201139790 六、發明說明： 【發明所屬之技術領域】 本發明係關於擋土壁、護岸壁、擋土牆等的地中連續 壁所使用之組合式鋼板樁壁。 【先前技術】 作爲擋土壁等，是使用將鋼板樁連結成一列而構成之 鋼板樁壁。此外，在前述鋼板樁上，例如將Η型鋼、T型鋼 等的型鋼固定住而予以補強之組合式鋼板樁、以及使用該 組合式鋼板樁而構成之組合式鋼板樁壁是已知的（例如參 照專利文獻1、2 )。例如第1 7圖所示，鋼板樁主體（帽型 鋼板樁）1係具備：腹板2、在其左右側緣分別相對於腹板 2以呈傾斜且互相擴開的方式設置之凸緣3、在兩個凸緣3 的前端部分別相對於腹板2呈大致平行地設置之臂部4、以 及分別設置在兩個臂部4的前端之連接具5。而且，藉由將 連接具5彼此連結，可將複數個鋼板樁主體i連結而構築成 鋼板樁壁。在該鋼板樁主體1的腹板2上，將Η型鋼8 (在腹 板6兩端分別相對於腹板6呈垂直地設置凸緣7而構成）之 一方凸緣7的兩側緣部分別進行熔接，藉此構成組合式鋼 板樁9。 使用前述組合式鋼板樁9而構成之組合式鋼板樁壁， 由於鋼板樁主體1和例如Η型鋼8是遍及全長進行熔接，如 第1 8 (a)圖所示’當受到土壓等而使組合式鋼板樁9變形的 情況，其等雖能在上下方向不偏移而一體地變形，而獲得 -5- 201139790 大的截面剛性，但存在著以下的問題。例如’由於是遍及 鋼板樁主體1的大致全長進行連續或斷續地熔接來固定型 鋼，熔接費時。此外，熔接造成的熱影響可能使鋼板樁主 體1發生變形，因此必須在熔接方法下工夫、進行熔接之 溫度管理等的加工管理、在熔接後爲了確認變形而進行形 狀測定、在發生變形的情況進行矯正作業等，而有費時及 成本上的問題。 此外，以在鋼板樁主體1上熔接型鋼的狀態埋設於地 基中的情況，會有地基阻力變大的問題。此外，於工廠等 在鋼板椿主體1上熔接型鋼後運送至施工現場的情況，相 較於將鋼板樁主體1單獨運送的情況，組合式鋼板樁9成爲 體積變大的形狀，一次能運送的數量有限，而有運送效率 變差的問題。 於是，對於鋼板樁主體，例如不是將Η型鋼遍及全長 進行熔接，而是在鋼板樁主體設置卡合片（可卡合於Η型 鋼的凸緣）而進行卡合之組合式鋼板樁已被提出（例如參 照專利文獻3)。此外，不是對於鋼板樁主體將η型鋼遍及 全長進行熔接，而是將鋼板樁主體和Η型鋼之一端部彼此 藉由熔接、螺栓接合等而進行固定之組合式鋼板樁已被提 出（例如參照專利文獻4 )。 使用上述組合式鋼板椿所構成之組合式鋼板樁壁，Η 型鋼和鋼板樁主體不是遍及全長而形成一體，如第18(b)圖 所示般，在互相接觸的面產生上下偏移的狀態下Η型鋼8和 鋼板樁主體1之撓曲舉動是相同的，可作爲重豐樑式的組 -6- 201139790 合式鋼板樁而謀求截面剛性的提昇。 相較於使用上述遍及全長進行熔接的組合式鋼板樁9 而構成之組合式鋼板樁壁，雖然截面剛性稍差，但可減少 熔接加工、加工管理、形狀測定、矯正作業所耗費的時間 和成本。此外，可在現場將Η型鋼8及鋼板樁主體1接合， 要埋設於地基中時，將Η型鋼8和鋼板樁主體1分別施工亦 可，將Η型鋼8和鋼板樁主體1分別打包可謀求運送效率的 提昇，在將鋼板樁主體1及Η型鋼8進行打入、壓入時可謀 求地基阻力的減低。 以上之重疊樑式的組合式鋼板樁壁，縱使不一定要讓 鋼板樁主體1和Η型鋼8卡合、或一端部彼此固定，在變形 時雖會產生上述般的偏移，但藉由成爲互不分離的狀態， 而能謀求截面剛性的提昇。 專利文獻1:日本特許3 603 793號公報 專利文獻2:日本特開2008 - 1 75 029號公報 專利文獻3:日本特開2005-299202號公報 專利文獻4 :日本特開2008-267069號公報 【發明內容】 然而，使用專利文獻3、4之組合式鋼板樁、或是第1 9 圖所示之既未卡合也未接合之鋼板樁主體1及Η型鋼8，而 如第20圖所示般構築成鋼板樁壁！丨，例如用作爲擋土壁的 情況’若在應擋土之土石側、亦即土壓（圖中箭頭所示） 施加側（土壓相對高側）配置Η型鋼8，不僅土壓會作用於 -7- 201139790 Η型鋼8，從Η型鋼8彼此間也會有直接且大的土壓作用於 鋼板樁主體1。若如此般直接且大的土壓作用於鋼板樁主 體1，會發生將鋼板樁主體1從Η型鋼8剝離的力，且鋼板樁 主體1和Η型鋼8之撓曲舉動可能變得不同。 若鋼板樁主體1和Η型鋼8分離而變成撓曲舉動不同的 狀態，Η型鋼8所產生之補強效果會喪失。因此，基本上， 在使用專利文獻2、3的組合式鋼板樁而構成之鋼板樁壁1 1 、或使用第19圖的構造之鋼板樁壁11，相對於鋼板樁主體 1，要將Η型鋼8配置於土壓施加側是困難的。在專利文獻2 之組合式鋼板樁的情況，由於鋼板樁主體1和Η型鋼8是遍 及全長藉由卡合構件進行卡合，視其卡合部分的構造和強 度，相對於鋼板椿主體1，要將Η型鋼8配置於土壓施加側 是有可能的，但卡合構件之一體成形、卡合構件對鋼板樁 之接合作業等，必須耗費成本。 本發明的目的是爲了提供一種組合式鋼板樁及組合式 鋼板樁壁，縱使是採用鋼板樁主體和Η型鋼等的型鋼未遍 及大致全長而進行固定之重疊樑式的構造，仍能相對於鋼 板樁將Η型鋼配置於土壓施加側。 爲了解決前述課題，請求項1所述之組合式鋼板樁壁 ，係具備鋼板樁主體、以及與該鋼板樁主體實質地接觸而 沿著該鋼板樁主體的軸方向配置之長型的補強材，藉由將 前述鋼板樁主體與鄰接的前述鋼板樁主體透過連接具連續 地配置而構築成之組合式鋼板樁壁；其特徵在於： 前述鋼板樁主體與前述補強材並未遍及大致全長而進 -8- •201139790 行固定； 前述補強材，是配置在由前述連續配置的 所區隔成之兩個區域當中土壓相對高的區域側 前述補強材係具備：與前述鋼板樁主體實 板樁接觸部、設置在離開前述板樁接觸部的位 受部、以及位於該等板樁接觸部和土壓承受部 等板樁接觸部和土壓承受部成爲連接狀態之連 土壓承受部的左右寬度是比前述板樁接觸部的 寬。 在請求項1所述的發明中，爲了以具有該 之補強材和前述鋼板樁主體能同樣地撓曲的方 用於前述土壓承受部，而使補強材之土壓承受 度是比補強材之板樁接觸部的左右寬度更寬， 致使鋼板樁主體脫離補強材，能使鋼板樁主體 撓曲舉動成爲相同的狀態。 因此，即使不像專利文獻1、2般將鋼板樁 材固定成一體，仍能將採用重疊樑方式的鋼板 補強。依據此構造，例如不致發生將鋼板樁主 遍及全長而進行熔接的情況之上述問題。此外 鋼板樁壁作爲擋土壁等的情況，藉由將補強材 地基露出的一側，可提昇鋼板樁壁之空間效率 觀上也較理想。 請求項2所述之組合式鋼板樁壁，是在請3 組合式鋼板樁壁中，前述補強材是Η型鋼所精 鋼板樁主體 » 質地接觸之 置之土壓承 之間且讓該 接部；前述 左右寬度更 土壓承受部 式讓土壓作 部的左右寬 因此土壓不 與補強材的 主體與補強 樁主體予以 體與補強材 ，將組合式 配置於不從 ，且施工外 艮項1所述的 :成，該Η型 -9 - 201139790 鋼之一方的凸緣成爲前述板樁接觸部，另一方的凸緣成爲 土壓承受部，腹板則成爲連接部’且前述另一方的凸緣寬 度是比前述一方的凸緣更寬。 在請求項2所述的發明中，作爲補強材是使用凸緣寬 度不同的Η型鋼。將這樣的Η型鋼直接作爲補強材來使用 ’可謀求零件數及施工工時的減少。 請求項3所述之組合式鋼板椿壁，是在請求項〗所述的 組合式鋼板樁壁中，前述補強材係具備板樁接觸構件及土 壓承受構件，前述板樁接觸構件係具備前述板樁接觸部及 連接部’前述土壓承受構件係具備前述土壓承受部。 在請求項3所述的發明中，例如作爲板樁接觸構件是 使用Η型鋼、I型鋼、槽型鋼等的型鋼而讓其與鋼板樁主體 接觸’並藉由將與該型鋼不同的構件之寬度較寬的土壓承 受構件安裝（接觸）於型鋼，亦即在通常的型鋼組合寬度 較寬的土壓承受構件，即可構成補強材。 請求項4所述之組合式鋼板樁壁，是在請求項3所述的 組合式鋼板樁壁中，前述板樁接觸構件爲Η型鋼，前述土 壓承受構件爲鋼板、型鋼或鋼板樁之任一者。 在請求項4所述的發明中，將被廣泛使用爲建築資材 而容易取得各種尺寸、強度之Η型鋼作爲補強材之板樁接 觸構件來使用，且有別於Η型鋼之凸緣而另外設置土壓承 受構件，即使例如不將Η型鋼之凸緣的一方進行加工等而 設置一對凸緣寬度互爲不同之Η型鋼，仍能使土壓承受構 件的寬度比板樁接觸構件更寬。此外，鋼板亦可採用作爲 -10- 201139790 型鋼之扁條鋼。 請求項5所述之組合式鋼板樁壁，是在請求項1至4項 中任一項所述的組合式鋼板樁壁中，前述土壓承受部之左 右寬度是前述鋼板樁主體之有效寬度以下。 在請求項5所述的發明中，藉由將土壓承受部之左右 寬度設定成鋼板樁主體之有效寬度以下，可減少鋼材使用 量而降低成本。本發明之組合式鋼板樁壁，只要以具有土 壓承受部之補強材和前述鋼板樁主體能同樣地撓曲的方式 讓土壓作用於前述土壓承受部即可，因此，相鄰的土壓承 受部彼此，不一定要讓端部接觸或其一部分重疊，而隔著 某種程度的間隔亦可。又鋼板樁主體之有效寬度，是從鋼 板樁主體之左右寬度，減去在左右相鄰的鋼板樁主體與連 接具重疊的部分之一半寬度。 請求項6所述之組合式鋼板樁壁，是在請求項5所述之 組合式鋼板樁壁中，前述土壓承受部之左右寬度X滿足下 式（a )及（b )的條件。 [數1] (i ) <M〇的情況 X>B〇- 2Htan ψ201139790 VI. OBJECTS OF THE INVENTION: TECHNICAL FIELD The present invention relates to a composite steel sheet pile wall used for a continuous wall in a ground such as a retaining wall, a retaining wall, and a retaining wall. [Prior Art] As the retaining wall or the like, a steel sheet pile wall formed by joining steel sheet piles in a row is used. Further, in the steel sheet pile, for example, a combined steel sheet pile in which a profiled steel such as a Η-shaped steel or a T-shaped steel is fixed and which is reinforced, and a combined steel sheet pile wall formed using the combined steel sheet pile are known (for example). Refer to Patent Documents 1, 2). For example, as shown in FIG. 7 , the steel sheet pile main body (hat type steel sheet pile) 1 includes a web 2 and flanges 3 which are provided on the left and right side edges thereof so as to be inclined with respect to the web 2 and are mutually expanded. The arm portions 4 which are provided substantially in parallel with respect to the web 2 at the front end portions of the two flanges 3, and the connecting members 5 which are respectively provided at the front ends of the two arm portions 4 are provided. Further, by connecting the connecting members 5 to each other, a plurality of steel sheet pile main bodies i can be connected to each other to form a steel sheet pile wall. On the web 2 of the steel sheet pile main body 1, the side edges of one side flange 7 of the Η-shaped steel 8 (which is formed by providing the flange 7 perpendicularly to the web 6 at both ends of the web 6) are respectively The welded steel sheet pile 9 is constructed by welding. In the combined steel sheet pile wall formed by using the above-described combined steel sheet pile 9, the steel sheet pile main body 1 and, for example, the Η-shaped steel 8 are welded over the entire length, as shown in Fig. 18(a), when subjected to earth pressure or the like When the combined steel sheet pile 9 is deformed, it can be integrally deformed without shifting in the vertical direction, and a large cross-sectional rigidity of -5 to 201139790 is obtained, but the following problems exist. For example, since the steel is fixed continuously or intermittently over the entire length of the steel sheet pile main body 1, the welding takes time. In addition, since the thermal influence by the welding may cause the steel sheet pile main body 1 to be deformed, it is necessary to perform processing management such as welding under the welding method, temperature management such as welding, shape measurement after confirming deformation after welding, and deformation. Corrective work, etc., and has problems with time and cost. Further, when the steel sheet is welded to the steel sheet in the state in which the steel sheet is welded to the steel sheet pile main body 1, there is a problem that the ground resistance becomes large. In addition, when the steel sheet body 1 is welded to the steel sheet body 1 and conveyed to the construction site, the combined steel sheet pile 9 has a large volume and can be transported at a time as compared with the case where the steel sheet pile main body 1 is separately transported. The number is limited, and there is a problem that the transportation efficiency