201139791 六、發明說明： 【發明所屬之技術領域】 本發明係關於使用於擋土工、圍堰工'護岸、塡地、 堤防等之鋼製壁及鋼製壁的施工方法。 【先前技術】 傳統上，鋼板樁及鋼管樁被使用於擋土工、圍堰工、 護岸、塡地、堤防等各種工程。鋼板f春及鋼管樁之使用， 係依據所要求之剛性來進行區分。一般而言，鋼板樁係使 用於要求之剛性較低時，鋼管樁則使用於要求之剛性較高 時。 此處，鋼管樁相較於鋼板樁，接頭存量較大。所以， 建築圍堰工及護岸等而要求截水性時，一般而言，係採用 將裝袋之水泥砂漿充塡於接頭空間之方法。該方法使用於 河川•港灣等之水邊環境時，裝著泥漿之袋可能發生破損 而流出之情形。此外，因爲袋與袋之間隙塡充著水，較不 適用於要求嚴格截水性之用途。 所以，如海面廢棄物處分場等之截水性護岸等，嚴格 要求防止處分場內部之漏水時的對策，係針對鋼管樁之接 頭空間實施防漏對策，而採用對該接頭空間直接充塡泥漿 等充塡劑之構造（例如，參照專利文獻1 )。充塡此種泥 漿時，係將鋼管樁打入地底後，必須以噴水等進行接頭內 部之土砂的排土 ’並進行將裝袋之泥漿或泥漿充塡至接頭 內之作業’而有現場作業需要較多程序及時間的缺點。 201139791 相對於此，雖然鋼板樁之剛性低於鋼管椿，但截水性 優，接頭之空隙較小，所以，即使未採取任何對策之狀態 ，截水性亦高於鋼管樁。此外，藉由預先於接頭塗佈膨潤 性截水材，亦可以進一步提高鋼板樁之截水性。利用該方 法，可以發揮與採用上述對策之鋼管樁同等以上之截水性 能，並省略現場作業之程序。 所以，以提高鋼板樁之剛性爲目的的技術，有人提出 利用將Η形鋼與用以構成壁體之U形（帽形）鋼板樁進行 一體化組合來補強剛性之鋼板樁用技術的方案（例如，參 照專利文獻2 )。此種構造之組合鋼板樁，通常係以振動 樁錘工法來施工，部分則係油壓壓入工法來打設。然而， 在都市部等振動•噪音規制較嚴格之條件下，振動樁錘工 法的使用受到限制。尤其是，因爲上述形狀之組合鋼板樁 的剖面積較大，打設時之抵抗較大，故想要以油壓壓入工 法來進行打設時，硬質地盤有難以施工的問題。 所以，硬質地盤之打設時，應該可以適用採用掘削地 盤之地鑽（掘削裝置）的工法。然而，因爲組合鋼板樁之 剖面形狀的範圍較廣，需要花費較大的工夫。其一例，就 是在打入類似專利文獻2之組合鋼板樁構造的組合鋼板椿 時，採用以下工法的提案（例如，參照專利文獻3 )。亦 即，採用以下之工法，以跨越打設前述組合鋼板樁時以地 鑽所掘削之範圍、及於打設該組合鋼板樁前之組合鋼板樁 之打入時以地鑽所掘削之範圍的方式，來進行前述組合鋼 板椿之打設。 -6- 201139791 [專利文獻] [專利文獻1]日本特許第3 7567 5 5號公報 [專利文獻2]日本特開2002-212943號公報 [專利文獻3]日本特許第4074241號公報 【發明內容】 如上面所述，以鋼製壁之剛性而言，鋼管樁壁高於鋼 板樁壁。另一方面，以接頭之截水性能而言，鋼板樁壁則 容易高於鋼管樁壁。 所以，如前述專利文獻2所示，藉由將形鋼組合至容 易得到高截水性能之鋼板樁壁，可以構築兼具剛性及高截 水性能之鋼製壁。 然而，鋼板椿與形鋼之組合，將導致剖面積增大。所 以，如上面所述，因爲以油壓壓入工法打設組合鋼板椿有 其界限，而必須採用振動樁錘工法。然而，利用振動樁錘 工法時，有打設時之振動及噪音的問題。 使用如專利文獻3所示之地鑽的工法時，於螺鑽螺旋 (具有螺旋翼之掘削軸）之外側，必須配置罩殼。該罩殼 必須爲配合鋼材打設長度之長度者，打設長度改變時，罩 殼長度也必須變更。此外，針對最初打設之鋼材，因爲沒 有以前被打設過之鋼材，在鋼材打設之前，需先以地鑽挖 空掘削範圍。因爲以上諸點’故施工程序較爲麻煩。 有鑑於上述事實，本發明之目的係在提供兼具不亞於 鋼管樁壁之高剛性及不亞於鋼板樁壁之高截水性的鋼製萼 201139791 此外，本發明之目的係在提供，容易抑制傳統組合鋼 板樁難以應對之振動及噪音的鋼製壁施工方法。 爲了解決前述課題’申請專利範圍第1項所記載之鋼 製壁，係設有以接頭連結複數鋼板樁而成之壁體，且，於 前述壁體之全部或部分前述鋼板樁，鋼管以其長度方向沿 著前述鋼板樁之長度方向進行接觸。 申請專利範圍第1項所記載之發明時，鋼製壁係.由以 接頭連結複數鋼板樁而成之壁體（鋼板樁壁）、及沿著長 度方向接觸該壁體之鋼板樁之長度方向的鋼管所構成。所 以，利用連結鋼板樁之接頭而成之鋼板樁壁，可以得到具 有比鋼管樁壁更高之截水性能的鋼製壁。此外，藉由具有 高剛性之鋼管接觸壁體，可以得到與鋼管樁壁同等以上之 高剛性（剖面性能）的鋼製壁。 此外，鋼製壁之施工時，例如，亦可利用接合鋼板樁 與鋼管而爲一體之組合鋼板樁來進行地盤打設。此外，亦 可分別將鋼板樁及鋼管打設至地盤。 將鋼管或組合鋼板樁打設至地盤時，將掘削裝置之掘 削軸插入鋼管內，可以一邊掘削鋼管之下側一邊壓入鋼管 。所以，硬質地盤亦可實施噪音較少之施工。 以掘削裝置掘削地盤時，藉由掘削寬於鋼管之外徑之 範圍，可使打設地盤之鋼板樁之至少部分處於已被掘削之 狀態。藉此，打設鋼板椿時，亦可減少地盤之抵抗。 利用掘削裝置用鋼管打設組合鋼板樁時，打設鋼管或 -8 - 201139791 組合鋼板樁皆須利用掘削裝置來進行掘削。所以，施工開 始時，無需進行控空掘削。此外，掘削軸係插入於鋼管內 之狀態，而無需供掘削軸插入之圓筒狀罩殼。所以，鋼製 壁之構築時，無需準備對應鋼管之插入長度的罩殼。 申請專利範圍第2項所記載之鋼製壁，係如申請專利 範圍第1項所記載之發明，其中，利用前述鋼板樁與前述 鋼管之接觸部分，規制前述鋼板樁與前述鋼管之長度方向 的位置偏離。 申請專利範圍第2項所記載之發明，藉由以鋼板樁與 鋼管接觸之部分，且例如以全長熔接等固定鋼板與樁鋼管 等，來規制鋼板樁與鋼管之長度方向的.位置偏離。所以， 具有鋼板樁與鋼管爲一體之一體樑構造的機能。藉此，當 然也會受到鋼管配置（間隔）之影響，然而，可以得到鋼 管樁以上之高剛性。亦即，藉由以鋼板樁與鋼管接觸之面 來規制鋼板椿與鋼管之位置偏離，可以得到高於鋼管剛性 及鋼板樁剛性之合計剛性的剛性。 申請專利範圍第3項所記載之鋼製壁，係如申請專利 範圍第1項所記載之發明，其中，以前述鋼板樁與前述鋼 管接觸之部分來容許前述鋼板椿與前述鋼管之長度方向的 位置偏離。 申請專利範圍第3項所記載之發明，以前述鋼板樁與 前述鋼管接觸之部分來容許鋼板樁與鋼管之位置偏離。所 以，係鋼板樁與鋼管之撓曲行爲相同的加鍵複式樑構造， 故可得到與鋼板樁剛性及鋼管剛性之合計剛性大致相等的 5 -9- 201139791 剛性。藉此，當然也會受到鋼管位置（間隔）的影響，然 而，鋼製壁可以得到與鋼管樁大致相等之剛性。 因爲鋼管與鋼板樁之間容許位置偏離，無需進行鋼管 與鋼板樁之接合，故可省略接合作業相關加工程序，而降 低成本。此外，因爲可以於鋼板樁與鋼管分離之狀態進行 搬運，相較於鋼板樁與鋼管接合之狀態，搬運效率較高。 申請專利範圍第4項所記載之鋼製壁，係如申請專利 範圍第3項所記載之發明，其中，前述鋼板樁與前述鋼管 係以壁體之上端部進行接合。 申請專利範圍第5項所記載之鋼製壁，係如申請專利 範圍第4項所記載之發明，其中，前述接合係利用墩帽、 熔接、螺栓、或自攻螺絲來實施。 申請專利範圍第4及5項所記載之發明時，藉由鋼板樁 與鋼管之接合，可以發揮更確實之加鍵複式樑構造機能。 此外，壁體上端部之接合，於打設後很容易即可實施。 申請專利範圍第6項所記載之鋼製壁，係如申請專利 範圍第1至5項之任1項所記載之發明，其中，前述鋼管係 配置於前述壁體之一方側面或雙方側面。 申請專利範圍第6項所記載之發明時，通常之使用環 境下的鋼製壁，承受到來自一方之面的龐大壓力（土壓） 。所以，於爲壁體之承受龐大壓力之側的相反側之一側面 側配置鋼管’係合理的做法。尤其是，加鍵複式樑構造時 ’ 土壓作用於由鋼板樁所構成之壁體，且，土壓介由壁體 作用於鋼管。所以，可以合理地承受土壓。 -10- 201139791 另一方面，例如，一體樑構il 壁體之兩側面配置鋼管，可以提ΐ 於壁體之兩側面分別配置鋼管時， 面的鋼管，係規制鋼板樁之長度戈 構造。此外，配置於承受龐大壓丈 管，係容許鋼板樁之長度方向之位 造。如此，亦可以於壁體之各側面 管配置於壁體之雙方側面時，可以 同尺寸之鋼管。 申請專利範圍第7項所記載之 範圍第1至5項之任1項所記載之發 峰谷反複之大致波浪狀，前述鋼管 而接觸前述鋼板樁。 申請專利範圍第7項所記載之 壁體之谷部，故沿著垂直相交於壁 製壁的寬度較窄。所以，可以節省 率。此外，例如，以一體樑構造來 用掘削時，掘削範圍較爲狹窄。 申請專利範圍第8項所記載之 範圍第7項所記載之發明，前述鋼 在連續並列形成於前述壁體之一側 申請專利範圍第8項所記載之 壁體之複數谷部時，亦即，基本上 部谷部時，鋼管彼此之距離爲一定201139791 VI. Description of the Invention: [Technical Field of the Invention] The present invention relates to a construction method of a steel wall and a steel wall used for retaining workers, cofferers, revetments, depressions, dikes, and the like. [Prior Art] Traditionally, steel sheet piles and steel pipe piles have been used in various works such as geotechnical workers, cofferdams, revetments, depressions, and dikes. The use of steel plate springs and steel pipe piles is based on the required rigidity. In general, steel sheet piles are used when the required rigidity is low, and steel pipe piles are used when the required rigidity is high. Here, the steel pipe pile has a larger joint stock than the steel sheet pile. Therefore, when water cut-off is required for construction and revetment, in general, the method of filling the jointed cement mortar with the joint space is adopted. When the method is used in a waterside environment such as a river or a harbor, the bag containing the mud may be damaged and flow out. In addition, because the gap between the bag and the bag is filled with water, it is less suitable for applications requiring strict water cut. Therefore, in the case of the water-repellent revetment such as the sea surface waste disposal site, it is strictly required to prevent the leakage of water inside the disposal site, and the leakage prevention measures are applied to the joint space of the steel pipe pile, and the joint space is directly filled with mud, etc. The structure of the sputum agent (for example, refer to Patent Document 1). When filling this type of mud, after the steel pipe pile is driven into the ground, it is necessary to carry out the soil dumping of the soil inside the joint by spraying water, etc., and carry out the operation of filling the bagged mud or mud into the joint. Need more procedures and time shortcomings. 201139791 In contrast, although the rigidity of the steel sheet pile is lower than that of the steel pipe, the water interception is excellent and the gap of the joint is small. Therefore, even if no countermeasure is taken, the water cutoff is higher than that of the steel pipe pile. Further, by applying the swellable water cut material to the joint in advance, the water repellency of the steel sheet pile can be further improved. According to this method, it is possible to exhibit the water cutoff performance equivalent to or higher than that of the steel pipe pile using the above-mentioned countermeasures, and the procedure of the field work is omitted. Therefore, in order to improve the rigidity of the steel sheet pile, a technique for reinforcing the rigid steel sheet pile by integrating the Η-shaped steel and the U-shaped (hat-shaped) steel sheet pile for constituting the wall body has been proposed ( For example, refer to Patent Document 2). The combined steel sheet piles of this type are usually constructed by vibratory pile hammering method, and some are hydraulic pressure pressing method. However, under the conditions of strict vibration and noise regulations such as the Metropolitan Department, the use of the vibratory pile hammer method is limited. In particular, since the sectional shape of the steel sheet pile of the above-described shape is large and the resistance during the setting is large, it is difficult to apply the hard ground when it is desired to perform the hydraulic pressing method. Therefore, when the hard land is laid, it should be possible to apply the method of drilling (boring device) using the ground cutting. However, since the sectional shape of the combined steel sheet pile is wide, it takes a lot of work. In the case of a composite steel sheet having a steel sheet pile structure of the combination of Patent Document 2, the following method is adopted (for example, refer to Patent Document 3). That is, the following method is adopted to cross the range of the ground drilling by the above-mentioned combined steel sheet pile and the range of the ground drilling when the combined steel sheet pile before the combination of the steel sheet pile is driven In the manner, the combination of the aforementioned steel plate is performed. 。 。 。 。 。 。 。 。 。 。 。 。 。 。 。 。 。 。 。 。 。 。 。 。 。 。 。 。 。 。 。 。 。 。 。 。 。 。 。 。 。 。 。 。 。 。 。 。 。 。 。 。 As described above, in terms of the rigidity of the steel wall, the steel pipe pile wall is higher than the steel sheet pile wall. On the other hand, in terms of the water cutoff performance of the joint, the steel sheet pile wall is easily raised above the steel pipe pile wall. Therefore, as shown in the aforementioned Patent Document 2, it is possible to construct a steel wall having both rigidity and high water cut performance by combining the steel form into a steel sheet pile wall which is easy to obtain high water cut performance. However, the combination of steel slabs and steel will result in an increase in the cross-sectional area. Therefore, as described above, since the combined steel plate has a limit by the hydraulic pressing method, the vibratory pile hammer method must be employed. However, when using the vibratory pile hammer method, there is a problem of vibration and noise during the installation. When the method of the ground drilling as shown in Patent Document 3 is used, the casing must be disposed on the outer side of the auger screw (the boring shaft having the spiral wing). The casing must be of the length of the length of the steel, and the length of the casing must be changed when the length is changed. In addition, for the steel that was originally set up, because there is no steel that has been previously installed, it is necessary to first drill the area with the ground drill before the steel is laid. Because of the above points, the construction procedure is more troublesome. In view of the above facts, the object of the present invention is to provide a steel crucible having a high rigidity comparable to that of a steel pipe pile wall and a high water cutage comparable to that of a steel sheet pile wall. Further, the object of the present invention is to provide an easy A steel wall construction method that suppresses vibration and noise that are difficult to cope with with conventional composite steel sheet piles. In order to solve the above-mentioned problem, the steel wall according to the first aspect of the invention is a wall body in which a plurality of steel sheet piles are connected by a joint, and the steel sheet is used for all or part of the wall body. The longitudinal direction is brought into contact along the longitudinal direction of the steel sheet pile. In the invention described in the first aspect of