図示は省略してある。また、７はコン
クリート打継ぎ面である。When the end of the first floor slab made of steel concrete is joined to the column wall 6 by the soil cement method, as shown in (b), the H-shaped steel 4 which is the core material of the column wall 6 is used.
After the reinforcement of the girder 3 and the first-stage slab end steel frame 5 are installed on the top of the, the first-stage slab end is constructed by placing concrete as shown in (c). In addition, illustration of the column wall 6 is abbreviate | omitted in (b). Further, 7 is a concrete jointing surface.
【００１５】図２は本発明で構築した山留め壁頭部を有
する山留め壁の根切り時の曲げモーメントならびに変形
の分布を示すグラフであり、図３は通常の厚さの１階ス
ラブを構築した際の山留め壁の根切り時の曲げモーメン
トならびに変形の分布を示すグラフである。FIG. 2 is a graph showing the distribution of bending moment and deformation at the time of root cutting of the earth retaining wall having the earth retaining wall head constructed according to the present invention, and FIG. 3 is a first-order slab having a normal thickness. It is a graph which shows distribution of bending moment and deformation at the time of root cutting of the mountain retaining wall at the time.
【００１６】図２の場合、山留め壁頭部の負側の曲げモ
ーメントは根切りの進行ととも増大し、常に全体曲げモ
ーメントの一部を負担していることが分かる。一方、図
３の場合は第３次根切り以降は山留め壁頭部の負側の曲
げモーメントは増大せず第３次根切り以降は曲げモーメ
ントを負担し得なくなっていることが分かる。図２と図
３を比較すると、図２の方が曲げモーメント、変形の分
布ともに曲線が緩やかで、絶対量が小さくなっているこ
とが明瞭である。In the case of FIG. 2, it can be seen that the bending moment on the negative side of the mountain retaining wall head increases with the progress of root cutting, and always bears a part of the entire bending moment. On the other hand, in the case of FIG. 3, it can be seen that after the third root cutting, the bending moment on the negative side of the mountain retaining wall head does not increase, and after the third root cutting, the bending moment cannot be borne. Comparing FIG. 2 and FIG. 3, it is clear that the curve of FIG. 2 is gentler in both bending moment and deformation distribution, and the absolute amount is smaller.
【００１７】[0017]
【発明の効果】本発明による山留め壁頭部の構築によ
り、山留め壁に発生する曲げモーメント分布が全長にわ
たり小さく、かつバランスよくなるので、山留め壁の変
形量も小さくなり、次のような効果が奏せられる。The construction of the head of the retaining wall according to the present invention makes the bending moment distribution generated in the retaining wall small over the entire length and well balanced, so that the amount of deformation of the retaining wall also becomes small and the following effects are achieved. Sent.
【００１８】（１）山留め壁への局所的な補強が不必要
となり、１階スラブ端部の曲げ剛性を大きくする必要は
あるとしても、全体としての材料費、工事費は低減す
る。(1) Even if local reinforcement to the mountain retaining wall is unnecessary and it is necessary to increase the bending rigidity of the end portion of the first floor slab, the total material cost and construction cost are reduced.
【００１９】（２）周辺地盤の沈下や山留め壁および１
階スラブへのクラックの発生が大幅に低減する。(2) Subsidence of surrounding ground and mountain retaining wall and 1
The occurrence of cracks on the floor slab is greatly reduced.
【図１】本発明の山留め壁頭部を構築する際の接合部の
例を示し、（ａ）は場所打ち鉄筋コンクリートによる連
続地中壁と鉄筋コンクリート造りの１階スラブ端部との
接合部の縦断面図であり、（ｂ）はソイルセメント工法
による柱列壁と鉄骨コンクリート造りの１階スラブ端部
との接合部の斜視図であり、（ｃ）は（ｂ）の場合の縦
断面図である。FIG. 1 shows an example of a joint portion when constructing a mountain retaining wall head of the present invention, (a) is a longitudinal section of a joint portion between a continuous underground wall made of cast-in-place reinforced concrete and an end portion of a reinforced concrete 1st floor slab. It is a front view, (b) is a perspective view of the joint part of the pillar row wall by the soil cement construction method, and the end of the first floor slab made of steel-framed concrete, (c) is a vertical cross-sectional view in the case of (b) is there.
【図２】本発明で構築した山留め壁頭部を有する山留め
壁の根切り時の曲げモーメントならびに変形の分布を示
すグラフである。FIG. 2 is a graph showing the distribution of bending moment and deformation at the time of root cutting of the earth retaining wall having the earth retaining wall head constructed according to the present invention.
【図３】通常の厚さの１階スラブを構築した際の山留め
壁の根切り時の曲げモーメントならびに変形の分布を示
すグラフである。FIG. 3 is a graph showing the distribution of bending moment and deformation at the time of root cutting of the earth retaining wall when a first-order slab having a normal thickness is constructed.