is deteriorated. Therefore, for the steel sheet pile main body, for example, instead of welding the Η-shaped steel over the entire length, a combined steel sheet pile in which an engaging piece (a flange that can be engaged with a Η-shaped steel) is engaged in the steel sheet pile main body and is engaged is proposed. (For example, refer to Patent Document 3). In addition, instead of welding the n-type steel over the entire length of the steel sheet pile main body, a combined steel sheet pile in which one end portion of the steel sheet pile main body and the Η-shaped steel is fixed by welding, bolting, or the like is proposed (for example, refer to the patent) Literature 4). In the combined steel sheet pile wall formed by the above-described combined steel slab, the Η-shaped steel and the steel sheet pile main body are not integrally formed over the entire length, and as shown in Fig. 18(b), the mutually contacting surfaces are vertically displaced. The flexing behavior of the lower jaw steel 8 and the steel sheet pile main body 1 is the same, and the cross-sectional rigidity can be improved as a heavy-duty beam type group-6-201139790 combined steel sheet pile. Compared with the composite steel sheet pile wall which is formed by using the combined steel sheet pile 9 which is welded over the entire length, the sectional steel rigidity is slightly inferior, but the time and cost for welding processing, processing management, shape measurement, and correcting work can be reduced. . In addition, the Η-shaped steel 8 and the steel sheet pile main body 1 can be joined at the site, and when the shovel type steel 8 and the steel sheet pile main body 1 are separately constructed, the Η-shaped steel 8 and the steel sheet pile main body 1 can be separately packaged. When the steel sheet pile main body 1 and the Η steel 8 are driven in and pushed in, the improvement of the transportation efficiency can be reduced. In the above-described overlapping beam type combined steel sheet pile wall, the steel sheet pile main body 1 and the Η-shaped steel 8 are not necessarily engaged with each other, or one end portion is fixed to each other, and the above-described offset occurs during deformation, but The state of not separating from each other can improve the rigidity of the section. Patent Document 1: Japanese Patent Publication No. 2008-267069 (Patent Document No. JP-A-2008-267069). SUMMARY OF THE INVENTION However, the combined steel sheet piles of Patent Documents 3 and 4 or the steel sheet pile main body 1 and the Η-shaped steel 8 which are neither engaged nor joined as shown in Fig. 9 are used, as shown in Fig. 20. As a steel pile wall!丨, for example, as a retaining wall', if the Η-shaped steel 8 is placed on the earth-rock side of the retaining soil, that is, the earth pressure (indicated by the arrow in the figure) on the application side (the relatively high earth pressure side), not only the earth pressure acts. From -7 to 201139790, the Η-shaped steel 8 has a direct and large earth pressure applied to the steel sheet pile main body 1 from the Η-shaped steel 8. When the direct and large earth pressure acts on the steel sheet pile main body 1, the force of peeling the steel sheet pile main body 1 from the Η-shaped steel 8 occurs, and the deflection behavior of the steel sheet pile main body 1 and the Η-shaped steel 8 may become different. When the steel sheet pile main body 1 and the Η-shaped steel 8 are separated and the deflection behavior is different, the reinforcing effect produced by the Η-shaped steel 8 is lost. Therefore, basically, the steel sheet pile wall 1 1 formed by using the combined steel sheet piles of Patent Documents 2 and 3 or the steel sheet pile wall 11 having the structure of the 19th drawing is used, and the steel sheet pile body 1 is made of a steel sheet pile body 1 It is difficult to arrange the 8 on the earth pressure application side. In the case of the combined steel sheet pile of Patent Document 2, since the steel sheet pile main body 1 and the Η-shaped steel 8 are engaged by the engaging member over the entire length, the structure and strength of the engaging portion are respected with respect to the steel sheet body 1 It is possible to arrange the Η-shaped steel 8 on the earth pressure application side, but it is costly to form one of the engagement members, the engagement work of the engagement members on the steel sheet piles, and the like. An object of the present invention is to provide a combined steel sheet pile and a composite steel sheet pile wall, which is capable of being fixed relative to a steel sheet even if a steel sheet pile body and a profiled steel such as a steel sheet steel are not fixed over substantially the entire length. The pile is placed on the earth pressure application side. In order to solve the above problems, the combined steel sheet pile wall according to claim 1 is provided with a steel sheet pile main body and a long reinforcing material which is placed in substantial contact with the steel sheet pile main body and arranged along the axial direction of the steel sheet pile main body. The steel sheet pile body is formed by continuously arranging the steel sheet pile main body and the adjacent steel sheet pile main body through the connecting rod; wherein the steel sheet pile main body and the reinforcing material do not extend over substantially the entire length - 8- • 201139790 Row fixing; The reinforcing material is disposed on the side of the region where the soil pressure is relatively high among the two regions separated by the continuous arrangement; the reinforcing material is provided in contact with the solid sheet pile of the steel sheet pile main body And a position receiving portion that is disposed at a position away from the sheet pile contact portion, and a left and right width of the joint pressure receiving portion that is in a connected state in which the sheet pile contact portion and the earth pressure receiving portion such as the sheet pile contact portion and the earth pressure receiving portion are connected It is wider than the contact portion of the aforementioned sheet pile. In the invention according to claim 1, in order to use the reinforcing material and the steel sheet pile main body to be flexed in the same manner, the earth pressure receiving portion is used, and the earth pressure tolerance of the reinforcing material is higher than that of the reinforcing material. The left and right widths of the sheet pile contact portion are wider, so that the steel sheet pile main body is separated from the reinforcing material, and the steel sheet pile main body can be deflected and moved in the same state. Therefore, even if the steel sheet pile material is not integrally fixed as in Patent Documents 1 and 2, the steel sheet using the overlapping beam method can be reinforced. According to this configuration, for example, the above problem in the case where the steel sheet pile is welded over the entire length is not caused. In addition, when the steel sheet pile wall is used as a retaining wall or the like, the space efficiency