the invention, the steel wall system is a wall body (steel pile wall) in which a plurality of steel sheet piles are joined by a joint, and a length of the steel sheet pile that contacts the wall body along the longitudinal direction. The steel pipe is composed of. Therefore, a steel wall having a higher water cut performance than a steel pipe pile wall can be obtained by using a steel sheet pile wall formed by joining steel sheet pile joints. Further, by the steel pipe having high rigidity, the steel wall can be obtained with a high rigidity (cross-sectional performance) equal to or higher than that of the steel pipe pile wall. Further, in the construction of the steel wall, for example, the combination of the steel sheet pile and the steel pipe may be used to form the ground plate. In addition, steel sheet piles and steel pipes can be laid separately to the site. When the steel pipe or the combined steel sheet pile is driven to the ground, the cutting shaft of the excavation device is inserted into the steel pipe, and the steel pipe can be pressed while digging the lower side of the steel pipe. Therefore, a hard site can also be constructed with less noise. When the site is drilled by the excavation device, at least part of the steel sheet pile on which the site is placed can be in a state of being excavated by digging a range wider than the outer diameter of the steel pipe. Thereby, when the steel plate is installed, the resistance of the ground plate can also be reduced. When a combination steel sheet pile is used for a steel pipe for a boring device, a steel pipe or a steel plate pile of -8 - 201139791 must be used for excavation. Therefore, there is no need for air-controlled boring at the beginning of construction. In addition, the boring shaft is inserted into the steel pipe without the need for a cylindrical casing into which the boring shaft is inserted. Therefore, when constructing a steel wall, it is not necessary to prepare a casing corresponding to the insertion length of the steel pipe. The steel wall according to the second aspect of the invention, wherein the steel sheet pile and the steel pipe are in contact with each other, wherein the steel sheet pile and the steel pipe are arranged in the longitudinal direction of the steel pipe. The position is deviated. In the invention described in the second aspect of the invention, the positional deviation of the longitudinal direction of the steel sheet pile and the steel pipe is regulated by fixing the steel plate and the pile steel pipe, for example, by welding the steel sheet pile to the steel pipe, for example, by welding the entire length. Therefore, it has the function of one body beam structure in which the steel sheet pile and the steel pipe are integrated. As a result, it is also affected by the arrangement (interval) of the steel pipe, however, the high rigidity above the steel pipe pile can be obtained. In other words, by controlling the positional deviation between the steel sheet and the steel tube by the surface in contact with the steel sheet pile, it is possible to obtain a rigidity higher than the rigidity of the steel tube and the rigidity of the steel sheet pile. The steel wall according to the first aspect of the invention, wherein the steel sheet pile and the steel pipe are in contact with each other, wherein the steel sheet is allowed to extend in a longitudinal direction of the steel sheet. The position is deviated. According to the invention of claim 3, the position of the steel sheet pile in contact with the steel pipe is allowed to deviate from the position of the steel sheet pile and the steel pipe. Therefore, the keyed double beam structure is the same as the flexural behavior of the steel sheet pile and the steel pipe, so that the rigidity of the steel sheet pile rigidity and the rigidity of the steel tube is substantially equal to the rigidity of 5-9-201139791. Thereby, of course, it is also affected by the position (space) of the steel pipe, however, the steel wall can obtain substantially the same rigidity as the steel pipe pile. Since the positional deviation between the steel pipe and the steel sheet pile is allowed, the joining of the steel pipe and the steel sheet pile is not required, so that the machining process related to the joining operation can be omitted, and the cost can be reduced. Further, since the steel sheet pile can be conveyed in a state of being separated from the steel pipe, the conveyance efficiency is high as compared with the state in which the steel sheet pile and the steel pipe are joined. The steel wall according to the invention of claim 4, wherein the steel sheet pile and the steel pipe are joined to each other at an upper end portion of the wall body. The steel wall according to the invention of claim 4, wherein the joining is performed by a pier cap, a welded joint, a bolt, or a self-tapping screw. When the invention described in the fourth and fifth aspects of the patent application is applied, the joining of the steel sheet pile and the steel pipe can provide a more reliable double-jointed beam structure function. In addition, the joining of the upper end portions of the wall body can be easily performed after the opening. The steel wall according to any one of claims 1 to 5, wherein the steel pipe is disposed on one side surface or both side surfaces of the wall body. When applying the invention described in the sixth paragraph, the steel wall in the environment is usually used to withstand a large pressure (earth pressure) from one side. Therefore, it is reasonable to arrange the steel pipe on one side of the side opposite to the side of the wall which is subjected to the large pressure. In particular, in the case of a keyed double beam structure, the earth pressure acts on the wall body composed of the steel sheet pile, and the earth pressure acts on the steel pipe through the wall body. Therefore, it is reasonable to withstand the earth pressure. -10- 201139791 On the other hand, for example, a steel pipe is disposed on both sides of the integral beam il wall, and it is possible to provide a steel pipe with a length of the steel plate when the steel pipe is disposed on both sides of the wall. In addition, it is placed in a large pressure tube, allowing the length of the steel sheet pile to be positioned. In this way, it is also possible to use a steel pipe of the same size when the side pipes of the wall body are disposed on both side faces of the wall body. The peaks and valleys described in any one of items 1 to 5 of the scope of the invention are in a substantially wavy shape, and the steel pipe is in contact with the steel sheet pile. Since the valley portion of the wall body described in the seventh aspect of the patent application is applied, the width intersecting the wall wall perpendicularly is narrow. Therefore, you can save the rate. In addition, for example, when excavating with an integrated beam structure, the range of excavation is relatively narrow. According to the invention of the seventh aspect of the invention, the steel is continuously formed in parallel in a plurality of valley portions of the wall body described in the eighth aspect of the patent application side, that is, When the valley is basically, the distance between the steel pipes is constant.
i而需要強度時，藉由於 ί鋼製壁之剛性。此外’ 配置於承受龐大壓力之 「向之位置偏離的一體樑 I之面之相反側之面的鋼 :置偏離的加鍵複式樑構 '配置鋼管。此外，將鋼 依據配置之側面使用不 鋼製壁，係如申請專利 明，前述壁體係形成爲 ，進入前述壁體之谷部 發明時，因爲鋼管進入 體長度方向之方向之鋼 空間而有優良之空間效 打設鋼板樁與鋼管且倂 鋼製壁，係如申請專利 管，係連續或分散地設 面之複數谷部。 發明，將鋼管連續設於 ，將鋼管設於壁體之全 且鋼管互相接近。所以 S -11 - 201139791 ’可以使鋼製壁成爲安定之構造並提高強度。 另一方面，鋼製壁所承受之壓力相對較小時、或所使 用之鋼板樁或鋼管之剛性較高（例如，鋼管徑較大）時， 以一個或二個谷部之間隔將鋼管配置於谷部，亦可以採用 此種方式，非將鋼管配置於壁體之谷部全部，而只對部分 谷部配置鋼管。亦即，其構成上，亦可以爲對谷部分散地 配置鋼管。此時，可以減少鋼管之使用量來降低成本。 申請專利範圍第9項所記載之鋼製壁，係如申請專利 範圍第1至5項之任1項所記載之發明，前述壁體係形成爲 峰谷反複之大致波浪狀，前述鋼管以前述壁體之峰部側接 觸前述鋼板樁。 申請專利範圍第9項所記載之發明，比申請專利範圍 第8項所記載之發明時更需要設置空間。然而，因爲鋼管 徑未受谷部尺寸之規制，而可使用較大鋼管徑之鋼管，故 於要求高剛性時較爲有利。 申請專利範圍第1 0項所記載之鋼製壁，係申請專利範 圍第9項所記載之發明，前述鋼管，連續或分散地配設於 連續並列形成於前述壁體一側面之複數峰部。 申請專利範圍第1 0項所記載之發明時，與申請專利範 圍第8項所記載之發明大致相同，連續地將鋼管設置於壁 體之複數峰部時，可以使鋼製壁成爲安定之構造》所以， 可以提高鋼製壁的強度。 另一方面，鋼製壁所承受之壓力較小時、或使用之鋼 板樁或鋼管之剛性較高時，將鋼管分散地配置於峰部。藉 -12- 201139791 此，可以減少鋼製壁之鋼管的使用量來降低成本。 申請專利範圍第11項所記載之鋼製壁，係如申 範圍第1至5項之任1項所記載之發明，前述鋼板椿 鋼管，其長度方向之長度不同。 申請專利範圍第1 1項所記載之發明時，例如， 壁體之長度方向之長度（上下長度），藉由使鋼管 方向之長度（上下長度）較長，相較於相同長度時 提高鋼製壁的剛性。 另一方面，壁體之長度方向的長度亦可大於鋼 度方向的長度。鋼管之上下長度，以鋼製壁剛性之 決定。此時，若壁體之上下長度與鋼管長度爲相同 擔心沸流、凍脹或圓弧破壞時，只要使壁體之上下 於鋼管即可。 申請專利範圍第1 2項所記載之鋼製壁，係如申 範圍第1至5項之任1項所記載之發明，係具備彼此 向不同之至少2個鋼製壁分割部，前述鋼製壁分割 具備前述壁體、及與該壁體接觸之前述鋼管，且， 2個前述鋼製壁分割部之端部互相交錯來形成角部 置於2個前述鋼製壁分割部當中一方之前述鋼製壁 之前述角部側之端部的前述鋼管設有接頭，將該鋼 頭與另一方之前述鋼製壁分割部之前述角部側之端 板樁的接頭進行連結。 申請專利範圍第1 3項所記載之鋼製壁，係如申 範圍第1至5項之任1項所記載之發明，具備前述壁i, when strength is required, due to the rigidity of the steel wall. In addition, the steel is disposed in a steel that is subjected to a large pressure on the opposite side of the surface of the integral beam I that is deviated from the position: a de-biased double-bonded composite beam structure. In addition, the steel is used according to the side of the configuration. The wall is, as claimed in the patent application, the wall system is formed such that when entering the valley of the wall body, the steel pipe has excellent space effect to set up the steel sheet pile and the steel pipe because the steel pipe enters the steel space in the longitudinal direction of the body. The steel wall is a patented pipe, which is a plurality of valleys that are continuously or dispersedly set. Invented, the steel pipe is continuously set, and the steel pipe is placed in the wall and the steel pipes are close to each other. Therefore, S -11 - 201139791 ' The steel wall can be made into a stable structure and the strength can be increased. On the other hand, when the pressure exerted by the steel wall is relatively small, or the rigidity of the steel sheet pile or the steel pipe used is high (for example, the diameter of the steel pipe is large) The steel pipe may be disposed in the valley at intervals of one or two valleys. In this way, the steel pipe may not be disposed in the valley portion of the wall body, and only the steel pipe may be disposed in a portion of the valley portion. In the configuration, the steel pipe may be disposed in a portion of the valley. In this case, the amount of the steel pipe can be reduced to reduce the cost. The steel wall described in claim 9 is as claimed in claim 1 In the invention according