１・・連続地中壁、２・・鉄筋コンクリート造りの１階
スラブ端部、３・・臥梁、４・・柱列壁芯材Ｈ形鋼、５
・・１階スラブ端部鉄骨、６・・柱列壁、７・・コンク
リート打継ぎ面。1 ... Continuous underground wall, 2 ... First floor slab end made of reinforced concrete, 3 ... Wo beam, 4 ... Column wall core H-section steel, 5
・ ・ 1st floor slab end steel frame, 6 ・ ・ Column wall, 7 ・ ・ Concrete joint surface.
Claims (3)
根切りの後に行う１階スラブの構築に際して、１階スラ
ブ端部の曲げ剛性が山留め壁頭部の曲げ剛性と略等しく
なるように臥梁を介して１階スラブ端部を山留め壁頭部
に一体化することを特徴とする逆打ち工法における本設
構造物地下外壁兼用山留め壁頭部の構築法。1. The bending rigidity of the end of the first floor slab is approximately equal to the bending rigidity of the head of the mountain retaining wall when the first retaining slab is constructed after the construction of the retaining wall, the installation of the true columns, and the first root cutting. A method for constructing the head of the earth retaining wall that also serves as the underground outer wall of the main structure in the upside-down construction method, characterized in that the end of the slab on the first floor is integrated with the head of the mountain retaining wall via a girder.
よる連続地中壁であり、１階スラブが鉄筋コンクリート
造りである請求項１記載の逆打ち工法における本設構造
物地下外壁兼用山留め壁頭部の構築法。2. The method of constructing a head part of an earth retaining wall also used as a basement outer wall of a main structure in a reverse construction method according to claim 1, wherein the mountain retaining wall is a continuous underground wall made of cast-in-place reinforced concrete, and the first floor slab is made of reinforced concrete. .
メント工法による柱列壁であり、１階スラブが鉄骨コン
クリート造りである請求項１記載の逆打ち工法における
本設構造物地下外壁兼用山留め壁頭部の構築法。3. The underground wall of the permanent structure for reverse construction according to claim 1, wherein the mountain retaining wall is a pillar row wall made by a soil cement method using H-shaped steel as a core material, and the first floor slab is made of steel-framed concrete. A method of constructing a combined mountain retaining wall head.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP6233113A JP2885090B2 (en) | 1994-09-28 | 1994-09-28 | Construction method of the head of the retaining wall which also serves as the underground external wall of the permanent structure in the reverse-casting method |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP6233113A JP2885090B2 (en) | 1994-09-28 | 1994-09-28 | Construction method of the head of the retaining wall which also serves as the underground external wall of the permanent structure in the reverse-casting method |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPH0892983A true JPH0892983A (en) | 1996-04-09 |
| JP2885090B2 JP2885090B2 (en) | 1999-04-19 |
Family
ID=16949977
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP6233113A Expired - Lifetime JP2885090B2 (en) | 1994-09-28 | 1994-09-28 | Construction method of the head of the retaining wall which also serves as the underground external wall of the permanent structure in the reverse-casting method |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JP2885090B2 (en) |
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2012097416A (en) * | 2010-10-29 | 2012-05-24 | Shimizu Corp | Construction method of underground structure |
| CN102493487A (en) * | 2011-12-13 | 2012-06-13 | 上海市第一建筑有限公司 | Method for constructing foundation slab embedded with concrete supports |
| CN102900099A (en) * | 2011-07-26 | 2013-01-30 | 上海市第二建筑有限公司 | Drop-slab construction process for underground concrete structures |
| CN104196055A (en) * | 2014-08-08 | 2014-12-10 | 山东万鑫建设有限公司 | Construction method for frameworks on lower portion of basement exterior wall |
-
1994
- 1994-09-28 JP JP6233113A patent/JP2885090B2/en not_active Expired - Lifetime
Cited By (4)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JP2012097416A (en) * | 2010-10-29 | 2012-05-24 | Shimizu Corp | Construction method of underground structure |
| CN102900099A (en) * | 2011-07-26 | 2013-01-30 | 上海市第二建筑有限公司 | Drop-slab construction process for underground concrete structures |
| CN102493487A (en) * | 2011-12-13 | 2012-06-13 | 上海市第一建筑有限公司 | Method for constructing foundation slab embedded with concrete supports |
| CN104196055A (en) * | 2014-08-08 | 2014-12-10 | 山东万鑫建设有限公司 | Construction method for frameworks on lower portion of basement exterior wall |
Also Published As
| Publication number | Publication date |
|---|---|
| JP2885090B2 (en) | 1999-04-19 |
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