of the steel sheet pile wall can be improved by the side where the reinforcing material foundation is exposed. The combined steel sheet pile wall according to claim 2 is in the wall of the composite steel sheet pile, and the reinforcing material is between the soil pressure bearing body of the steel plate pile body of the Η steel and the texture contact, and the joint portion is made The left and right widths and the earth pressure receiving portion allow the earth pressure portion to be wide and wide, so the earth pressure is not combined with the main body of the reinforcing material and the reinforcing pile body, and the reinforcing material is combined, and the combined arrangement is not performed, and the construction is not subject to the construction. In the above description, the one flange of the -9-201139790 steel becomes the contact portion of the sheet pile, the other flange becomes the earth pressure receiving portion, and the web serves as the connecting portion' and the other side The flange width is wider than the one of the aforementioned flanges. In the invention described in claim 2, a bismuth steel having a different flange width is used as the reinforcing material. The use of such a Η-shaped steel directly as a reinforcing material can reduce the number of parts and the number of construction man-hours. The combined steel sheet wall according to claim 3, wherein the reinforcing material is provided with a sheet pile contact member and a soil pressure receiving member, wherein the sheet pile contact member is provided with the aforementioned The sheet pile contact portion and the connecting portion 'the earth pressure receiving member are provided with the earth pressure receiving portion. In the invention described in claim 3, for example, the sheet pile contact member is formed by using a profiled steel such as a Η-shaped steel, an I-shaped steel, or a channel steel to be in contact with the steel sheet pile main body and by using a member different from the steel. The wide earth pressure receiving member is attached (contacted) to the steel, that is, the earth pressure receiving member having a wide width of the usual steel combination, and the reinforcing material can be formed. The combined steel sheet pile wall according to claim 4, wherein the sheet pile contact member is a Η-shaped steel, and the earth pressure-receiving member is a steel plate, a steel or a steel sheet pile. One. In the invention described in the claim 4, the Η-shaped steel of various sizes and strengths is widely used as a construction material, and is used as a sheet pile contact member of a reinforcing material, and is separately provided separately from the flange of the Η-shaped steel. The earth pressure receiving member can make the width of the earth pressure receiving member wider than the sheet pile contact member even if a pair of Η-shaped steels having different flange widths are provided without processing one of the flanges of the Η-shaped steel. In addition, the steel plate can also be used as a flat strip steel of -10-201139790 steel. The combined steel sheet pile wall according to any one of claims 1 to 4, wherein the left and right widths of the earth pressure receiving portion are the effective width of the steel sheet pile main body. the following. In the invention according to claim 5, by setting the left and right widths of the earth pressure receiving portion to be equal to or less than the effective width of the steel sheet pile main body, the amount of steel used can be reduced and the cost can be reduced. In the combined steel sheet pile wall of the present invention, the earth pressure can be applied to the earth pressure receiving portion so that the reinforcing material having the earth pressure receiving portion and the steel sheet pile main body can be flexed in the same manner. Therefore, the adjacent soil is applied. The pressure receiving portions do not necessarily have to be in contact with each other or a part thereof may overlap each other with a certain interval therebetween. Further, the effective width of the steel sheet pile main body is a half width from a left and right width of the steel sheet pile main body minus a portion of the steel sheet pile main body adjacent to the left and right and the connecting member. The combined steel sheet pile wall according to claim 5, wherein the left and right widths X of the earth pressure receiving portions satisfy the following conditions (a) and (b). [Number 1] (i) <M〇 situation X>B〇- 2Htan ψ
K〇ln 1 + (i i ) φ = 0的情況 XSi Β0 —ρ-Η -11 201139790 #中’ Κ。：鉛直土壓σν與水平土壓σΐ1的比値（ = 〜/〇»«) B〇 : Η型鋼配置節距 土壓承受部的端部與鋼板樁主體之距離 pa :作用於組合式鋼板樁壁之主要土壓強度 Φ:土的內部摩擦角 e : 土的黏著力 言靑求項7所述之組合式鋼板樁壁，是在請求項5所述的 組合式鋼板樁壁中，前述土壓承受部之左右寬度X滿足下 式（c )的條件。 [數2] B〇-2Htan^45· -|-)sX . . . (c) 其中，: Η型鋼配置節距 Η = 土壓承受部的端部與鋼板樁主體之距離 Φ: 土的內部摩擦角 在請求項6及請求項7所述的發明中，藉由使土壓承受 部之左右寬度滿足各請求項的式子所表示的範圍，即使相 鄰的土壓承受部彼此的端部不接觸或其一部分不重疊，仍 能更確實地以補強材和鋼板樁主體能同樣地撓曲的方式讓 土壓作用。 依據本發明，在構築由鋼板樁主體和用來將其補強之 型鋼等的補強材所構成之組合式鋼板樁壁時，即使不將鋼 板樁主體和補強材遍及大致全長而進行固定，且將補強材 -12- 201139790 配置在鋼板樁壁之土壓承受側或土壓相對高側，仍不致因 土壓而造成鋼板樁主體從補強材脫離，作爲重疊樑式的組 合式鋼板樁壁可提昇截面剛性。 【實施方式】 以下，根據圖式說明本發明的實施形態。 第1圖係顯示本發明的第1實施形態。 如第1圖所示，本例之組合式鋼板樁壁26係包含：與 習知同樣的帽形的鋼板樁主體1以及Η型鋼24。該Η型鋼24 ，是發揮用來將鋼板樁主體1予以補強之補強材的作用， 具備左右寬度不同的一對凸緣22、23»鋼板樁主體1，如 上述般係具備腹板2、凸緣3、臂部4以及連接具5，其與鄰 接的鋼板樁主體1是透過連接具5進行連接。Η型鋼24係在 腹板2 5的兩端部分別具備：左右寬度（凸緣寬度）相對, 之凸緣22、其左右寬度比該凸緣22更寬之凸緣23。 寬度窄之凸緣22，係具有比鋼板樁主體1的腹板2之左 右寬度稍窄的寬度，而成爲與腹板2接觸之板樁接觸部。 在本例，寬度窄之凸緣22是在鋼板樁主體1之成爲谷側（ 凹側）的面與腹板2接觸。 又讓寬度窄之凸緣22在鋼板樁主體1之山側（凸側） 的面與腹板2接觸的情況，寬度窄之凸緣22的左右寬度比 鋼板樁主體1的腹板2之左右寬度更寬亦可。 此外，在構築鋼板樁壁26時，相對於鋼板樁主體1， 在作爲擋土壁而支承土石時之土壓（圖中的箭頭所示）施 -13- 201139790 加側配置Η型鋼24。寬度寬廣之凸緣23，在寬度窄之凸緣 22與鋼板樁主體1接觸的狀態下，是配置於遠離鋼板樁主 體1側。亦即，寬度寬廣之凸緣23，在作爲補強材之Η型鋼 24中，是成爲主要承受土壓之土壓承受部。此外，Η型鋼 24之腹板25，是作爲用來連接凸緣22 (板樁接觸部）與凸 緣23 ( 土壓承受部）之連接部。 組合式鋼板樁壁26，與通常的鋼板樁壁同樣地，以鋼 板樁主體1透過連接具5進行連接的方式將鋼板樁主體1埋 設（打入、壓入等）於地基中，且對各鋼板樁主體1埋設Η 型鋼24而構築成。而且，複數個鋼板樁主體1連接在一起 ，且在鋼板樁壁26之同一面側是成爲，Η型鋼24之寬度窄 之凸緣22的外面與各鋼板樁主體1之腹板2接觸的狀態。 在組合式鋼板樁壁26施工時，可將鋼板樁主體1和Η型 鋼2 4分別埋設，或將鋼板樁主體1和Η型鋼24—體地埋設亦 可。此外，在埋設一個鋼板樁主體1後再埋設一個Η型鋼24 ，依此方式反覆埋設亦可；在埋設複數個鋼板樁主體1後 再將複數個Η型鋼24依序埋設亦可。鋼板樁主體1和Η型鋼 24'基本上雖未接合’但將一方的端部彼此接合或卡合亦 可，特別是將鋼板樁主體1和Η型鋼24—體地打入、壓入地 基的情況，將鋼板樁主體1和Η型鋼24的下端側互相接合亦 可。 在該組合式鋼板樁壁26，鋼板樁主體1是配置於土壓 未施加側（土壓相對低側），Η型鋼24是配置於土壓施加 側（土壓相對高側）。例如，將組合式鋼板樁壁26以其上 -14 - 201139790 端附近被埋入的方式進行構築後’要將由組合式鋼板樁壁 2 6所區隔之地基的二個區域當中一方的區域側進行挖掘的 情況’被控掘的區域側成爲土壓未施加側，未被挖掘的區 域側成爲土壓施加側。此外，以組合式鋼板樁壁2 6的上部 露出地基上的方式構築成組合式鋼板樁壁後，要在所區隔 的二個區域當中一方的區域側充塡土石的情況，充塡土石 之一方的區域側成爲土壓施加側，另一方的區域側成爲土 壓未施加側。 在此狀態下，在Η型鋼24，土壓主要是從寬度寬廣的 凸緣23作用於Η型鋼，在鋼板樁主體1，土壓是從相鄰的Η 型鋼24彼此間作用於鋼板樁主體1。在Η型鋼24，藉由加大 凸緣23的左右寬度，使承受的土壓變大，在鋼板樁主體1 ，由於被左右寬度寬廣的凸緣23遮蔽，而使承受的土壓減 弱。 在此，若凸緣23的寬度充分寬而使施加於Η型鋼24之 土壓充分高，藉由土壓會將Η型鋼24按壓於鋼板樁主體1， 以維持鋼板樁主體1和Η型鋼24接觸的狀態’且使鋼板樁主 體1和Η型鋼24之撓曲舉動成爲一致。又若凸緣23寬度不足 ，相較於土壓所造成之Η型鋼24的變形’土壓所造成之鋼 板樁主體1的變形更大’藉由土壓會使鋼板樁主體1和H型 鋼24分離而使鋼板樁主體1和Η型鋼24的撓曲舉動變得不一 致，因此無法發揮重疊樑的作用。 因此，凸緣23的寬度設定成’使土壓所造成之Η型鋼 24的變形不會比土壓所造成之鋼板樁主體1的變形更大。 -15- 201139790 亦即，將凸緣23的寬度設定成，不致藉由土壓而使鋼板樁 主體1脫離Η型鋼24。該凸緣23的寬度，是根據鋼板椿主體 1及Η型鋼24的基於形狀、尺寸、板厚、材質等而得的強度 ，構成地基之土石的條件等，經由計算或實驗而求出。又 若相鄰的凸緣23之寬度超過鋼板樁主體1之有效寬度，彼 此的凸緣23成爲接觸狀態，而成爲將鋼板樁主體1的後側 完全覆蓋的狀態。在此情況，無法成爲土壓直接施加於鋼 板樁主體1側的狀態，鋼板樁主體1不致從Η型鋼24脫離。 