to the first aspect of the invention, the wall system is formed in a substantially wavy shape in which the peaks and valleys are repeated, and the steel pipe is in contact with the steel sheet pile at the peak side of the wall body. It is more necessary to install a space than the invention described in the eighth aspect of the patent application. However, since the diameter of the steel pipe is not regulated by the size of the valley portion, a steel pipe having a larger steel pipe diameter can be used, which is advantageous when high rigidity is required. The steel wall according to claim 9 is the invention described in claim 9, wherein the steel pipe is continuously or dispersedly disposed in a plurality of peak portions which are continuously formed in parallel on one side surface of the wall body. When the invention described in claim 10 is substantially the same as the invention described in claim 8, the steel pipe can be continuously placed in the plurality of peak portions of the wall body. The wall becomes a stable structure. Therefore, the strength of the steel wall can be increased. On the other hand, when the pressure applied to the steel wall is small, or when the rigidity of the steel sheet pile or the steel pipe used is high, the steel pipe is dispersedly arranged. Yu Feng. By -12-201139791, it is possible to reduce the amount of steel pipe used in the steel wall to reduce the cost. The steel wall described in Item 11 of the patent application is any one of items 1 to 5 of the application scope. According to the invention described in the invention, the steel sheet concrete pipe has a length in the longitudinal direction. When the invention described in the first aspect of the invention is applied, for example, the length of the wall body in the longitudinal direction (upper and lower length) is determined by the direction of the steel pipe. The length (upper and lower lengths) is longer, and the rigidity of the steel wall is increased compared to the same length. On the other hand, the length of the wall body in the longitudinal direction can also be greater than the length in the direction of the steel. The upper and lower lengths of the steel pipe are made of steel. The determination of wall rigidity. At this time, if the upper and lower lengths of the wall are the same as the length of the steel pipe. If the boiling flow, frost heave, or arc damage is caused, the wall may be placed above the steel pipe. The steel wall according to any one of the first to fifth aspects of the invention, wherein the steel wall is provided with at least two steel wall dividing portions different from each other, the steel The wall portion includes the wall body and the steel pipe that is in contact with the wall body, and the end portions of the two steel wall dividing portions are interlaced to form a corner portion which is disposed in one of the two steel wall dividing portions. The steel pipe at the end portion on the corner side of the steel wall is provided with a joint, and the steel head is coupled to the joint of the end plate pile on the corner side of the other steel wall dividing portion. The steel wall according to any one of the first to fifth aspects of the invention is provided in the first aspect of the invention.
請專利 與前述 相對於 之長度 ，可以 管之長 觀點來 程度而 長度大 請專利 延伸方 部分別 藉由使 ，於配 分割部 管之接 部之鋼 請專利 體與接 S -13- 201139791 觸於該壁體之前述鋼管，且’具備彼此延伸方向不同 少2個鋼製壁分割部，前述鋼製壁分割部分別具備前 體、及與該壁體接觸之前述鋼管，藉由使2個前述鋼 分割部之端部互相交錯來形成角部，於配置於2個前 製壁分割部各自之前述鋼製壁分割部之各前述角部側 部的前述鋼管，設有接頭，該等接頭互相連結。 申請專利範圍第1 2及1 3項所記載之發明，皆係於 壁之角部，以接頭連結2個鋼製壁分割部。藉此，各 壁分割部不會發生朝應傾向之方向的偏離。此外，於 配置鋼管。此外，該角部之鋼管與與該鋼管相鄰之鋼 其構成上，可以互相交錯之二個方向分別接近之方式 置。利用上述方式，角部亦可確保剛性。 申請專利範圍第14項所記載之鋼製壁的施工方法 設有以接頭連結複數鋼板樁而成之壁體，且，於前述 之全部或部分前述鋼板樁，鋼管以其長度方向沿著前 板樁之長度方向進行接觸，其特徵爲，於打設前，將 鋼管與接觸該鋼管之前述鋼板椿，以相互接觸部分之 進行接合、或以該接觸部分之一部分進行接合而形成 鋼板樁，將掘削裝置之掘削軸插入該組合鋼板樁之前 管內，於前述鋼管之下方，一邊利用前述掘削裝置掘 於前述鋼管之口徑範圍的地盤，一邊進行前述組合鋼 之打設。 申請專利範圍第1 4項所記載之發明時，利用鋼管 板椿之組合鋼板樁，可以由鋼板樁所構成之壁體得到 之至 述壁 製壁 述鋼 之端 鋼製 鋼製 角部 管， 來配 ，係 壁體 述鋼 則述 全長 組合 述鋼 削大 板樁 與鋼 高於 -14- 201139791 鋼管樁壁之截水性能。此外，鋼製壁可以得到與鋼管樁壁 相等之剛性。 此外，因爲一邊掘削地盤一邊將組合鋼板樁打設至地 盤，即使組合鋼板樁之剖面積較寬且爲硬質地盤，以中掘 工法（pile installation by inner excavation)可以較小之 噪音及振動較小將組合鋼板樁打設至地盤。此外，掘削裝 置之掘削軸，係插入於鋼管內之狀態，無需供掘削裝置之 掘削軸插入的圓筒狀罩殻。 申請專利範圍第1 5項所記載之鋼製壁的施工方法，係 設有以接頭連結複數鋼板樁而成之壁體，且，於前述壁體 之全部或部分前述鋼板樁，鋼管以其長度方向沿著前述鋼 板椿之長度方向進行接觸，其特徵爲，將掘削裝置之掘削 軸插入前述鋼管內，於前述鋼管之下方，一邊利用前述掘 削裝置掘削大於前述鋼管之口徑範圍的地盤，一邊進行前 述鋼管之打設，接著，進行接觸該鋼管之鋼板樁的打設。 申請專利範圍第1 5項所記載之發明時，藉由一邊打設 鋼管一邊打設鋼板樁，而爲容許鋼管與鋼板樁於接觸部分 之位置偏離的狀態。藉此，以該施工方法所製造之鋼製壁 ，爲加鍵複式樑構造之鋼製壁。所以，利用由鋼板椿所構 成之壁體得到高於鋼管樁壁之截水性能。此外，其剛性雖 然低於一體樑構造時之組合鋼板樁’然而，可以得到至少 與由大致相同口徑鋼管之鋼管樁所構成之鋼管樁壁大致相 同的剛性。 此外，以大於鋼管口徑’ 一邊掘削地盤一邊將鋼管打 -15- 201139791 設至地盤，且，打設鋼管後，進行接觸該鋼管之鋼 打設。所以，不但鋼管，於鋼管周圍之掘削部分之 部分重疊打設之鋼板樁的打設也更爲容易。此外， 專利範圍第14項所記載之發明相同，無需使用罩殻 申請專利範圍第1 6項所記載之鋼製壁的施工方 設有以接頭連結複數鋼板樁而成之壁體，且，於前 之全部或部分前述鋼板樁，鋼管以其長度方向沿著 板樁之長度方向進行接觸，其特徵爲，以掘削裝置 於鋼管口徑範圍之地盤，將鋼板椿及鋼管打設至掘 圍。 申請專利範圍第1 6項所記載之發明時，於利用 置所掘削之範圍，打設鋼板樁與接觸該鋼板樁之鋼 外’以接頭連結鋼板椿來構築鋼製壁。所以，可以 噪音及振動下，將具有鋼管樁壁以上之剛性及截水 鋼製壁打設至硬質地盤。 申請專利範圍第17項所記載之鋼製壁的施工方 設有以接頭連結複數鋼板樁而成之壁體，且，於前 之全部或部分前述鋼板樁，鋼管以其長度方向沿著 板樁之長度方向進行接觸，而且，以前述鋼板樁與 管之接觸部分，容許前述鋼板樁與前述鋼管之長度 位置偏離，其特徵爲，一邊對既設之前述壁體添加 管一邊進行打設 申請專利範圍第1 7項所記載之發明時，例如， 既設鋼板樁壁時，無需撤去而直接利用其來構築高 板樁的 至少一 與申請 〇 法，係 述壁體 前述鋼 掘削大 削之範 掘削裝 管。此 在抑制 性能的 法，係 述壁體 前述鋼 前述鋼 方向的 前述鋼 設置有 剛性之 -16- 201139791 鋼製壁，係極爲合理的做法。 申請專利範圍第1 8項所記載之鋼製壁的施工方法，係 利用接頭連結複數鋼板樁而設有峰谷反複之大致波浪狀的 壁體’於連續並列形成於前述壁體一側面之複數谷部或峰 部’連續並設著前述鋼管，且，前述鋼管，以其長度方向 沿著前述鋼板樁之長度方向接觸前述鋼板樁，以前述鋼板 樁與前述鋼管接觸部分，來容許前述鋼板樁與前述鋼管之 長度方向的位置偏離，其特徵爲，前述鋼管，利用藉由先 前壓入之前述鋼管之反作用力來壓入前述鋼管之油壓壓入 工法、或藉由先前壓入之前述鋼管之反作用力一邊旋轉一 邊壓入前述鋼管之旋轉壓入工法來進行前述鋼管之打設。 申請專利範圍第1 8項所記載之發明時，藉由以油壓壓 入工法或旋轉壓入工法進行打設，可以將施工時之振動及 噪音抑制於較小。所以，可以在抑制噪音及振動之狀態， 構築具有上述效果之鋼製壁。 本發明，可以得到與傳統鋼板樁壁相同之高截水性能 ，且可以得到鋼管樁壁同等以上之剛性。此外，本發明， 可以抑制噪音及振動之工法來施工。 【實施方式】 以下，參照圖面針對本發明之實施形態進行說明。 如第1圖及第2圖所示，該實施形態之鋼製壁3，係由 當做鋼板樁使用之帽形鋼板樁1及鋼管2之組合所構成。鋼 管2沿著長度方向接觸於帽形鋼板樁1之長度方向。此處，Please refer to the length of the patent and the length of the patent, and the length of the patent can be lengthened. Please extend the patent part of the patent, and the steel body of the joint part of the pipe is connected with the S-13-201139791. The steel pipe of the wall body is provided with two steel wall dividing portions that are different from each other in the extending direction, and the steel wall dividing portion includes a front body and the steel pipe that is in contact with the wall body, and two steel pipes are provided. The end portions of the steel dividing portion are alternately formed to form a corner portion, and the steel pipe disposed at each of the side portions of the corner portions of the steel wall dividing portion of each of the two front wall dividing portions is provided with a joint. Connect to each other. The invention described in the first and second aspects of the patent application is attached to the corner portion of the wall, and the two steel wall dividing portions are connected by a joint. Thereby, the division of the wall portions does not cause a deviation in the direction of the tendency. In addition, the steel pipe is configured. Further, the steel pipe at the corner portion and the steel adjacent to the steel pipe are configured to be adjacent to each other in two directions which are mutually staggered. In the above manner, the corners can also ensure rigidity. The method for constructing a steel wall according to the fourteenth aspect of the invention is to provide a wall body in which a plurality of steel sheet piles are connected by a joint, and the steel pipe has a longitudinal direction along the front plate in all or part of the steel sheet pile. Contacting the length direction of the pile, characterized in that before the laying, the steel pipe and the steel slab contacting the steel pipe are joined by the mutually contacting portions, or a part of the contact portion is joined to form a steel sheet pile, and The boring shaft of the boring device is inserted into the tube before the combined steel sheet pile, and the combination steel is placed under the steel pipe while the boring device is used to dig the ground surface of the steel pipe. When applying the invention described in the fifteenth aspect of the patent, a steel sheet pile made of a steel sheet slab can be obtained from a wall body made of a steel sheet pile, and a steel corner tube made of a steel wall of the wall can be obtained. To match, the wall-length steel is described in the full-length combination of the steel-cut large-slab pile and the water-carrying performance of the steel pipe pile wall higher than -14-201139791. In addition, the steel wall can be made to have the same rigidity as the steel pipe pile wall. In addition, since the combined steel sheet pile is driven to the ground while digging the ground, even if the combined steel sheet pile has a wide sectional area and is a hard ground, the pile installation by inner excavation can be less noise and vibration. The combined steel sheet pile is driven to the ground. Further, the boring shaft of the boring device is inserted into the steel pipe, and the cylindrical casing for inserting the boring shaft of the boring device is not required. The method for constructing a steel wall according to the fifteenth aspect of the invention is to provide a wall body in which a plurality of steel sheet piles are connected by a joint, and the steel sheet has a length of the steel sheet pile in all or part of the wall body. The direction is in contact with the longitudinal direction of the steel sheet, and the boring shaft of the boring device is inserted into the steel pipe, and the grounding device is used to dig the ground plate larger than the diameter range of the steel pipe by the boring device. The installation of the steel pipe described above is followed by the installation of the steel sheet pile contacting the steel pipe. When the invention described in the fifteenth aspect of the invention is applied, the steel sheet pile is placed while the steel pipe is placed, and the position of the contact portion between the steel pipe and the steel sheet pile is allowed to deviate. Thereby, the steel wall manufactured by the construction method is a steel wall of a double-bonded composite beam structure. Therefore, the water intercepting property of the steel pipe pile wall is obtained by using the wall body made of the steel slab. Further, although the rigidity is lower than that of the combined steel sheet pile in the one-piece beam structure, it is possible to obtain substantially the same