然而，會變成使用超出必要以上的鋼材，因此寬度寬廣之 凸緣23的寬度較佳爲設定成鋼板樁主體1之有效寬度以下 〇 當該Η型鋼24之凸緣23之寬度充分寬的情況，在未藉 由熔接等將Η型鋼24固定於鋼板樁主體1的狀態下，即使相 對於鋼板樁主體1將Η型鋼24配置於土壓施加側或土壓相對 高側，鋼板樁主體1仍不致脫離Η型鋼24而能使Η型鋼24和 鋼板樁主體1的撓曲舉動一致。藉此，在組合式鋼板樁壁 26，鋼板樁主體1和Η型鋼24可發揮重疊樑的作用而支承土 壓，因此相較於由鋼板樁主體1構成之鋼板樁壁，可減少 土壓所造成的變形量。 組合式鋼板樁壁26之截面二次力矩a (表示相對於彎 曲力矩之物體不容易變形的程度），當鋼板樁主體1和Η型 鋼24是作爲重疊樑的情況，可藉由將鋼板樁主體1之截面 二次力矩b和Η型鋼24之截面二次力矩c相加而求出。亦即 a=b+c 0 -16- 201139790 又在第1實施形態，雖是在鋼板樁主體1的成爲谷側之 面配置Η型鋼24，但在成爲山側之側面配置Η型鋼24亦可 (參照第2圖）。相較於在鋼板樁主體1的成爲谷側之面配 置Η型鋼24的情況，在成爲山側之面配置Η型鋼24時，鋼 板樁主體1之連接方向（前述左右方向）、亦即與組合式 鋼板樁壁26之延伸長度方向正交的方向之長度（厚度）變 長。因此，在成爲谷側之側面配置Η型鋼24時，可縮小打 入空間。 接下來根據第2圖說明本發明的第2實施形態。 如第2圖所示，本例之組合式鋼板樁壁36係包含：與 第1實施形態同樣的帽形之鋼板樁主體1、一對凸緣32的寬 度相等之一般形狀的Η型鋼33、以及作爲土壓承受構件之 鋼板34。又鋼板34，亦可採用作爲型鋼之扁條鋼。在第2 實施形態，作爲板樁接觸構件之Η型鋼33之一方的凸緣32 是與鋼板樁主體1之腹板2接觸，在另一方的凸緣32上安裝 寬度比凸緣32更寬之鋼板34 (作爲土壓承受構件）。依據 此構造，與鋼板樁主體1接觸的Η型鋼33之一方的凸緣32成 爲板樁接觸部，鋼板34成爲土壓承受部，Η型鋼的腹板35 及用來安裝鋼板34之另一方的凸緣32成爲連接部。 亦即，在第1實施形態，藉由使Η型鋼33之一對凸緣22 、23的寬度互爲不同，以寬度窄的凸緣2 2作爲板堉接觸部 ，以寬度寬廣的凸緣2 3作爲土壓承受部；在第2實施形態 ，則是藉由將寬度比凸緣32更寬之鋼板34安裝於另一方的 凸緣32，而以鋼板34作爲土壓承受部（土壓承受構件）。 -17- 201139790 鋼板34，是與鋼板椿主體1及Η型鋼33同樣的具有長型 的構造，且與Η型鋼33具有大致相同的長度。 此外，鋼板34之與長度方向正交的左右寬度，是設定 成與第1實施形態之寬度寬廣的凸緣23的左右寬度相同。 Η型鋼33之凸緣32的左右寬度，是與第1實施形態之Η 型鋼24的寬度窄之凸緣22同樣地，設定成比鋼板樁主體1 之腹板2的左右寬度稍短。 在將組合式鋼板樁壁36施工時，可將鋼板樁主體1、Η 型鋼33、鋼板34以一體的方式進行施工，將其等分別施工 亦可；將鋼板樁主體1施工，而另外將Η型鋼33和鋼板34 — 體地施工亦可；將鋼板樁主體1和Η型鋼33—體地施工，而 另外將鋼板34施工亦可。關於該等的施工，各構件的施工 順序可任意地決定。 第2實施形態之組合式鋼板樁壁3 6，可發揮與第1實施 形態的組合式鋼板樁壁26同樣的作用效果。此外，在第1 實施形態，作爲補強材不須使用Η型鋼24以外的構件，其 施工性較優異，但必須使用與一般的Η型鋼形狀不同之Η 型鋼24。相對於此’在第2實施形態，作爲補強材除了 η型 鋼3 3以外還必須用到鋼板3 4，但作爲Η型鋼3 3可使用一般 形狀者。 又在第2圖’雖是在鋼板樁主體丨之成爲山側的面上配 置Η型鋼33，但在鋼板樁主體1之成爲谷側的面上配置η型 鋼3 3時可縮小打入空間。 此外’關於Η型鋼33之另一方的凸緣32和鋼板34之接 -18- 201139790 合方法’例如可採用蓋頂（coping )、熔接、螺栓、鑽孔 螺栓之任一者，或是其等當中複數個的組合來進行。此外 ’ Η型鋼33和鋼板34，不須遍及大致全長進行接合，例如 僅將上端部或下端部接合亦可。此外，Η型鋼3 3和鋼板3 4 不進行接合亦可。又蓋頂是指，在鋼板樁式岸壁，以將鋼 板樁頭部覆蓋的方式鋪設混凝土，而藉由該混凝土將鋼板 樁土體1和Η型鋼33和鋼板34予以接合的狀態。 此外，該第2實施形態之組合式鋼板樁壁3 6之截面二 次力矩，可藉由將鋼板樁土體1、Η型鋼3 3及鋼板34各個的 截面二次力矩相加而求出。 接下來根據第3圖說明本發明的第3實施形態。 如第3圖所示，本例之組合式鋼板樁壁47係包含：與 第2實施形態同樣的鋼板樁主體1、與第2實施形態同樣的 作爲板樁接觸構件之Η型鋼33、以及作爲土壓承受部而取 代第2實施形態的鋼板之補強用鋼板樁42。本例之補強用 鋼板樁42，是由腹板43、凸緣44以及連接具45所構成之U 形鋼板樁。該凸緣44，是在腹板43的左右側緣，分別相對 於腹板43以呈傾斜且互相擴開的方式設置·，該連接具45， 是設置在凸緣44的前端部。又補強用鋼板樁42，由於不須 連接來使用，故將連接具45省略亦可。 在本例，作爲板樁接觸構件之Η型鋼33之與鋼板椿.主 體1接觸的一方凸緣32成爲板樁接觸部，與Η型鋼33之另一 方凸緣32接觸之補強用鋼板樁42成爲土壓承受部，Η型鋼 33之腹板35及與補強用鋼板樁42接觸之另一方凸緣32成爲 201139790 連接部。相較於作爲板樁接觸之Η型鋼33之一方凸緣32的 左右寬度，作爲土壓承受構件之補強用鋼板樁42的左右寬 度更寬。此外，相較於鋼板樁主體1之腹板2及補強用鋼板 樁42之腹板43的左右寬度，Η型鋼3 3的凸緣32的左右寬度 稍窄。此外，Η型鋼33的一對凸緣32當中之一方凸緣32是 與鋼板樁主體1的谷側接觸，另一方凸緣32是與補強用鋼 板樁42的谷側接觸。 第3實施形態之組合式鋼板椿壁47，是將第2實施形態 之組合式鋼板樁壁36之鋼板34取代成補強用鋼板樁42，可 藉由與第2實施形態同樣的方法構築成組合式鋼板樁壁47 ，此外，可獲得與第2實施形態之組合式鋼板樁壁36同樣 的作用效果。另外，補強用鋼板樁42的左右寬度，可設定 成與第1贲施形態之Η型鋼24之寬度寬廣的凸緣23之左右寬 度相同。 又作爲補強用鋼板樁42，除了 U形鋼板樁以外，也能 使用帽形鋼板樁、直線形鋼板椿等。 第4圖至第6圖係顯示第3實施形態的組合式鋼板椿壁 47的變形例。 第4圖所示的變形例之組合式鋼板樁壁5 2，是取代第3 實施形態之U形的補強用鋼板椿42而使用帽形的補強用鋼 板樁53，且省略補強角鋼板樁53當中的一連接具。除此以 外的構造是與第3實施形態具有相同的構造。 又補強用鋼板樁5 3，是與帽形的鋼板樁主體1大致相 同地，具備腹板54、凸緣55及臂部56，在一方的臂部56具 -20- 201139790 備連接具57，在另一方的臂部56則未設置連接具57。藉由 省略未使用於接合之連接具57當中的一個，可謀求成本降 低。此外，將兩方的連接具57都省略亦可。 第3圖所示的第3實施形態中，是在補強用鋼板樁42的 谷側讓Η型鋼33的凸緣32接觸，相對於此，第5圖所示的變 形例之組合式鋼板樁壁62，則是在補強用鋼板樁42的山側 讓Η型鋼33的凸緣32接觸，除此外是與第3實施形態具有相 同的構造。又基於空間效率的觀點，像第3圖所示的第3實 施形態那樣在補強用鋼板樁42的谷側讓Η型鋼3 3的凸緣3 2 接觸較佳。 第6圖所示的變形例之組合式鋼板樁壁72，是取代第3 實施形態之U形的補強用鋼板樁42，而與第4圖所示之補強 用鋼板樁5 3同樣地，使用省略一方的連接具之帽形的補強 用鋼板樁5 3，且在補強用鋼板樁5 3的山側讓Η型鋼3 3之凸 緣32接觸，除此外是與第3實施形態具有相同的構造。又 如上述般基於空間效率的觀點，較佳爲在補強用鋼板樁5 3 的谷側讓Η型鋼33接觸。 接下來，根據第7圖說明本發明的第4實施形態。 如第7圖所示，本例之組合式鋼板樁壁8 6係包含：與 第1實施形態同樣的鋼板樁主體1、與第2實施形態同樣的Η 型鋼3 3、以及作爲土壓承受部而取代第2實施形態的鋼板 34之補強用Η型鋼82。 第4實施形態之組合式鋼板樁壁86，可藉由與第2實施 形態同樣的方法構築成組合式鋼板樁壁8 6，此外，可獲得 -21 - 201139790 與第2實施形態之組合式鋼板樁壁36同樣的作用效果。另 外，Η型鋼82之腹板83的寬度，可設定成與第1實施形態之 Η型鋼24之寬度寬廣的凸緣23之左右寬度相同。 第8圖係顯示第7圖的組合式鋼板樁壁8 6的變形例。 第7圖的組合式鋼板樁壁8 6，是讓補強用Η型鋼8 2之腹 板83與Η型鋼33之另一方凸緣32接觸，以補強用Η型鋼82 之腹板8 3作爲土壓承受構件，相對於此，第8圖的組合式 鋼板樁壁96，是讓補強用Η型鋼92之一方凸緣94與Η型鋼 33之另一方凸緣32接觸，以補強用Η型鋼92之一方凸緣94 及另一方凸緣94作爲土壓承受構件。該補強用Η型鋼92， 是由腹板93和分別設於其兩端部之凸緣94所構成。 相較於作爲板樁接觸構件之Η型鋼33的凸緣32，作爲 土壓承受構件之補強用Η型鋼92之凸緣94更寬》在本變形 例也是，可獲得與上述第4實施形態同樣的作用效果。此 外，補強用Η型鋼92之凸緣94的寬度，可設定成與第1實施 形態之Η型鋼24之寬度寬廣的凸緣23之左右寬度相同。 此外，作爲鋼板樁主體，如以下所說明般，也能使用 U形的鋼板樁、Ζ形的鋼板樁。 接下來，根據第9圖說明本發明的第5實施形態。 如第9圖所示，本例之組合式鋼板樁壁64係包含：U形 的鋼板椿主體65、與第2實施形態同樣的一對凸緣32的寬 度互爲相等之一般形狀的Η型鋼3 3、以及作爲土壓承受構 件之鋼板34。又在本例中，鋼板樁主體是每隔一片進行補 強。 -22- 201139790 接下來’根據第1 0圖說明本發明的第6實施形態。 如第1 〇圖所示’本例之組合式鋼板樁壁6 7係包含：Ζ 形的鋼板樁主體6 8、與第2實施形態同樣的一對凸緣3 2的 寬度互爲相等之一般形狀的Η型鋼33、以及作爲土壓承受 構件之鋼板34。Η型鋼33的作爲板樁接觸部之凸緣32，是 在鄰接的鋼板樁主體68之連接具69a、69b的連接部與鋼板 捲主體68接觸。 接下來，根據第1 1圖說明本發明的第7實施形態。 如第1 1圖所示，本例之組合式鋼板樁壁7 1係包含：Z 形的鋼板樁主體68、與第2實施形態同樣的一對凸緣32的 寬度互爲相等之一般形狀的Η型鋼33、以及作爲土壓承受 構件之鋼板34。Η型鋼33的作爲板樁接觸部之凸緣32，是 在鄰接的鋼板樁主體68之連接具69a、69b的連接部透過間 隔件70與鋼板樁主體接觸。 如以上般，縱使在各種鋼板樁之土壓施加側（土壓變 高側）配置補強材，藉由在補強材設置具有寬廣的左右寬 度之土壓承受部（土壓承受構件），補強材可承受大的土 壓，而使鋼板樁和補強材的撓曲舉動大致相同，而能提高 組合式鋼板椿之截面二次力矩。此外，在圖示的實施形態 的例子，除了第9圖以外，是對所有的鋼板樁主體都進行 補強，但只要鋼板樁壁之截面性能可容許的話，例如將鋼 板樁主體每隔一片進行補強等，而不是對構成鋼板樁壁之 鋼板樁主體全部都進行補強亦可。 再者，關於土壓承受部（土壓承受構件）之較佳的左 -23- 201139790 右寬度（之下限値）’根據第〗2圖至第15圖來說明其算出 方法。 關於表示土塊內的任意面之應力狀態的基本表示’可 採用第12圖所示之「摩爾（Mohr)應力圓」。如第12(a) 圖所示般從上下左右有應力作用於土塊的情況’任意面AB 之主應力σ與剪切應力τ’是成爲第12(b)圖之摩爾應力圓 上的σ、τ値。第13圖所示的式（1)之直線’被稱爲摩爾 庫侖（Mohr-Coulomb)破壞基準，作用於土塊的應力變大 到與破壞基準線接觸時，土塊會發生破壞。又這時之第12 圖的破壞面角度Θ爲θ = 45° + φ/2。 [數3] t = c 4- c tan Φ ...(1) 其中，σ :主應力 τ :剪切應力 c : 土的黏著力 φ: 土的內部摩擦角 另一方面’在考慮本發明之組合式鋼板樁壁的情況， 對於第14圖之斜線所示的部分，如第15圖所示般在與板樁 壁垂直的方向取出長度dx而考慮力的平衡時，可成立下式 (2 )。 [數4] B(ah + d<7h)+2r0dx = Bah ... (2) 其中，ah:水平方向的土壓 τ〇:作用於斜線部之剪切應力 -24 - 201139790 B : 土壓承受構件之間隙寬度 在此，在式（2)的剪切應力τ〇中，若考慮是式（1) 所示的最大剪切應力作用著，可成立下式（3)，根據式 (2)及式（3)則可成立式（4)。 [數5] C〇 = c + <；vtan ^ ...(3) 其中，σν:錯直方向的土壓 c : 土的黏著力 Φ: 土的內部摩擦角 [數6] + =。 ...⑷ 其中，Κ。：錯直土壓σν與水平土壓ah的比値（ = σν/συ) 若χ = 〇之主要作用土壓（亦即施加於土壓承受部的土 壓）爲P〇，χ = Η時的土壓（亦即直接作用於鋼板樁主體之 土壓）成爲以下所示般。 [數7] (i) 時 ...⑴ (ii ) φ = 0 時 -25- . . . (6) 201139790 其中，K〇:鉛直土壓σν與水平土壓（Th的比値（ = σν/σΐι) Β〇 : Η型鋼配置節距 Β : 土壓承受部的間隙寬度 Η:土壓承受部的端部與鋼板樁主體之距離 Pa:作用於組合式鋼板樁壁之主要土壓強度 Φ: 土的內部摩擦角 C : 土的黏著力 根據式（5) 、（6)，爲了使土壓不致直接作用於鋼 板樁主體（亦即成爲CThs S0)之土壓承受部的左右寬度X 成爲式（7 ) 、（ 8 )。 [數8] (i ) 的情況 X ^ B〇 — 2Htan Φ • · * (7) (ii ) Φ = ο的情況 xiB。-& ...⑷ 其中，κ0:鉛直土壓C7v與水平土壓Oh的比値（ = σν/σΐι) B〇 : Η型鋼配置節距 Η: 土壓承受部的端部與鋼板樁主體之距離 -26- 201139790K〇ln 1 + (i i ) φ = 0 Case XSi Β0 —ρ-Η -11 201139790 #中’ Κ. : Ratio of vertical soil pressure σν to horizontal soil pressure σΐ1 ( = 〜/〇»«) B〇: Distance between the end of the section of the earth pressure receiving part and the steel sheet pile body in the Η steel: acting on the combined steel sheet pile The main earth pressure Φ of the wall: the internal friction angle of the soil e: the adhesion of the soil. The combined steel sheet pile wall according to Item 7 is the composite steel sheet pile wall according to claim 5, the soil The left and right widths X of the pressure receiving portion satisfy the condition of the following formula (c). [Number 2] B〇-2Htan^45· -|-)sX . . . (c) where:: Η steel arrangement pitch Η = distance between the end of the earth pressure receiving part and the steel sheet pile body Φ: the interior of the soil In the invention described in the claim 6 and the claim 7, the left and right widths of the earth pressure receiving portion satisfy the range indicated by the expression of each request item, even if the ends of the adjacent earth pressure receiving portions are Without contact or a part of them not overlapping, it is still possible to more reliably apply the earth pressure in such a manner that the reinforcing material and the steel sheet pile body can be flexed in the same manner. According to the present invention, when a combined steel sheet pile wall composed of a steel sheet pile main body and a reinforcing material for reinforcing the steel sheet or the like is used, the steel sheet pile main body and the reinforcing material are not fixed over substantially the entire length, and Reinforcing material -12- 201139790 It is placed on the soil pressure receiving side of the steel sheet pile wall or the relatively high earth pressure side, and the main part of the steel sheet pile body is not detached from the reinforcing material due to the soil pressure, and the composite steel sheet pile wall as the overlapping beam type can be lifted. Section rigidity. [Embodiment] Hereinafter, embodiments of the present invention will be described based on the drawings. Fig. 1 shows a first embodiment of the present invention. As shown in Fig. 1, the combined steel sheet pile wall 26 of the present embodiment includes a hat-shaped steel sheet pile main body 1 and a Η-shaped steel 24 which are similar to those of the prior art. The Η-shaped steel 24 functions as a reinforcing material for reinforcing the steel sheet pile main body 1. The pair of flanges 22 and 23»the steel sheet pile main body 1 having different left and right widths are provided with the web 2 as described above. The edge 3, the arm portion 4, and the connecting device 5 are connected to the adjacent steel sheet pile main body 1 through the connecting device 5. The Η-shaped steel 24 has flanges 23 having a right-left width (flange width) facing each other at both end portions of the web 25, and a flange 23 having a wider left-right width than the flange 22. The flange 22 having a narrow width has a width slightly smaller than the width of the left and right sides of the web 2 of the steel sheet pile main body 1, and becomes a sheet pile contact portion in contact with the web 2. In this example, the flange 22 having a narrow width is in contact with the web 2 on the surface of the steel sheet pile main body 1 which is on the valley side (concave side). Further, when the flange 22 having the narrow width is in contact with the web 2 on the mountain side (convex side) of the steel sheet pile main body 1, the left and right widths of the narrow flange 22 are larger than the left and right widths of the web 2 of the steel sheet pile main body 1. It can be wider. In addition, when the steel sheet pile wall 26 is constructed, the earth pressure (shown by an arrow in the figure) when the earth and stone is supported as the retaining wall is applied to the steel sheet pile main body 1 and the Η-shaped steel 24 is disposed side by side. The flange 23 having a wide width is disposed on the side away from the steel sheet pile main body 1 in a state where the flange 22 having a narrow width is in contact with the steel sheet pile main body 1. In other words, the flange 23 having a wide width is a soil pressure receiving portion that mainly receives the earth pressure in the Η-shaped steel 24 as the reinforcing material. Further, the web 25 of the Η-shaped steel 24 serves as a joint portion for connecting the flange 22 (the sheet pile contact portion) and the flange 23 (the earth pressure receiving portion). In the same manner as the normal steel sheet pile wall, the steel sheet pile main body 1 is embedded (injected, pressed, etc.) into the foundation so that the steel sheet pile main body 1 is connected by the connecting rod 5, and The steel sheet pile main body 1 is constructed by embedding a Η-shaped steel 24. Further, a plurality of steel sheet pile main bodies 1 are joined together, and on the same side of the steel sheet pile wall 26, the outer surface of the flange 22 having a narrow width of the Η-shaped steel 24 is in contact with the web 2 of each steel sheet pile main body 1. . When the combined steel sheet pile wall 26 is constructed, the steel sheet pile main body 1 and the Η-shaped steel 24 may be separately buried, or the steel sheet pile main body 1 and the Η-shaped steel 24 may be embedded in the body. In addition, after the one steel sheet pile main body 1 is buried, a Η-shaped steel 24 is buried, and the slab steel 24 may be buried in this manner; after the plurality of steel sheet pile main bodies 1 are buried, a plurality of Η-shaped steels 24 may be sequentially laid. The steel sheet pile main body 1 and the Η-shaped steel 24' are basically not joined, but one end portion may be joined or engaged with each other, and in particular, the steel sheet pile main body 1 and the Η-shaped steel body 24 are integrally driven into and pressed into the foundation. In other cases, the lower end sides of the steel sheet pile main body 1 and the Η-shaped steel 24 may be joined to each other. In the combined steel sheet pile wall 26, the steel sheet pile main body 1 is disposed on the soil pressure non-applied side (the relatively low earth pressure side), and the Η-shaped steel 24 is disposed on the earth pressure application side (the relatively high earth pressure side). For example, after the composite steel sheet pile wall 26 is constructed so as to be embedded near the upper end of the -14 to 397,970, the area side of one of the two areas of the foundation partitioned by the combined steel sheet pile wall 26 is to be In the case of excavation, the side of the area to be excavated is the side where the earth pressure is not applied, and the side where the area is not excavated becomes the earth pressure application side. In addition, after the upper part of the combined steel sheet pile wall 26 is exposed on the ground, the combined steel sheet pile wall is filled with earth and stone in one of the two areas that are separated, and the earth and stone are filled. One of the region sides is the earth pressure application side, and the other region side is the soil pressure application side. In this state, in the Η-shaped steel 24, the earth pressure mainly acts on the Η-shaped steel from the wide flange 23, and in the steel sheet pile main body 1, the earth pressure acts on the steel sheet pile main body from the adjacent Η-shaped steel 24 to each other. . In the Η-shaped steel 24, the earth pressure to be received is increased by increasing the width of the left and right flanges 23, and the steel sheet pile body 1 is shielded by the flange 23 having a wide left-right width, thereby reducing the earth pressure received. Here, if the width of the flange 23 is sufficiently wide and the earth pressure applied to the Η-shaped steel 24 is sufficiently high, the Η-shaped steel 24 is pressed against the steel sheet pile main body 1 by the earth pressure to maintain the steel sheet pile main body 1 and the Η-shaped steel 24 The state of contact 'and the bending behavior of the steel sheet pile main body 1 and the Η steel 24 are identical. If the width of the flange 23 is insufficient, the deformation of the slab steel 24 due to the earth pressure 'the deformation of the steel sheet pile body 1 caused by the earth pressure is larger', and the steel sheet pile body 1 and the H-shaped steel 24 