rigidity as the steel pipe pile wall composed of the steel pipe piles of substantially the same diameter steel pipe. In addition, the steel pipe is placed on the site at a distance greater than the diameter of the steel pipe while the steel pipe is -15-201139791, and the steel pipe is placed in contact with the steel pipe. Therefore, it is easier to install not only the steel pipe but also the steel sheet pile which is partially overlapped in the excavation part around the steel pipe. In addition, the invention described in the fourteenth aspect of the patent is the same, and it is not necessary to use the wall of the steel wall described in Item 16 of the patent application scope, and the wall body in which the plurality of steel sheet piles are connected by a joint is provided, and All or part of the foregoing steel sheet piles, the steel tubes are in contact with each other along the longitudinal direction of the sheet piles, and are characterized in that the steel sheet concrete and the steel tubes are driven to the surrounding area by the excavation device on the ground plate of the steel pipe diameter range. When applying the invention described in the fifteenth aspect of the patent, the steel sheet is constructed by connecting the steel sheet pile to the steel sheet which is in contact with the steel sheet pile in the range of the excavation. Therefore, the rigidity and the water cut steel wall above the steel pipe pile wall can be set to the hard ground plate under noise and vibration. The construction side of the steel wall described in the 17th application of the patent application is provided with a wall body in which a plurality of steel sheet piles are connected by a joint, and all or part of the steel sheet pile in front, the steel pipe is along the length of the sheet pile along the length thereof. The contact between the steel sheet pile and the tube is allowed to be in contact with the length of the steel sheet pile and the tube, and the length of the steel sheet pile is allowed to deviate from the length of the steel tube. In the invention described in the seventh aspect, for example, when the steel sheet pile wall is provided, at least one of the high sheet piles and the application method are directly used without removing the steel sheet pile wall, and the wall excavation of the steel body is described. tube. In the method of suppressing the performance, it is extremely reasonable to say that the steel in the steel direction of the steel mentioned above is provided with a rigid steel wall of -16-201139791. The method for constructing a steel wall according to the first aspect of the patent application is a method in which a plurality of steel sheet piles are connected by a joint, and a substantially wavy wall body repeatedly having peaks and valleys is continuously formed in parallel on one side of the wall body. The steel pipe or the peak portion is continuously provided with the steel pipe, and the steel pipe is in contact with the steel sheet pile along the longitudinal direction of the steel sheet pile in the longitudinal direction thereof, and the steel sheet pile is allowed to be in contact with the steel pipe pile to allow the steel sheet pile Deviating from the position of the steel pipe in the longitudinal direction, wherein the steel pipe is pressed by the hydraulic pressure pressing method of the steel pipe by the reaction force of the steel pipe previously pressed, or by the previously pressed steel pipe The reaction of the steel pipe is performed by a rotary press-fitting method in which the reaction force is pressed while the steel pipe is rotated. When the invention described in the Patent Application No. 18 is applied, the vibration and noise during construction can be suppressed to be small by the hydraulic pressing method or the rotary pressing method. Therefore, it is possible to construct a steel wall having the above effects in a state where noise and vibration are suppressed. According to the invention, the same high water cut performance as that of the conventional steel sheet pile wall can be obtained, and the rigidity of the steel pipe pile wall can be obtained to be equal or more. Further, the present invention can be constructed by a method of suppressing noise and vibration. [Embodiment] Hereinafter, embodiments of the present invention will be described with reference to the drawings. As shown in Fig. 1 and Fig. 2, the steel wall 3 of this embodiment is composed of a combination of a hat-shaped steel sheet pile 1 and a steel pipe 2 which are used as steel sheet piles. The steel pipe 2 is in contact with the longitudinal direction of the hat-shaped steel sheet pile 1 along the longitudinal direction. Here,
S -17- 201139791 帽形鋼板樁1及鋼管2之長度方向互相平行，且，該等之長 度方向爲垂直方向。 帽形鋼板椿1，具備：浪板1a;從浪板la之兩側緣分 別擴張並斜向延伸之一對突緣1b;從左右突緣1前端平 行於浪板1 a朝左右延伸的一對突臂1 c ;以及設於突臂1 0之 前端的接頭Id。鋼管2之外周面接觸於帽形鋼板樁1之谷側 的側面。例如，鋼管2係接觸帽形鋼板樁1之浪板1 a之谷側 的狀態。此外，鋼管2之口徑’小於帽形鋼板樁1之寬度。 該鋼管2，係其一部分進入以帽形鋼板樁1所構成之壁體之 一方側面之谷部的狀態。此外，鋼管2亦可以爲接觸左右 突緣lb者。此外，鋼管2亦可以接觸左右突緣lb之至少一 方、及浪板la者。此外，如後面所述’亦可以爲鋼管2接 觸帽形鋼板樁1之峰側之側面者。 複數帽形鋼板樁1，係以其接頭1 d彼此連結成一列來 構築鋼板樁壁之狀態。此外，帽形鋼板樁1及鋼管2被打設 至地盤。 該鋼製壁3時，帽形鋼板樁1及鋼管2被以熔接或螺栓 等接合成一體，有時可以保有一體樑構造之剖面。此外， 有時爲帽形鋼板樁1及鋼管2未接合而只接觸之狀態。亦即 ，有時，藉由使帽形鋼板樁1及鋼管2於長度方向互相平行 重疊之方式配置，而使兩者之撓曲行爲相同來形成加鍵複 式樑構造。需要高剛性時，應將鋼管2及帽形鋼板樁1跨越 長度方向全長以熔接•螺栓固定等進行接合而成爲一體樑 構造。 18· 201139791 此外，並非一定要將鋼管2及帽形鋼板樁1以跨越長度 方向全長來進行接合。例如，亦可以長度方向之全長之一 部分來接合鋼管2及帽形鋼板樁1，再於間隔之複數部位進 行接合。例如，鋼管2及帽形鋼板樁1，可以互相接觸部分 來規制長度方向之位置偏離的方式進行接合》 另一方面，鋼製壁3之剛性，若鋼管2本身具有充份性 能時，考慮熔接或螺栓等一體化之加工程序•成本而爲加 鍵複式樑構造亦可。加鍵複式樑構造時，以鋼管2與帽形 鋼板樁1接觸部分來容許鋼管2與帽形鋼板樁1之長度方向 的位置偏離。此外，加鍵複式樑構造時，係以帽形鋼板樁 1側（接觸鋼管2之面的相反側）來承受土壓之構造。如此 ，可以使土壓不會產生將帽形鋼板樁1與鋼管2拉開之作用 。此外，將鋼管2帽形鋼板樁1同時打設至地盤時，可以進 fj鋼管2及帽形鋼板樁1之部份臨時接合。此外，於鋼製壁 3之上端部，以墩帽、熔接、螺栓或自攻螺絲等進行帽形 鋼板樁1及鋼管2之接合，可以得到更確實之加鍵複式樑構 造的機能。 第1圖時，係鋼管2分別接觸全部帽形鋼板樁1之構造 。然而，若爲剛性之容許範圍，對帽形鋼板樁1以1個間隔 來組合鋼管2等，間隔地配置鋼管2 (換言之，可以分散地 配置鋼管）。此外，加鍵複式樑構造時，因爲鋼管2補強 了帽形鋼板椿1之剛性，故可以鋼管2強化剛性可以具與鋼 管樁相同之剛性。此外，上述之一體樑構造時，具備優於 加鍵複式樑構造之剛性。S -17- 201139791 The length direction of the hat-shaped steel sheet pile 1 and the steel pipe 2 are parallel to each other, and the length direction of these is the vertical direction. The hat-shaped steel plate 1 includes: a wave plate 1a; a pair of protruding edges 1b which are respectively expanded and obliquely extended from both side edges of the wave plate la; and a pair of protruding arms extending from the front end of the left and right flanges 1 to the left and right parallel to the wave plate 1a 1 c ; and the joint Id provided at the front end of the boom 1 0. The outer peripheral surface of the steel pipe 2 is in contact with the side surface on the valley side of the hat-shaped steel sheet pile 1. For example, the steel pipe 2 is in contact with the state of the valley side of the wave plate 1 a of the hat-shaped steel sheet pile 1. Further, the diameter of the steel pipe 2 is smaller than the width of the hat-shaped steel sheet pile 1. The steel pipe 2 is in a state in which a part of the steel pipe 2 enters the valley portion on one side of the wall body formed by the hat-shaped steel sheet pile 1. Further, the steel pipe 2 may also be in contact with the left and right flanges lb. Further, the steel pipe 2 may also contact at least one of the right and left flanges lb and the laminator. Further, as will be described later, it is also possible that the steel pipe 2 is in contact with the side of the peak side of the hat-shaped steel sheet pile 1. The plurality of hat-shaped steel sheet piles 1 are in a state in which the steel sheet pile walls are constructed by joining the joints 1d in a row. Further, the hat-shaped steel sheet pile 1 and the steel pipe 2 are laid to the ground. In the case of the steel wall 3, the hat-shaped steel sheet pile 1 and the steel pipe 2 are integrally joined by welding or bolting, and a cross section of the integrated beam structure may be retained. Further, there are cases where the hat-shaped steel sheet pile 1 and the steel pipe 2 are not joined and are in contact only. In other words, the cap-shaped steel sheet pile 1 and the steel pipe 2 are disposed so as to overlap each other in the longitudinal direction, and the flexing behavior of the two is the same to form a keyed double beam structure. When high rigidity is required, the steel pipe 2 and the hat-shaped steel sheet pile 1 are joined together by welding, bolting, or the like over the entire lengthwise direction to form an integral beam structure. 18· 201139791 In addition, it is not necessary to join the steel pipe 2 and the hat-shaped steel sheet pile 1 over the entire length in the longitudinal direction. For example, the steel pipe 2 and the hat-shaped steel sheet pile 1 may be joined to one of the full length portions, and joined at a plurality of portions of the space. For example, the steel pipe 2 and the hat-shaped steel sheet pile 1 can be joined by mutually contacting portions to regulate the positional deviation in the longitudinal direction. On the other hand, the rigidity of the steel wall 3, if the steel pipe 2 itself has sufficient performance, consider welding Or a machining program that integrates bolts or the like. The cost is a keyed double beam structure. In the case of the keyed double beam structure, the position of the steel pipe 2 and the hat-shaped steel sheet pile 1 is allowed to deviate from the longitudinal direction of the steel pipe 2 and the hat-shaped steel sheet pile 1. Further, in the case of the keyed double beam structure, the structure of the earth pressure is received by the side of the hat-shaped steel sheet pile 1 (the side opposite to the surface of the steel pipe 2). Thus, the earth pressure does not cause the pull-out of the hat-shaped steel sheet pile 1 and the steel pipe 2. Further, when the steel pipe 2 hat-shaped steel sheet pile 1 is simultaneously laid to the ground, the portion of the fj steel pipe 2 and the hat-shaped steel sheet pile 1 can be temporarily joined. Further, at the upper end portion of the steel wall 3, the joint of the cap-shaped steel sheet pile 1 and the steel pipe 2 by the pier cap, welding, bolt or self-tapping screw can obtain a more reliable function of the keyed double beam structure. In the first drawing, the steel pipe 2 is in contact with the structure of all the hat-shaped steel sheet piles 1, respectively. However, in the allowable range of the rigidity, the steel pipe 2 or the like is combined with the hat-shaped steel sheet pile 1 at intervals, and the steel pipe 2 is disposed at intervals (in other words, the steel pipe can be disposed in a dispersed manner). Further, in the case of the keyed double beam structure, since the steel pipe 2 reinforces the rigidity of the hat-shaped steel sill 1, the rigidity of the steel pipe 2 can be increased to have the same rigidity as the steel pipe pile. Further, in the above-described one-body beam structure, the rigidity is superior to that of the double-jointed beam structure.