are caused by the earth pressure. Separation causes the bending behavior of the steel sheet pile main body 1 and the Η-shaped steel 24 to be inconsistent, and thus the function of the overlapping beams cannot be exhibited. Therefore, the width of the flange 23 is set such that the deformation of the Η steel 24 caused by the earth pressure is not greater than the deformation of the steel sheet pile body 1 caused by the earth pressure. -15- 201139790 That is, the width of the flange 23 is set so as not to cause the steel sheet pile main body 1 to be separated from the Η-shaped steel 24 by the earth pressure. The width of the flange 23 is obtained by calculation or experiment based on the strength of the steel sheet body 1 and the Η steel 24 based on the shape, the size, the thickness, the material, and the like, the condition of the earth and stone constituting the foundation, and the like. Further, when the width of the adjacent flanges 23 exceeds the effective width of the steel sheet pile main body 1, the flanges 23 of the respective flanges are brought into contact with each other, and the rear side of the steel sheet pile main body 1 is completely covered. In this case, the soil pressure cannot be directly applied to the side of the steel sheet pile main body 1, and the steel sheet pile main body 1 is not detached from the Η-shaped steel 24. However, it is possible to use a steel material which is more than necessary, and therefore the width of the flange 23 having a wide width is preferably set to be equal to or less than the effective width of the steel sheet pile main body 1 and when the width of the flange 23 of the Η steel 24 is sufficiently wide. In a state in which the Η-shaped steel 24 is not fixed to the steel sheet pile main body 1 by welding or the like, even if the Η-shaped steel 24 is placed on the earth pressure application side or the relatively high earth pressure side with respect to the steel sheet pile main body 1, the steel sheet pile main body 1 does not remain. The deflection behavior of the Η steel 24 and the steel sheet pile body 1 can be made uniform without the Η steel 24. Thereby, in the combined steel sheet pile wall 26, the steel sheet pile main body 1 and the Η-shaped steel 24 can act as a superimposed beam to support the earth pressure, so that the earth pressure can be reduced compared to the steel sheet pile wall composed of the steel sheet pile main body 1. The amount of deformation caused. The secondary moment a of the section of the combined steel sheet pile wall 26 (indicating the extent to which the object relative to the bending moment is not easily deformed), when the steel sheet pile body 1 and the Η steel 24 are used as overlapping beams, the steel sheet pile body can be The secondary moment b of the section of 1 and the secondary moment c of the section of the Η-shaped steel 24 are added together. In the first embodiment, the Η-shaped steel 24 is disposed on the surface of the steel sheet pile main body 1 on the valley side, but the Η-shaped steel 24 may be disposed on the side of the mountain side ( Refer to Figure 2). When the Η-shaped steel 24 is disposed on the surface on the valley side of the steel sheet pile main body 1 , when the Η-shaped steel 24 is placed on the side of the mountain side, the connection direction (the horizontal direction) of the steel sheet pile main body 1 , that is, the combination type The length (thickness) of the direction in which the longitudinal direction of the steel sheet pile wall 26 is orthogonal to each other becomes long. Therefore, when the Η-shaped steel 24 is disposed on the side of the valley side, the driving space can be reduced. Next, a second embodiment of the present invention will be described based on Fig. 2 . As shown in Fig. 2, the combined steel sheet pile wall 36 of the present embodiment includes a hat-shaped steel sheet pile main body 1 having the same shape as that of the first embodiment, and a pair of flanges 32 having a general shape of the same shape. And a steel plate 34 as a soil pressure receiving member. Further, the steel plate 34 can also be used as a flat steel of a profile steel. In the second embodiment, the flange 32 which is one of the Η-shaped steel members 33 as the sheet pile contact member is in contact with the web 2 of the steel sheet pile main body 1, and the other flange 32 is wider than the flange 32. Steel plate 34 (as a soil pressure receiving member). According to this configuration, the one flange 32 of the Η-shaped steel 33 that is in contact with the steel sheet pile main body 1 serves as a sheet pile contact portion, and the steel sheet 34 serves as the earth pressure receiving portion, the web 35 of the Η-shaped steel, and the other side for mounting the steel sheet 34. The flange 32 serves as a connecting portion. That is, in the first embodiment, by making the widths of one of the flanges 22 and 23 of the Η-shaped steel 33 different from each other, the flange 2 2 having a narrow width is used as the sill contact portion, and the flange 2 having a wide width is used. 3 is a soil pressure receiving portion. In the second embodiment, the steel plate 34 having a width wider than the flange 32 is attached to the other flange 32, and the steel plate 34 is used as the earth pressure receiving portion (earth pressure receiving portion). member). -17- 201139790 The steel sheet 34 has a long structure similar to that of the steel sheet body 1 and the Η steel 33, and has substantially the same length as the Η steel 33. Further, the left and right widths of the steel plate 34 orthogonal to the longitudinal direction are set to be the same as the left and right widths of the flange 23 having a width wider than that of the first embodiment. The left and right widths of the flange 32 of the Η-shaped steel 33 are set to be slightly shorter than the left and right widths of the web 2 of the steel sheet pile main body 1 in the same manner as the flange 22 having the narrow width of the Η-shaped steel 24 of the first embodiment. When the combined steel sheet pile wall 36 is constructed, the steel sheet pile main body 1, the Η-shaped steel 33, and the steel sheet 34 may be integrally formed, and may be separately constructed; the steel sheet pile main body 1 may be constructed, and the concrete slab main body 1 may be constructed. The steel 33 and the steel plate 34 may be constructed in the same manner; the steel sheet pile main body 1 and the Η steel 33 may be integrally constructed, and the steel plate 34 may be additionally constructed. With regard to such construction, the construction order of each member can be arbitrarily determined. The combined steel sheet pile wall 3 of the second embodiment can exhibit the same operational effects as the combined steel sheet pile wall 26 of the first embodiment. Further, in the first embodiment, it is not necessary to use a member other than the Η-shaped steel 24 as the reinforcing member, and the workability is excellent, but it is necessary to use a Η-shaped steel 24 having a shape different from that of a general Η-shaped steel. In the second embodiment, the steel sheet 34 is used as the reinforcing material in addition to the n-type steel 3 3 , but a general shape can be used as the Η-shaped steel 3 3 . Further, in the second drawing, the Η-shaped steel 33 is disposed on the surface on the mountain side of the steel sheet pile main body. However, when the n-type steel 3 3 is placed on the surface of the steel sheet pile main body 1 on the valley side, the driving space can be reduced. Further, 'the flange 32 of the other side of the Η-shaped steel 33 and the steel plate 34 -18-201139790 combined method' may be, for example, any of a coping, a welding, a bolt, a drill bolt, or the like. A combination of a plurality of them is carried out. Further, the Η-shaped steel 33 and the steel sheet 34 do not have to be joined over substantially the entire length, and for example, only the upper end portion or the lower end portion may be joined. Further, the bismuth steel 3 3 and the steel plate 34 may not be joined. Further, the roof is placed in a state in which the steel sheet pile type wall is covered with the steel sheet pile head, and the steel sheet pile soil 1 and the Η steel 33 and the steel sheet 34 are joined by the concrete. Further, the secondary moment of the cross-section of the combined steel sheet pile wall 36 of the second embodiment can be obtained by adding the secondary moments of the respective sections of the steel sheet pile soil 1, the Η steel 3 3 and the steel sheet 34. Next, a third embodiment of the present invention will be described based on Fig. 3 . As shown in Fig. 3, the combined steel sheet pile wall 47 of the present embodiment includes a steel sheet pile main body 1 similar to that of the second embodiment, and a Η-shaped steel 33 as a sheet pile contact member similar to that of the second embodiment, and The soil pressure receiving portion is used instead of the steel sheet pile 42 for reinforcing the steel sheet according to the second embodiment. The reinforcing steel sheet pile 42 of this example is a U-shaped steel sheet pile composed of a web 43, a flange 44, and a joint 45. The flanges 44 are provided on the right and left side edges of the web 43 so as to be inclined with respect to the web 43 so as to be mutually expanded. The connecting member 45 is provided at the front end portion of the flange 44. Further, the reinforcing steel sheet pile 42 is used without being connected, so that the connecting rod 45 may be omitted. In this example, one of the flanges 32 of the Η-shaped steel 33 as the sheet pile contact member that is in contact with the steel sheet 椿. body 1 serves as a sheet pile contact portion, and the reinforcing steel sheet pile 42 which is in contact with the other flange 32 of the Η-shaped steel 33 becomes The earth pressure receiving portion, the web 35 of the Η-shaped steel 33, and the other flange 32 that is in contact with the reinforcing steel sheet pile 42 become the 201139790 connecting portion. The left and right widths of the reinforcing steel sheet pile 42 as the earth pressure receiving member are wider than the left and right widths of the one side flange 32 of the Η-shaped steel 33 which is the contact of the sheet pile. Further, the left and right widths of the flange 32 of the Η-shaped steel 3 3 are slightly narrower than the left and right widths of the web 2 of the steel sheet pile main body 1 and the web 43 of the reinforcing steel sheet pile 42. Further, one of the pair of flanges 32 of the Η-shaped steel 33 is in contact with the valley side of the steel sheet pile main body 1, and the other flange 32 is in contact with the valley side of the reinforcing steel sheet pile 42. In the combined steel sheet sill wall 47 of the third embodiment, the steel sheet 34 of the combined steel sheet pile wall 36 of the second embodiment is replaced with the steel sheet pile 42 for reinforcement, and the combination can be constructed in the same manner as in the second embodiment. The steel sheet pile wall 47 can obtain the same operational effects as the combined steel sheet pile wall 36 of the second embodiment. Further, the left and right widths of the reinforcing steel sheet piles 42 can be set to be the same as the left and right widths of the flanges 23 having a wide width of the Η-shaped steel 24 of the first embodiment. Further, as the reinforcing steel sheet pile 42, a hat-shaped steel sheet pile, a linear steel sheet, or the like can be used in addition to the U-shaped steel sheet pile. Fig. 4 to Fig. 6 show a modification of the split steel plate wall 47 of the third embodiment. The combined steel sheet pile wall 5 2 of the modified example shown in Fig. 4 is a cap-shaped reinforcing steel sheet pile 53 instead of the U-shaped reinforcing steel sheet 42 of the third embodiment, and the reinforcing angle steel sheet pile 53 is omitted. One of the connectors. The structure other than this has the same structure as that of the third embodiment. Further, the reinforcing steel sheet pile 5 3 is provided with a web 54, a flange 55, and an arm portion 56 substantially in the same manner as the hat-shaped steel sheet pile main body 1. The arm portion 56 has a coupling member 57 of -20-201139790. In the other arm portion 56, the connecting member 57 is not provided. By omitting one of the joints 57 that are not used for joining, cost reduction can be achieved. In addition, both of the connecting members 57 may be omitted. In the third embodiment shown in Fig. 3, the flange 32 of the Η-shaped steel 33 is brought into contact with the valley side of the reinforcing steel sheet pile 42, and the combined steel sheet pile wall of the modification shown in Fig. 5 is formed. In the case of 62, the flange 32 of the Η-shaped steel 33 is brought into contact with the mountain side of the reinforcing steel sheet pile 42, and the structure is the same as that of the third embodiment. Further, from the viewpoint of the space efficiency, it is preferable to contact the flange 3 2 of the Η-shaped steel 3 3 on the valley side of the reinforcing steel sheet pile 42 as in the third embodiment shown in Fig. 3 . The combined steel sheet pile wall 72 of the modification shown in Fig. 6 is used in the same manner as the reinforcing steel sheet pile 53 shown in Fig. 4, instead of the U-shaped reinforcing steel sheet pile 42 of the third embodiment. The hat-shaped reinforcing steel sheet piles 5 3 of one of the joints are omitted, and the flanges 32 of the Η-shaped steel 3 3 are brought into contact with the mountain side of the reinforcing steel sheet piles 5 3 , and have the same structure as the third embodiment. Further, as described above, it is preferable that the Η-shaped steel 33 is brought into contact with the valley side of the reinforcing steel sheet pile 5 3 from the viewpoint of space efficiency. Next, a fourth embodiment of the present invention will be described based on Fig. 7 . As shown in Fig. 7, the combined steel sheet pile wall 86 of the present embodiment includes the steel sheet pile main body 1 similar to that of the first embodiment, the Η-shaped steel 3 3 similar to the second embodiment, and