S -19- 201139791 該鋼製壁3時，如上面所述，以鋼板樁（帽形鋼板樁1 )來形成板樁牆。此外’係利用接觸鋼板樁之鋼管2來補 強板樁牆之剛性的狀態。所以’鋼製壁3 ’以由鋼板樁所 構成之鋼板樁壁之接頭可以得到高於鋼管樁之截水性能。 此外，鋼製壁3可以得到高於鋼管2之剛性。亦即，鋼製壁 3，可以得到與由鋼管樁所構成之鋼管樁壁同等以上之剛 性，同時，容易得到高於鋼管樁之截水性能。 此外，如前面所述，要求更高剛性時，藉由接合鋼板 樁與鋼管2使其一體化而成爲一體樑構造，可以得到高剛 性。要求之剛性低於上述時，爲不接合鋼板樁與鋼管2而 爲接觸狀態之加鍵複式樑構造。藉此’可以減少接合鋼板 樁與鋼管2之加工程序及成本。 此處，加鍵複式樑構造之鋼製壁時，例如，即使於鋼 板樁（帽形鋼板樁1 )與鋼管2之間產生數c m程度之間隙， 介由進入該間隙之土砂，可以使鋼板樁與鋼管2發揮加鍵 複式樑構造之機能。亦即，鋼板樁與鋼管2接觸之狀態’ 實際上，亦包含鋼板樁與鋼管2之間形成少許間隙時在內 ，只要由鋼板椿所構成之壁體與鋼管2可以發揮加鍵複式 樑構造之機能的狀態即可。 其次，針對鋼製壁3之施工方法進行說明。 鋼製壁3之施工時，即使硬質地盤，應以噪音及振動 較小之工法將帽形鋼板樁1及鋼管2打設至地盤。例如，應 使用地鑽11做爲掘削裝置將鋼管2或鋼管2與帽形鋼板椿1 之組合鋼板樁打設至地盤。 -20- 201139791 第3圖係地鑽之一例。地鑽11可以於履帶車等之重機 20昇降，且，具備垂直支持之導桿12、及以於導桿I2上下 自由移動爲設置之螺鑽驅動部13。此外，地鑽11具備：連 結於螺鑽驅動部13被旋轉驅動之掘削軸的螺鑽螺旋（螺旋 螺鑽）14、及用以將鋼管2設置於螺鑽驅動部13下側之鋼 管設置部15。此外，地鑽11以加鍵複式樑構造將鋼管2與 帽形鋼板樁1 一起打設至地盤時，具備：用以設置帽形鋼 板樁1之鋼材把持部17、用以將鋼管2及帽形鋼板樁1壓入 地盤之油壓缸18、以及具有螺鑽頭且接合於螺鑽螺旋14前 端之附件2 1。 一體樑構造之鋼製壁之施工時，一邊嵌合於先前打設 之組合鋼板樁之接頭Id之組合鋼板樁之接頭Id—邊進行鋼 管2與帽形鋼板樁1 —體化之組合鋼板樁的打設》 首先，使鋼管2之上端部支持於鋼管設置部15，同時 ，使螺鑽螺旋14處於插入鋼管2內之狀態。此外，亦可以 鋼材把持部1 7把持住帽形鋼板樁1。 其後，以油壓缸18將鋼管2及螺鑽螺旋14向下方推壓 。此時，利用螺鑽驅動部13，使螺鑽14及裝設於其前端之 具有螺鑽頭之附件2 1進行旋轉來掘削地盤。此外，如第4 圖所示，掘削範圍5稍大於鋼管2之外徑，幾乎到達帽形鋼 板樁1之接頭Id附近。藉由此方式，因爲組合鋼板樁之大 部分被打設至已被掘削之地盤，即使硬質地盤，亦容易打 設鋼管與鋼板樁。 加鍵複式樑構造時，於打設鋼管2及帽形鋼板樁1時以 μ -21 - 201139791 不分離程度進行部分之螺栓固定或熔接等接合，則可以使 用與上述一體樑構造時相同之方法。 此外，加鍵複式樑構造時，亦可分別打設帽形鋼板樁 1及鋼管2。此時，首先，只將鋼管2設置於地鑽11’利用 地鑽11 一邊掘削上述掘削範圍5 —邊先打設鋼管2。其後’ 再打設帽形鋼板樁1。此時，掘削範圍5亦爲與帽形鋼板樁 1之打設位置重疊之範圍。此外，對帽形鋼板樁1先行打設 2支以上之鋼管2時，將掘削範圍5稍爲擴大使帽形鋼板樁1 之打設位置全體包含於掘削範圍5即可。 此外，其他方法，則可以先不設置鋼管2而以地鑽1 1 掘削掘削範圍5後，再分別打設鋼管2及帽形鋼板樁1即可 。因爲打設前進行地盤掘削，故打設時之抵抗力較小，此 時，亦可以利用振動較小之油壓壓入工法等來進行打設。 此時，稍爲擴大掘削範圍5，使帽形鋼板樁1之打設位置全 體包含於掘削範圍5亦可。此時，因爲帽形鋼板樁1之谷側 之側面亦接觸鋼管2外面，故掘削範圍5相對較小。 該鋼製壁3之施工方法時，因爲只要以稍大於鋼管2外 徑之範圍做爲掘削範圍5進行掘削即足夠，故可抑制掘削 所需要動力之增大。所以，無需如專利文獻3之方法，必 須於距離鋼板樁壁相當遠的範圍進行掘削。 此外，分別打設鋼板椿1及鋼管2時，鋼管之間距若爲 以既存之油壓壓入機可以施工之間距，可以分別使用既存 之油壓壓入機來進行打設。此時，打設鋼板椿1時，可以 握持先行打設之鋼板樁、或打設鋼管2時，可以握持先行 -22- 201139791 打設之鋼管於壁方向連續進行打設。 相對於此，鋼板樁及Η形鋼未一體化而爲分別打設來 構成加鍵複式樑構造之壁體的傳統構造施工方法時，於Η 形鋼之打設通常需要反作用力架台。亦即，前述壓入機時 ，若未能從先行打設之鋼板樁取得反作用力時，需握持用 以取代鋼板樁之反作用力架台來壓入Η形鋼。 此外，地鑽11亦可使用具備罩殼者。 該鋼製壁3時，如上面所述，係以鋼板樁（帽形鋼板 椿1 )來形成板樁牆，同時，利用接觸鋼板樁之鋼管2來補 強板樁牆之剛性的狀態。所以，可以由鋼板樁所構成之鋼 板樁壁的接頭部分來得到高於鋼管樁之截水性能，而以鋼 管2得到較高之剛性。亦即，可以得到與由鋼管樁所構成 之鋼管樁壁同等以上之剛性，同時，容易得到高於鋼管椿 之截水性能。 此外，打設後，應以墩帽、熔接、螺栓或自攻螺絲等 ，利用上端部進行鋼板樁與鋼管2之接合。 此外，要求更高剛性時，將鋼板樁與鋼管2接合成一 體化，藉由一體樑構造，可以得到較高剛性。要求之剛性 低於上述時，藉由未接合而只使鋼板樁與鋼管2接觸之狀 態的加鍵複式樑構造，可以減少以鋼板樁與鋼管2之接合 的加工程序及成本。此外，於掘削裝置之地鑽11之掘削軸 的螺鑽螺旋14插入於鋼管2內部之狀態，可以大於鋼管2之 外徑的範圍來掘削鋼管2或鋼管2及鋼板樁之下側之地盤。 如此，一邊掘削一邊將鋼管2或鋼管2及鋼板樁壓入地盤。_ -23- 201139791 所以，即使硬質地盤，亦可以較小噪音及振動來進行鋼製 壁3之施工。 此外，其他方法如第5圖所示，亦可一邊將鋼管2附加 於既設之鋼板樁壁6—邊進行打設來構築鋼製壁83。此時 ，藉由於與鋼板樁壁6之承受土壓之主要側爲相反側之面 一邊添加鋼管2—邊進行打設’可以成爲由鋼板樁（帽形 鋼板樁1)側承受土壓之加鍵複式樑構造。因爲未撤除既 設之鋼板樁壁6而直接利用，係極合理的做法。 一邊將鋼管2添加至鋼板樁壁6—邊打設時’只要打設 鋼板樁壁6之鋼管2之側的上部露出，比將鋼管2添加至鋼 板樁壁6更爲容易。另一方面，於打設鋼板椿壁6之鋼管2 之側設置著墩帽混凝土等時，撤去墩帽混凝土’使鋼板樁 壁6之上部露出某種程度後，再打設鋼管2，較易將鋼管2 添加至鋼板樁壁6。 打設鋼管2之方法，可能的話，以油壓壓入工法打設 爲佳。然而，土壤較硬而油壓壓入工法難以打設時，可以 眾所皆知之旋轉壓入工法打設。如前面所述，以混凝土進 行修整時等，亦可將前端具備鑽頭之鋼管2旋轉壓入，一 邊打穿前面之混凝土一邊沿著鋼板椿1進行打設。旋轉壓 入工法時，雖然不如油壓壓入工法，然而，其振動至少遠 小於振動樁錘工法。 打設鋼管2來構築鋼製壁83後，若鋼管2露出而造成外 觀不佳時，亦可以混凝土修整鋼製壁83。 其次，參照第6圖，針對鋼製壁3之變形例的鋼製壁33 -24- 201139791 進行說明。鋼製壁3 3，係使用Z形鋼板樁3 1做爲用以製造 板樁牆之鋼板樁。 Z形鋼板樁3 1，具備：浪板3丨a、從浪板3丨a之兩側緣 朝互相相反方向斜向延伸之一對突緣31b、以及配設於突 緣31b前端部之接頭31d。所以，具有大致爲將帽形鋼板樁 1切半之形狀。連結著該Z形鋼板樁31之鋼板樁壁，除了接 頭31d位置不同以外，大致爲與連結著帽形鋼板樁丨之鋼板 樁壁相同之形狀。亦即，該鋼板樁壁，係峰谷交互反復之 形狀。 鋼管2，係配置於由該Z形鋼板樁31所構成之鋼板樁壁 之一側面側的谷部，同時，部分鋼管2進入谷部之狀態。 該鋼管2之外周面接觸2個Z形鋼板樁31之浪板31a。 此種鋼製壁33，適合於Z形鋼板樁31與鋼管2未接合之 加鍵複式樑構造，其施工時，可以使用上述鋼製壁3之施 工方法當中之加鍵複式樑構造時的施工方法。例如，可以 使用先以地鑽1 1進行地盤掘削再分別將鋼管2及Z形鋼板樁 31壓入地盤之方法。此時之地鑽11的掘削範圍35，除了與 掘削範圍3 5發生干涉之1個間隔之接頭3 1的附近以外，包 含了大致全體Z形鋼板椿31之範圍。但是，如上面所述， 藉由先進行掘削，若先行打設之Z形鋼板樁3 1之接頭3 1 d部 分未干涉掘削時，亦可使掘削範圍爲包含全體Z形鋼板樁 3 1，而爲稍大。S -19- 201139791 When the steel wall 3 is used, the sheet pile wall is formed by a steel sheet pile (hat-shaped steel sheet pile 1) as described above. In addition, the steel pipe 2 contacting the steel sheet pile is used to reinforce the rigidity of the sheet pile wall. Therefore, the 'steel wall 3' can be made higher than the water cut performance of the steel pipe pile by the joint of the steel sheet pile wall composed of the steel sheet pile. Further, the steel wall 3 can be made higher than the rigidity of the steel pipe 2. That is, the steel wall 3 can obtain rigidity equal to or higher than that of the steel pipe pile wall composed of the steel pipe pile, and at the same time, it is easy to obtain a water intercepting performance higher than that of the steel pipe pile. Further, as described above, when higher rigidity is required, the steel sheet pile and the steel pipe 2 are joined to each other to form an integral beam structure, and high rigidity can be obtained. When the required rigidity is less than the above, it is a keyed double beam structure in which the steel sheet pile and the steel pipe 2 are not joined together. Thereby, the processing procedure and cost of joining the steel sheet pile and the steel pipe 2 can be reduced. Here, when the steel wall of the double-beam structure is added, for example, even if a gap of several cm is generated between the steel sheet pile (the hat-shaped steel sheet pile 1) and the steel pipe 2, the steel sheet can be made through the soil sand entering the gap. The pile and the steel pipe 2 function as a double-jointed beam structure. That is, the state in which the steel sheet pile is in contact with the steel pipe 2 actually includes a gap between the steel sheet pile and the steel pipe 2, and the wall body composed of the steel sheet and the steel pipe 2 can function as a double-jointed beam structure. The state of the function can be. Next, the construction method of the steel wall 3 will be described. When the steel wall 3 is constructed, even the hard ground plate, the hat-shaped steel sheet pile 1 and the steel pipe 2 should be laid to the ground with a small noise and vibration method. For example, the ground drill 11 should be used as a digging device to drive the steel pipe 2 or the combination of the steel pipe 2 and the hat-shaped steel plate 1 to the ground plate. -20- 201139791 Figure 3 is an example of a ground drill. The ground drill 11 can be lifted and lowered by a heavy machine 20 such as a crawler truck, and has a vertically supported guide rod 12 and a screw drive driving portion 13 that is provided to freely move the guide rod I2 up and down. Further, the ground drill 11 includes an auger screw (spiral auger) 14 connected to a boring shaft to which the auger driving unit 13 is rotationally driven, and a steel pipe setting portion for arranging the steel pipe 2 on the lower side of the auger driving unit 13. 15. In addition, the ground drill 11 is provided with the steel pipe 2 and the hat-shaped steel sheet pile 1 together with the cap-shaped steel sheet pile 1 to the ground plate, and has a steel grip portion 17 for setting the hat-shaped steel sheet pile 1 for the steel pipe 2 and the cap A hydraulic cylinder 18 that presses the steel sheet pile 1 into the ground plate, and an attachment 21 that has a screw bit and is joined to the front end of the auger screw 14. In the construction of the steel wall of the one-piece beam structure, the steel plate 2 and the hat-shaped steel sheet pile are combined to form the steel plate pile 1 while being fitted to the joint Id of the joint steel sheet pile of the joint steel sheet pile previously laid. First, the upper end portion of the steel pipe 2 is supported by the steel pipe installation portion 15, and at the same time, the auger screw 14 is placed in the state of being inserted into the steel pipe 2. Further, the steel grip portion 1 may hold the hat-shaped steel sheet pile 1 . Thereafter, the steel pipe 2 and the auger screw 14 are pressed downward by the hydraulic cylinder 18. At this time, the auger driving portion 13 rotates the auger 14 and the attachment 2 1 having the screw bit attached to the tip end thereof to dig the ground. Further, as shown in Fig. 4, the cutting range 5 is slightly larger than the outer diameter of the steel pipe 2, and almost reaches the vicinity of the joint Id of the cap-shaped steel sheet pile 1. In this way, since most of the combined steel sheet piles are laid to the ground that has been excavated, it is easy to install steel pipes and steel sheet piles even on hard ground plates. In the case of the double-beam structure, when the steel pipe 2 and the hat-shaped steel sheet pile 1 are placed, the bolts are fixed or welded by a degree of separation without μ 21 - 201139791, and the same method as in the above-described integrated beam structure can be used. . In addition, when the double-beam structure is added, the hat-shaped steel sheet pile 1 and the steel pipe 2 may be separately provided. At this time, first, only the steel pipe 2 is placed on the ground drill 11', and the steel pipe 2 is first drilled while drilling the above-mentioned cutting range 5 by the ground drill 11. Thereafter, a hat-shaped steel sheet pile 1 is further set. At this time, the cutting range 5 is also a range overlapping with the position where the hat-shaped steel sheet pile 1 is placed. In the case where the hat-shaped steel sheet pile 1 is provided with two or more steel pipes 2 in advance, the excavation range 5 is slightly enlarged, and the entire position of the hat-shaped steel sheet pile 1 is included in the excavation range 5. In addition, in other methods, the steel pipe 2 and the hat-shaped steel sheet pile 1 may be separately formed by the ground drill 1 1 without the steel pipe 2 being drilled. Since the site is excavated before the installation, the resistance during the installation is small. At this time, it is also possible to perform the design by using a hydraulic pressure-pressing method such as a small vibration. At this time, the cutting range 5 is slightly enlarged, and the setting position of the hat-shaped steel sheet pile 1 may be entirely included in the cutting range 5. At this time, since the side of the valley side of the hat-shaped steel sheet pile 1 also contacts the outside of the steel pipe 2, the cutting range 5 is relatively small. In the construction method of the steel wall 3, it is sufficient to perform the excavation in the range 5 which is slightly larger than the outer diameter of the steel pipe 2, so that the increase in the power required for the excavation can be suppressed. Therefore, it is not necessary to carry out the excavation in a range far from the wall of the steel sheet pile as in the method of Patent Document 3. Further, when the steel sheet 椿1 and the steel pipe 2 are respectively arranged, the distance between the steel pipes can be set by using the existing hydraulic press machine, and the existing hydraulic presses can be used for the installation. At this time, when the steel plate 椿1 is set, the steel sheet pile that is set first or the steel tube 2 can be held, the steel pipe can be gripped in the direction of the wall -22-201139791. On the other hand, when the steel sheet pile and the Η-shaped steel are not integrated and are conventionally constructed to form the wall body of the double-jointed beam structure, a reaction force gantry is usually required for the erection of the steel. That is, in the case of the above-mentioned press machine, if the reaction force is not obtained from the steel sheet pile which is first laid, it is necessary to hold the reaction force stand instead of the steel sheet pile to press the steel. In addition, the ground drill 11 can also be used with a cover. In the case of the steel wall 3, as described above, the sheet pile wall is formed by the steel sheet pile (hat-shaped steel sheet 椿1), and the steel sheet 2 contacting the steel sheet pile is used to reinforce the rigidity of the sheet pile wall. Therefore, the joint portion of the steel sheet pile wall formed by the steel sheet pile can be obtained to have a higher water cut performance than the steel tube pile, and the steel tube 2 is more rigid. That is, it is possible to obtain a rigidity equal to or higher than that of the steel pipe pile wall composed of the steel pipe pile, and at the same time, it is easy to obtain a water intercepting performance higher than that of the steel pipe. In addition, after the installation, the upper end portion should be used to join the steel sheet pile and the steel pipe 2 with a pier cap, a welded joint, a bolt or a self-tapping screw. Further, when higher rigidity is required, the steel sheet pile and the steel pipe 2 are integrally joined, and a high rigidity can be obtained by the integral beam structure. When the required rigidity is less than the above, the bonded double-beam structure in which only the steel sheet pile and the steel pipe 2 are brought into contact without being joined can reduce the processing procedure and cost of joining the steel sheet pile and the steel pipe 2. Further, the auger screw 14 of the boring shaft of the drill 11 of the boring device is inserted into the inside of the steel pipe 2, and the steel pipe 2 or the steel pipe 2 and the ground plate on the lower side of the steel sheet pile can be drilled in a range larger than the outer diameter of the steel pipe 2. In this way, the steel pipe 2, the steel pipe 2, and the steel sheet pile are pressed into the ground while digging. _ -23- 201139791 Therefore, even on a hard site, the construction of the steel wall 3 can be carried out with less noise and vibration. Further, as shown in Fig. 5, other methods may be used to construct the steel wall 83 by attaching the steel pipe 2 to the existing steel sheet pile wall 6. In this case, by adding the steel pipe 2 to the surface opposite to the main side of the steel sheet pile wall 6 which is subjected to the earth pressure, it is possible to add the earth pressure by the side of the steel sheet pile (the hat-shaped steel sheet pile 1). Key duplex beam construction. It is a very reasonable practice to use the steel pile wall 6 without removing it. When the steel pipe 2 is added to the steel sheet pile wall 6 while being laid, the upper portion of the side of the steel pipe 2 on which the steel sheet pile wall 6 is placed is exposed, which is easier than adding the steel pipe 2 to the steel sheet pile wall 6. On the other hand, when the pier cap concrete or the like is provided on the side of the steel pipe 2 on which the steel plate wall 6 is placed, the concrete of the pier cap is removed, and the upper portion of the steel pipe pile wall 6 is exposed to some extent, and then the steel pipe 2 is installed. The steel pipe 2 is added to the steel sheet pile wall 6. The method of setting the steel pipe 2, if possible, is preferably carried out by hydraulic pressing. However, when the soil is hard and the hydraulic pressure is difficult to set up by the pressing method, it can be well-known by the rotary pressing method. As described above, when the concrete is trimmed, the steel pipe 2 having the drill bit at the front end may be rotated and pressed, and the concrete in front of the concrete may be worn along the steel plate 椿1. When the rotary press method is not as good as the hydraulic pressure, the vibration is at least much smaller than that of the vibratory pile hammer method. When the steel pipe 2 is placed to construct the steel wall 83, if the steel pipe 2 is exposed and the appearance is not good, the steel wall 83 may be trimmed by concrete. Next, a steel wall 33 - 24 - 201139791 which is a modification of the steel wall 3 will be described with reference to Fig. 6 . The steel wall 3 3 uses a Z-shaped steel sheet pile 3 1 as a steel sheet pile for manufacturing a sheet pile wall. The Z-shaped steel sheet pile 3 1 includes a wave plate 3丨a, a pair of flanges 31b extending obliquely from opposite sides of the wave plate 3丨a, and a joint 31d disposed at a front end portion of the flange 31b. Therefore, it has a shape which is roughly cut in half by the hat-shaped steel sheet pile 1. The steel sheet pile wall to which the Z-shaped steel sheet pile 31 is joined has substantially the same shape as the steel sheet pile wall to which the hat-shaped steel sheet pile is connected, except for the position of the joint 31d. That is, the steel sheet pile wall has a shape in which the peaks and valleys alternately repeat. The steel pipe 2 is placed in a valley portion on the side of one side of the steel sheet pile wall formed of the Z-shaped steel sheet pile 31, and a part of the steel pipe 2 enters the valley portion. The outer peripheral surface of the steel pipe 2 is in contact with the wave plates 31a of the two Z-shaped steel sheet piles 31. The steel wall 33 is suitable for a double-jointed beam structure in which the Z-shaped steel sheet pile 31 and the steel pipe 2 are not joined, and the construction of the above-mentioned steel wall 3 construction method can be used in the construction of the double-jointed beam structure. method. For example, a method of first digging the ground with the ground drill 1 1 and then pressing the steel pipe 2 and the Z-shaped steel sheet pile 31 into the ground plate separately can be used. At this time, the excavation range 35 of the ground drill 11 includes a range of substantially the entire Z-shaped steel sheet bundle 31 except for the vicinity of the joint 31 of one interval which interferes with the excavation range 35. However, as described above, by first performing the excavation, if the joint of the first Z-shaped steel sheet pile 3 1 is not interfered with the excavation, the excavation range may include the entire Z-shaped steel sheet pile 3 1, And it is a little bigger.
此外，Z形鋼板樁3 1可逐片打設’亦可以接頭3 1 d來嵌 合固定2片Z形鋼板樁31而以1組方式來進行打設。以2個Z -25- 201139791 形鋼板樁31爲1組時，基本上，可以實施與上述帽形鋼板 樁1相同之施工方法。此外，逐片打設時，亦可以使用地 鑽11以中掘工法打設鋼管2後，再壓入Z形鋼板樁31。 其次，參照第7圖，針對鋼製壁3之變形例的鋼製壁43 進行說明。鋼製壁43，係使用U形鋼板樁41做爲用以構成 板樁牆之鋼板樁。 U形鋼板樁4 1，係具備：浪板4 1 a '從浪板4 1 a之兩側 緣朝互相擴張之斜向延伸的一對突緣41b、以及配設於突 緣41b之前端部的接頭41d。連結著該U形鋼板樁41之鋼板 樁壁，除了接頭41d之位置不同以外，大致與連結著帽形 鋼板樁1之鋼板樁壁相同之形狀，係峰谷交互反復之形狀 〇 鋼管2，係配置於由該U形鋼板樁41所構成之鋼板樁壁 之一側面側之谷部，同時’部分鋼管2進入谷部之狀態。U 形鋼板樁’從一方側面觀看時’因爲係由谷峰不问之u 形鋼板樁41所形成之狀態，故爲鋼管2配置於1個間隔之U 形鋼板樁41。於該鋼管2之外周面進入1個u形鋼板樁41之 谷部的狀態下，接觸左右之接頭4ld。此外’鄰接於鋼管2 之一部分進入谷側之U形鋼板樁41之左右的U形鋼板樁41 ，各方之突緣41b分別接觸鋼管2之外周。鋼管2之口徑’ 大於U形鋼板樁41之寬度。此外，亦可使鋼管2之口徑小於 U形鋼板樁41之寬度，來使鋼管2接觸U形鋼板椿41之浪板 4 1 a 〇 此種鋼製壁43亦適用於加鍵複式樑構造’其施工時’ -26- 201139791 適合使用上述鋼製壁3之施工方法當中之加鍵複式樑構造 所使用之工法。例如’可以使用先以地鑽11掘削地盤後’ 再將鋼管2及U形鋼板樁41壓入地盤之方法。此時’地鑽11 之掘削範圍45，可以跨越2個掘削範圍45來配置谷側未配 置鋼管2之U形鋼板樁41。所以’因爲掘削範圍45相對較窄 ，全部U形鋼板樁4 1亦可位於掘削範圍4 5內’ U形鋼板樁 41之壓入較爲容易。或者，使用地鑽11以中掘工法打設鋼 管2後，再壓入U形鋼板椿41亦可。 其次，參照第8圖，針對鋼製壁3之變形例的鋼製壁53 進行說明。鋼製壁53，與第7圖所示之鋼製壁43相同’用 以構成板樁牆之鋼板樁係使用U形鋼板樁41。然而，U形 鋼板樁41之寬度小於鋼管2之口徑，鋼管2之一部分進入U 形鋼板樁41之谷側，而爲接觸U形鋼板樁41之浪板41 a的狀 態。 此外，鋼管2並非以1個間隔之U形鋼板樁4 1來配置， 而係配置於各U形鋼板樁4 1。此時，相鄰之U形鋼板椿4 1 之峰側及谷側係以相反方式來配置，鋼管2被交互配置於 由U形鋼板樁4 1所構成之鋼板樁壁的2個側面。 此種鋼製壁43，亦可應用於一體樑構造及加鍵複式樑 構造之任一種構造時，其施工上，只要採用上述鋼製壁3 之施工方法當中之適當施工方法即可。此外，掘削範圍55 具有大於鋼管2口徑之直徑’不爲包含u形鋼板椿41之接頭 4ld以外之部分的範圍》 其次，參照第9圖及第10圖，針對鋼製壁3之變形例之 -27- 201139791 鋼製壁63進行說明。鋼製壁63，相對於鋼製壁3之鋼管2接 觸帽形鋼板樁1之谷側的浪板la，鋼管2係接觸於帽形鋼板 樁1之峰側的浪板1 a。亦即，鋼管2係接觸鋼板椿壁之一側 面的峰部。 鋼製壁63時，可以接合鋼管2及帽形鋼板樁1使其一體 化而成爲上述一體樑構造。此時，可以得到高於鋼製壁3 之剛性。所以，係需要高於鋼製壁3之剛性時的有效構造 。此外，鋼製壁63時，可以爲未接合鋼管2及帽形鋼板樁1 而成爲上述加鍵複式樑構造。此時，係與鋼製壁3爲加鍵 複式樑構造時相同之剛性。此外，鋼製壁63之設置範圍（ 垂直相交於帽形鋼板樁1之並列方向的寬度）大於鋼製壁3 。如此，因爲空間效率不佳，加鍵複式樑構造時，使用鋼 製壁3較爲有利。 一體樑構造之鋼製壁63之施工時，可以使用鋼製壁3 之施工方法當中之一體樑構造的施工方法。所以，鋼製壁 63之施工時，使鋼管2以上述方式接合於帽形鋼板樁1之狀 態，一邊利用地鑽1 1進入掘削一邊壓入。然而，相較於鋼 製壁3時，因爲係掘削接頭1 d附近以外之帽形鋼板樁1的打 設部分，故需要較大的掘削範圍65。 其次，參照第11圖及第12圖，針對鋼製壁3之變形例 之鋼製壁73進行說明。鋼製壁73，相對於帽形鋼板樁1之 有效寬度，鋼管2之口徑較大，藉由使鋼管2具有較大剖面 ，而使鋼管2具有較高之剛性。所以，係適合對鋼製壁73 要求高剛性時之構造^ -28- 201139791 鋼管2’其一部進入帽形鋼板樁1之谷部，而爲接觸帽 形鋼板樁1之突緣lb或突緣lb及突臂lc之角部的狀態。 此外，鋼管2，並非配置於每1帽形鋼板樁1，而是1個 間隔地配置於帽形鋼板樁1。此外，對於帽形鋼板樁1，亦 可以2個間隔之大於1個間隔之間隔等的方式來配置鋼管2 〇 該鋼製壁73時，即使未如上述接合成帽形鋼板樁1與 鋼管2之一體樑構造’只以鋼管2亦可得到高剛性。所以， 係適合加鍵複式樑構造的構造。此外，因爲相對於帽形鋼 板樁1，係以1個以上之間隔來配置鋼管，故以加鍵複式樑 構造爲佳。 加鍵複式樑構造時’如上面所述’可以分別將鋼管2 及帽形鋼板樁1打設至地盤。此時’例如，將螺鑽14插入 鋼管2內部，一邊利用地鑽1 1進行掘削一邊實施壓入。此 時，如第12圖所示，鄰接之掘削範圍75包含著1個間隔之 鋼管2未接觸之帽形鋼板樁1的打設位置。藉由此種方式’ 帽形鋼板樁1之打設位置爲包含著帽形鋼板樁1之接頭1(1部 分來進行掘削之狀態。藉此’可以容易地將帽形鋼板樁1 壓入地盤。此外，加鍵複式樑構造時’亦可於打設鋼管2 及帽形鋼板樁1之前’以未設置著鋼管2之地鑽11來掘削地 盤。此時，亦可將鋼管2及帽形鋼板樁1打設至因掘削而軟 化之地盤。 第ό圖〜第12圖之任一鋼製壁33、43、53、63、73時 ，亦與利用既設之鋼板椿壁而參照第5圖針對第1圖之鋼_ -29- 201139791 壁3進行說明時相同，藉由一邊將鋼管2添加至鋼板樁壁一 邊進行打設，而成爲加鍵複式樑構造之鋼製壁。 鋼製壁3' 33' 43、53、63、73、83時，鋼板樁（壁 體）之上下長度及鋼管2之長度，必要時，亦可以不同。 例如，如第13圖所示，由鋼板樁所構成之鋼板樁壁（ 壁體9)之上下長度爲特定長度時，亦可以使鋼管2之長度 較長。增加鋼管2之長度，鋼製壁3、33、43、53、63、73 之剛性高於相同長度時。 另一方面，如第14圖所示，鋼板樁壁（壁體9)之上 下長度亦可以大於鋼管2之長度。鋼管2之上下長度，以鋼 製壁3、33、43、53、63、73之剛性觀點來決定。該，壁 體9之上下長度與鋼管2之長度相.同程度而擔心沸流、凍脹 、或圓弧破壞時，只要使壁體9之上下長度大於鋼管2即可 〇 鋼製壁3、33、43、53、63、73，例如，使用於圍堰 等時，於鋼製壁3、33、43、53、63、73形成角部。此處 ，配置著鋼管2之側之面爲內側而形成角部時，將發生以 下之問題。 以鋼製壁3爲例來進行說明。如第1 5圖所示，欲於以 角部相鄰之谷部分別配置鋼管2時，該等鋼管2之部分位置 將互相重疊，而無法配置鋼管2。所以，如第16圖所示’ 成爲只於夾著角之相鄰谷部之一方配置有鋼管2之構成’ 然而，此時，因爲鋼管2及鋼板樁1之剛性，可以會擔心有 剛性不足的情形。此外，第15圖等時，以夾著角部互相大 -30- 201139791 致垂直相交來配置之鋼製壁3之各部分’做爲配置於彼止 不同方向之鋼製壁分割部。鋼製壁分割部係於角部下被連 結之狀態。 所以，例如，如第1 7圖所示’亦可於角部之鋼管2配 設鋼管椿用接頭7，將當做鋼板樁之帽形鋼板樁1之接頭1 d 連結於該鋼管樁用接頭7來構成。 設有鋼板樁接頭7之鋼管2’係配置於夾著角落之角部 而相互爲直角之二個鋼製壁分割部當中之一方之構成壁分 割部之角側端的谷部。接頭lc嵌合於該鋼管2之鋼板樁接 頭7之帽形鋼板樁1，係另一方之鋼製壁分割部之最角側的 帽形鋼板椿1。 藉由使該帽形鋼板樁1之接頭1 d之突臂1 C側部分上下 通過前述鋼管2之鋼管樁用接頭7的縫隙，而使鋼管2之鋼 管樁用接頭7與帽形鋼板樁1成爲連結狀態。 此外，角部之其他構成，例如，如第1 8圖所示，其構 造亦可以使用將由帽形鋼板樁1之突臂1 c及其前端之接頭 Id所構成之接頭部分8熔接於配置在另一方之壁體部分之 角側端之谷部的鋼管2。 係於該鋼管2之接頭部分8，連結著相對於上述另一方 之壁體部分爲直角之另一方之壁體部分之角側端之帽形鋼 板樁1之接頭Id之構成。 前述接頭部分8，例如，亦可切斷帽形鋼板樁1之一部 分（突臂1 c及接頭1 d )，並將該部分熔接於鋼管2。此外 ，鋼管2之接頭部分8、連結於該接頭部分8之帽形鋼板樁1 -31 - 201139791 之突臂lc及接頭Id，應爲配置成大致直線狀之構成° 此外，角部之其他構成’例如’如第19圖所不’於配 置在用以構成角部之二個壁體部分之分別爲最角側之谷部 的鋼管2之雙方’設罝接頭管7 (管狀之接頭）°亦可將該 等接頭管7彼此連結。 上述三種角部之構成時’皆係以接頭連結構成壁3之 角部，同時，法線方向未發生偏離。此外’於角部配置著 鋼管2。此外，相鄰於該鋼管2之鋼管2係以互相垂直相交 之二個方向分別接近來進行配置’故於角部亦可確保剛性 〇 使用接頭管7時，連結後，以將泥漿充塡至接頭管7之 內部側，來確保截水性能。此時，泥漿之充塡，因爲只針 對角部實施，即使實施泥漿之充塡，亦可抑制程序及成本 之增加。 此外，設於鋼管2之接頭，並未限制爲環狀之鋼管用 接頭7，亦可以使用如上面所述之鋼板樁之接頭，或者， 亦可使用其他接頭構造之接頭，只要可以接頭進行鋼管2 彼此械鋼管2及鋼板樁之連結的構造即可。 【圖式簡單說明】 第1圖係本發明之實施形態之鋼製壁的重要部位槪略 平面圖。 第2圖係前述鋼製壁之重要部位的槪略斜視圖。 第3圖係前述鋼製壁施工方法所使用之地鑽的側面圖 -32- 201139791 第4圖係前述鋼製壁施工方法之地鑽的掘削範圍說明 圖。 .第5圖係前述實施形態之鋼製壁施工方法之變形例-沿 著既設之鋼板樁壁打設鋼管之施工方法說明圖。 第6圖係前述實施形態之鋼製壁的變形例及地鑽之掘 削範圍的鋼製壁重要部位槪略平面圖。 第7圖係前述實施形態之鋼製壁之其他變形例及地鑽 之掘削範圍的鋼製壁重要部位槪略平面圖。 第8圖係前述實施形態之鋼製壁的其他變形例及地鑽 之掘削範圍的鋼製壁重要部位槪略平面圖。 第9圖係前述實施形態之鋼製壁之其他變形例的重要 部位槪略平面圖。 第10圖係第9圖所示之鋼製壁施工方法之地鑽掘削範 圍說明圖。 第1 1圖係前述實施形態之鋼製壁之其他變形例的重要 部位槪略平面圖。 第12圖係第11圖所示之鋼製壁施工方法之地鑽掘削範 圍的說明圖。 第13圖係前述實施形態之鋼製壁之鋼管長於鋼板樁（ 壁體）之例的說明圖。 第14圖係前述實施形態之鋼製壁之鋼板樁（壁體）長 於鋼管之例的說明圖。 第15圖係前述實施形態之鋼製壁有角部時之說明圖。s -33- 201139791 第16圖係前述實施形態之鋼製壁有角部時之說明圖。 第17圖係前述實施形態之鋼製壁有角部時之鋼管設有 接頭之例的說明圖。 第18圖係前述實施形態之鋼製壁有角部時之鋼管設有 接頭之其他例的說明圖。 第19圖係前述實施形態之鋼製壁有角部時之鋼管設有 接頭之其他例的說明圖。 【主要元件符號說明】 1 :帽形鋼板樁（鋼板樁） 2 :鋼管 3 :鋼製壁 5 :掘削範圍 6:既設之鋼板樁壁 Π :地鑽（掘削裝置） 14 :螺鑽（掘削軸） 31 : Z形鋼板樁（鋼板樁） 33 :鋼製壁 3 5 :掘削範圍 41: U形鋼板樁（鋼板樁） 43 :鋼製壁 45 :掘削範圍 53 :鋼製壁 55 :掘削範圍 -34- 201139791 63 :鋼製壁 6 5 :掘削範圍 73 :鋼製壁 7 5 :掘削範圍 8 3:鋼製壁Further, the Z-shaped steel sheet piles 3 1 may be laid one by one, or the joints may be joined by a joint of 3 1 d to fix the two Z-shaped steel sheet piles 31 in a single set. When two Z-25-201139791-shaped steel sheet piles 31 are one set, basically, the same construction method as the above-described hat-shaped steel sheet pile 1 can be performed. Further, when the sheet is set one by one, the steel drill 2 can be used to drill the steel pipe 2 by the medium excavation method, and then the Z-shaped steel sheet pile 31 can be pressed. Next, a steel wall 43 of a modified example of the steel wall 3 will be described with reference to Fig. 7 . The steel wall 43 uses a U-shaped steel sheet pile 41 as a steel sheet pile for constituting a sheet pile wall. The U-shaped steel sheet piles 4 1 are provided with: a pair of flanges 41b extending obliquely from the both side edges of the wave plate 4 1 a toward each other, and a joint disposed at the front end of the flange 41b 41d. The steel sheet pile wall to which the U-shaped steel sheet pile 41 is connected is substantially the same shape as the steel sheet pile wall to which the hat-shaped steel sheet pile 1 is connected, except for the position of the joint 41d. It is disposed in the valley portion on the side of one side of the steel sheet pile wall composed of the U-shaped steel sheet pile 41, and the portion of the steel pipe 2 enters the valley portion. When the U-shaped steel sheet pile 'as viewed from one side' is formed by the u-shaped steel sheet pile 41 which is not covered by the valley peak, the steel pipe 2 is disposed at one interval of the U-shaped steel sheet pile 41. In the state in which the outer peripheral surface of the steel pipe 2 enters the valley portion of one of the u-shaped steel sheet piles 41, the right and left joints 4ld are contacted. Further, the U-shaped steel sheet pile 41 which is adjacent to the left and right sides of the U-shaped steel sheet pile 41 which is adjacent to the portion of the steel pipe 2, and the flanges 41b of the respective sides are in contact with the outer circumference of the steel pipe 2, respectively. The diameter of the steel pipe 2 is larger than the width of the U-shaped steel sheet pile 41. In addition, the diameter of the steel pipe 2 can be made smaller than the width of the U-shaped steel sheet pile 41, so that the steel pipe 2 contacts the wave plate 4 1 a of the U-shaped steel plate 椿 41. The steel wall 43 is also suitable for the keyed double beam structure. During construction, '-26- 201139791 is suitable for the construction method used in the construction of the above-mentioned steel wall 3 construction method. For example, a method in which the steel pipe 2 and the U-shaped steel sheet pile 41 are pressed into the ground plate by using the ground drill 11 to dig the ground plate can be used. At this time, the boring range 45 of the earth boring 11 can arrange the U-shaped steel sheet pile 41 of the steel pipe 2 which is not disposed on the valley side across the two boring ranges 45. Therefore, since the cutting range 45 is relatively narrow, all the U-shaped steel sheet piles 4 1 can also be located within the cutting range of 45. The pressing of the U-shaped steel sheet piles 41 is relatively easy. Alternatively, after the steel pipe 2 is set by the medium excavation method using the ground drill 11, the U-shaped steel plate 椿 41 may be pressed. Next, a steel wall 53 according to a modification of the steel wall 3 will be described with reference to Fig. 8. The steel wall 53 is the same as the steel wall 43 shown in Fig. 7. The U-shaped steel sheet pile 41 is used for the steel sheet pile which constitutes the sheet pile wall. However, the width of the U-shaped steel sheet pile 41 is smaller than that of the steel pipe 2, and one portion of the steel pipe 2 enters the valley side of the U-shaped steel sheet pile 41, and is in a state of contacting the wave plate 41a of the U-shaped steel sheet pile 41. Further, the steel pipe 2 is not disposed at one interval of the U-shaped steel sheet piles 4 1 but is disposed on each of the U-shaped steel sheet piles 4 1 . At this time, the peak side and the valley side of the adjacent U-shaped steel sheet 椿4 1 are arranged in the opposite manner, and the steel pipes 2 are alternately arranged on the two side faces of the steel sheet pile wall composed of the U-shaped steel sheet piles 4 1 . Such a steel wall 43 can also be applied to any one of a one-piece beam structure and a keyed double beam structure, and any construction method of the above-described steel wall 3 can be employed. Further, the excavation range 55 has a diameter larger than the diameter of the steel pipe 2', and is not a range other than the joint 4ld including the u-shaped steel plate 41. Next, with reference to FIGS. 9 and 10, a modification of the steel wall 3 is given. -27- 201139791 Steel wall 63 is explained. The steel wall 63 contacts the stone plate 1 on the valley side of the hat-shaped steel sheet pile 1 with respect to the steel pipe 2 of the steel wall 3, and the steel pipe 2 is in contact with the wave plate 1a on the peak side of the hat-shaped steel sheet pile 1. That is, the steel pipe 2 is in contact with the peak portion on the side of one side of the steel plate wall. In the case of the steel wall 63, the steel pipe 2 and the hat-shaped steel sheet pile 1 can be joined to each other to form the integral beam structure. At this time, rigidity higher than that of the steel wall 3 can be obtained. Therefore, an effective structure higher than the rigidity of the steel wall 3 is required. Further, in the case of the steel wall 63, the unjoined steel pipe 2 and the hat-shaped steel sheet pile 1 may be the above-described keyed double beam structure. At this time, the rigidity is the same as that of the steel wall 3 in the case of the keyed double beam structure. Further, the installation range of the steel wall 63 (the width perpendicularly intersecting the juxtaposed direction of the hat-shaped steel sheet pile 1) is larger than that of the steel wall 3. Thus, since the space efficiency is not good, it is advantageous to use the steel wall 3 when the double beam structure is added. In the construction of the steel wall 63 of the one-piece beam structure, one of the construction methods of the steel wall 3 can be used. Therefore, at the time of construction of the steel wall 63, the steel pipe 2 is joined to the hat-shaped steel sheet pile 1 in the above-described manner, and is pressed while being drilled by the ground drill 1 1 . However, in comparison with the steel wall 3, since the portion of the hat-shaped steel sheet pile 1 other than the vicinity of the joint 1d is drilled, a large excavation range 65 is required. Next, a steel wall 73 of a modified example of the steel wall 3 will be described with reference to Figs. 11 and 12 . The steel wall 73 has a larger diameter than the hat-shaped steel sheet pile 1, and the steel pipe 2 has a large diameter, and the steel pipe 2 has a high profile by making the steel pipe 2 have a large cross section. Therefore, it is suitable for the structure where the steel wall 73 is required to have high rigidity. -28- 201139791 The steel pipe 2' is inserted into the valley of the hat-shaped steel sheet pile 1 and is the flange lb or the protrusion of the contact hat-shaped steel sheet pile 1. The state of the corners of the edge lb and the protruding arm lc. Further, the steel pipe 2 is not disposed in each of the hat-shaped steel sheet piles 1, but is disposed at intervals in the hat-shaped steel sheet pile 1. Further, in the hat-shaped steel sheet pile 1, the steel pipe 2 may be disposed so as to be spaced apart from each other by at least one interval, and the steel wall 2 may be joined as the cap-shaped steel sheet pile 1 and the steel pipe 2 as described above. One of the body beam structures 'only the steel pipe 2 can also obtain high rigidity. Therefore, it is suitable for the construction of the keyed double beam structure. Further, since the steel pipe is disposed at one or more intervals with respect to the hat-shaped steel sheet pile 1, it is preferable to use a double-jointed beam structure. When the double-beam structure is added, the steel pipe 2 and the hat-shaped steel sheet pile 1 can be respectively driven to the ground plate as described above. At this time, for example, the auger 14 is inserted into the inside of the steel pipe 2, and press-fitting is performed while drilling with the ground drill 11. At this time, as shown in Fig. 12, the adjacent boring range 75 includes the position at which the hat-shaped steel sheet pile 1 which is not in contact with the steel pipe 2 at one interval. In this way, the position of the hat-shaped steel sheet pile 1 is the joint 1 containing the hat-shaped steel sheet pile 1 (one part for the state of excavation. By this, the hat-shaped steel sheet pile 1 can be easily pressed into the ground plate) In addition, when the double-beam structure is added, it is also possible to dig the ground plate with the drill 11 without the steel pipe 2 before the steel pipe 2 and the hat-shaped steel sheet pile 1 are laid. At this time, the steel pipe 2 and the hat shape can also be used. The steel sheet pile 1 is set to a site that is softened by excavation. When any of the steel walls 33, 43, 53, 63, and 73 of the second to the twelfth drawings is used, the fifth sheet is also referred to by using the steel plate wall. In the same manner as in the description of the wall 3 of Fig. 1 steel _ -29-201139791, the steel pipe 2 is placed on the steel sheet pile wall while being installed, and the steel wall is a double-jointed beam structure. '33' 43, 53, 63, 73, 83, the length of the upper and lower steel sheet piles (walls) and the length of the steel pipe 2 may be different if necessary. For example, as shown in Fig. 13, consisting of steel sheet piles When the upper and lower lengths of the steel sheet pile wall (wall body 9) are a certain length, the length of the steel pipe 2 can also be made longer. The length, the rigidity of the steel walls 3, 33, 43, 53, 63, 73 is higher than the same length. On the other hand, as shown in Fig. 14, the upper and lower lengths of the steel sheet pile wall (wall 9) may also be larger than the steel pipe The length of the steel pipe 2 is determined by the rigidity of the steel walls 3, 33, 43, 53, 63, 73. The upper and lower lengths of the wall 9 are the same as the length of the steel pipe 2. When the boiling flow, the frost heave, or the arc is broken, the upper and lower lengths of the wall body 9 are larger than the steel pipe 2, and the steel walls 3, 33, 43, 53, 63, and 73 can be used, for example, when used in a cofferdam or the like. The steel walls 3, 33, 43, 53, 63, and 73 form a corner portion. Here, when the surface on the side where the steel pipe 2 is disposed is inside and the corner portion is formed, the following problem occurs. For example, as shown in Fig. 15, when the steel pipes 2 are to be placed in the valley portions adjacent to each other at the corners, the positions of the steel pipes 2 overlap each other, and the steel pipe 2 cannot be disposed. Figure 16 shows the structure of the steel pipe 2 disposed only on one of the adjacent valleys with the corners. However, at this time, because the steel pipe 2 and the steel sheet pile 1 In the case of the rigidity, it may be feared that there is insufficient rigidity. In addition, in the case of Fig. 15, etc., the portions of the steel wall 3 which are disposed perpendicularly intersecting each other with a corner portion -30-201139791 are arranged as The steel wall dividing portion in the different directions is in a state in which the steel wall dividing portion is connected under the corner portion. Therefore, for example, as shown in Fig. 17, a steel pipe joint for the corner portion can be disposed. 7. The joint 1d of the hat-shaped steel sheet pile 1 as the steel sheet pile is connected to the steel pipe pile joint 7. The steel pipe 2' provided with the steel sheet pile joint 7 is disposed at a right angle to the corner portion of the corner. One of the two steel wall dividing portions constitutes a valley portion at the corner end of the wall dividing portion. The joint lc is fitted to the hat-shaped steel sheet pile 1 of the steel sheet pile joint 7 of the steel pipe 2, and is the hat-shaped steel sheet 1 on the most corner side of the other steel wall dividing portion. The steel pipe pile joint 7 and the hat-shaped steel sheet pile 1 of the steel pipe 2 are made by passing the flange 1 C side portion of the joint 1 d of the hat-shaped steel sheet pile 1 up and down through the gap of the steel pipe pile joint 7 of the steel pipe 2. Become connected. Further, the other configuration of the corner portion, for example, as shown in Fig. 18, may be configured such that the joint portion 8 composed of the projecting arm 1 c of the hat-shaped steel sheet pile 1 and the joint Id at the front end thereof is welded to each other. The steel pipe 2 of the valley portion at the corner end of the wall portion of the other side. The joint portion 8 of the steel pipe 2 is connected to the joint Id of the hat-shaped steel sheet pile 1 at the corner end of the other wall portion at right angles to the other wall portion. The joint portion 8 may, for example, also cut a portion of the hat-shaped steel sheet pile 1 (the projecting arm 1 c and the joint 1 d ) and weld the portion to the steel pipe 2. Further, the joint portion 8 of the steel pipe 2, the projecting arm lc and the joint Id of the hat-shaped steel sheet pile 1 -31 - 201139791 connected to the joint portion 8 should be configured to be substantially linear. Further, the other components of the corner portion 'For example, as shown in Fig. 19, the joint pipe 7 (tubular joint) is provided on both sides of the steel pipe 2 which is disposed at the corner portion of each of the two wall portions which constitute the corner portion. The joint pipes 7 may be joined to each other. When the above three corner portions are configured, the corners of the wall 3 are joined by a joint, and the normal direction is not deviated. Further, the steel pipe 2 is disposed at the corner. Further, the steel pipes 2 adjacent to the steel pipe 2 are arranged close to each other in two directions perpendicular to each other. Therefore, rigidity can be ensured at the corner portions. When the joint pipe 7 is used, the mud is filled after being connected. The inner side of the joint tube 7 ensures the water cut performance. At this time, the filling of the mud is carried out only by the opposite corners, and even if the mud is filled, the increase in the procedure and cost can be suppressed. Further, the joint provided in the steel pipe 2 is not limited to the ring-shaped joint 7 for steel pipes, and the joint of the steel sheet pile as described above may be used, or a joint of other joint construction may be used as long as the joint can be used for the steel pipe. 2 The structure in which the steel pipe 2 and the steel sheet pile are connected to each other may be used. BRIEF DESCRIPTION OF THE DRAWINGS Fig. 1 is a plan view showing an important part of a steel wall according to an embodiment of the present invention. Fig. 2 is a schematic oblique view of an important part of the aforementioned steel wall. Fig. 3 is a side view of a ground drill used in the above-described steel wall construction method -32- 201139791 Fig. 4 is an explanatory view of the drilling range of the above-mentioned steel wall construction method. Fig. 5 is a modification of the steel wall construction method of the above-described embodiment - an explanatory drawing of a construction method for driving a steel pipe along the existing steel sheet pile wall. Fig. 6 is a schematic plan view showing a modification of the steel wall of the above embodiment and an important part of the steel wall of the drilling range of the ground drilling. Fig. 7 is a schematic plan view showing another important example of the steel wall of the above embodiment and an important part of the steel wall of the drilling range of the ground drilling. Fig. 8 is a schematic plan view showing another modification of the steel wall of the above embodiment and an important part of the steel wall of the drilling range of the ground drilling. Fig. 9 is a schematic plan view showing an important part of another modification of the steel wall of the above embodiment. Fig. 10 is an explanatory view of the drilling and cutting range of the steel wall construction method shown in Fig. 9. Fig. 1 is a schematic plan view showing important parts of other modified examples of the steel wall of the above embodiment. Fig. 12 is an explanatory view of the drilling and cutting range of the steel wall construction method shown in Fig. 11. Fig. 13 is an explanatory view showing an example in which the steel pipe of the steel wall of the above embodiment is longer than the steel sheet pile (wall body). Fig. 14 is an explanatory view showing an example in which the steel sheet pile (wall body) of the steel wall of the above embodiment is longer than the steel pipe. Fig. 15 is an explanatory view showing a case where the steel wall of the above embodiment has a corner portion. s -33- 201139791 Fig. 16 is an explanatory view showing a case where the steel wall has a corner portion in the above embodiment. Fig. 17 is an explanatory view showing an example in which a steel pipe is provided with a joint at the corner of the steel wall of the above embodiment. Fig. 18 is an explanatory view showing another example of the joint of the steel pipe in the case where the steel wall has a corner portion in the above embodiment. Fig. 19 is an explanatory view showing another example of the joint of the steel pipe in the case where the steel wall has a corner portion in the above embodiment. [Explanation of main component symbols] 1 : Hat-shaped steel sheet pile (steel sheet pile) 2 : Steel tube 3 : Steel wall 5 : Excavation range 6: Steel sheet pile wall set: Ground drill (excavation device) 14 : Auger drill (boring shaft) 31 : Z-shaped steel sheet pile (steel sheet pile) 33 : Steel wall 3 5 : Excavation range 41: U-shaped steel sheet pile (steel sheet pile) 43 : Steel wall 45 : Excavation range 53 : Steel wall 55 : Excavation range - 34- 201139791 63 : Steel wall 6 5 : Excavation range 73 : Steel wall 7 5 : Excavation range 8 3: Steel wall
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