the earth pressure receiving portion. Instead of the reinforcing steel 82 for reinforcing the steel sheet 34 of the second embodiment. The combined steel sheet pile wall 86 of the fourth embodiment can be constructed as a combined steel sheet pile wall 86 by the same method as the second embodiment, and a combined steel plate of the present invention can be obtained from 21 to 201139790 and the second embodiment. The same effect of the pile wall 36. Further, the width of the web 83 of the Η-shaped steel 82 can be set to be the same as the left-right width of the flange 23 having a wide width of the Η-shaped steel 24 of the first embodiment. Fig. 8 is a view showing a modification of the combined steel sheet pile wall 86 of Fig. 7. The combined steel sheet pile wall 86 of Fig. 7 is such that the web 83 of the reinforcing reinforced steel 8 2 is in contact with the other flange 32 of the Η-shaped steel 33, and the web 8 of the reinforced steel 82 is used as the earth pressure. In the composite steel sheet pile wall 96 of Fig. 8, the one side flange 94 of the reinforcing Η-shaped steel 92 is brought into contact with the other flange 32 of the Η-shaped steel 33 to reinforce one of the Η-shaped steels 92. The flange 94 and the other flange 94 serve as earth pressure receiving members. The reinforcing Η-shaped steel 92 is composed of a web 93 and flanges 94 provided at both end portions thereof. Compared with the flange 32 of the Η-shaped steel 33 as the sheet pile contact member, the flange 94 of the reinforced reinforced steel 92 as the earth pressure receiving member is wider. In the present modification, the same as in the fourth embodiment described above can be obtained. The effect of the effect. Further, the width of the flange 94 of the reinforcing Η-shaped steel 92 can be set to be the same as the left-right width of the flange 23 having a wide width of the Η-shaped steel 24 of the first embodiment. Further, as the steel sheet pile main body, as described below, a U-shaped steel sheet pile or a Ζ-shaped steel sheet pile can also be used. Next, a fifth embodiment of the present invention will be described based on Fig. 9. As shown in Fig. 9, the combined steel sheet pile wall 64 of the present embodiment includes a U-shaped steel sheet body 65 and a general shape of a pair of flanges 32 having the same width as that of the second embodiment. 3 3. And a steel plate 34 as a soil pressure receiving member. Also in this example, the main body of the steel sheet pile is reinforced every other piece. -22- 201139790 Next, a sixth embodiment of the present invention will be described based on Fig. 10 . As shown in Fig. 1, the combined steel sheet pile wall 6.7 of the present example includes a 钢板-shaped steel sheet pile main body 6.8, and the widths of the pair of flanges 3 2 similar to those of the second embodiment are equal to each other. The shape of the bismuth steel 33 and the steel plate 34 as the earth pressure receiving member. The flange 32 as the sheet pile contact portion of the Η-shaped steel 33 is in contact with the steel sheet winding main body 68 at the joint portion of the joints 69a and 69b of the adjacent steel sheet pile main body 68. Next, a seventh embodiment of the present invention will be described based on Fig. 1 . As shown in Fig. 1, the combined steel sheet pile wall 7 1 of the present embodiment includes a Z-shaped steel sheet pile main body 68 and a pair of flanges 32 having the same width as the second embodiment. A bismuth steel 33 and a steel plate 34 as a soil pressure receiving member. The flange 32 as the sheet pile contact portion of the Η-shaped steel 33 is in contact with the steel sheet pile main body through the spacer 70 at the joint portion of the joints 69a and 69b of the adjacent steel sheet pile main body 68. As described above, the reinforcing material is placed on the earth pressure application side (the earth pressure is high side) of the various steel sheet piles, and the earth pressure receiving portion (earth pressure receiving member) having a wide left and right width is provided in the reinforcing material, and the reinforcing material is provided. It can withstand large earth pressure, and the deflection behavior of the steel sheet pile and the reinforcing material is almost the same, and the secondary moment of the section of the combined steel plate can be improved. In addition, in the example of the embodiment shown in the figure, all the steel sheet pile main bodies are reinforced except for the ninth figure. However, as long as the cross-sectional performance of the steel sheet pile wall is acceptable, for example, the steel sheet pile main body is reinforced every other piece. It is also possible to reinforce all of the steel sheet pile bodies constituting the steel sheet pile wall. Further, the preferred left -23-201139790 right width (lower limit 値) of the earth pressure receiving portion (soil pressure receiving member) is described based on Fig. 2 to Fig. 15 . The "basic representation of the stress state of any surface in the clod" can be referred to as "Mohr stress circle" shown in Fig. 12. As shown in Fig. 12(a), the stress acts on the clods from the top, bottom, left, and right. 'The principal stress σ and the shear stress τ' of the arbitrary face AB are σ on the molar stress circle of the 12th (b) figure. τ値. The straight line of the formula (1) shown in Fig. 13 is called the Mohr-Coulomb failure criterion, and the stress acting on the clod becomes large, and the clod is broken when it comes into contact with the destruction reference line. At this time, the damage surface angle 第 of Fig. 12 is θ = 45° + φ/2. [Equation 3] t = c 4- c tan Φ (1) where σ : principal stress τ : shear stress c : adhesion of soil φ : internal friction angle of soil on the other hand 'considering the invention In the case of the combined steel sheet pile wall, as shown in Fig. 15, as shown in Fig. 15, when the length dx is taken out in the direction perpendicular to the sheet pile wall and the force balance is considered, the following formula can be established ( 2 ). [Equation 4] B(ah + d<7h)+2r0dx = Bah (2) where ah: earth pressure in the horizontal direction τ〇: shear stress acting on the oblique line-24 - 201139790 B : earth pressure Here, the gap width of the receiving member is such that, in the shear stress τ 式 of the formula (2), if the maximum shear stress expressed by the formula (1) is considered, the following formula (3) can be established, according to the formula (2) And equation (3) can be established (4). [Equation 5] C〇 = c + <;vtan ^ (3) where σν: earth pressure in the wrong direction c: adhesion of soil Φ: internal friction angle of soil [number 6] + =. ...(4) Among them, Κ. : The ratio of the wrong straight earth pressure σν to the horizontal earth pressure ah ( = σν/συ) If the main working earth pressure of χ = 〇 (that is, the earth pressure applied to the earth pressure receiving part) is P〇, χ = Η The earth pressure (that is, the earth pressure directly acting on the main body of the steel sheet pile) is as follows. [7] (i) When...(1) (ii) φ = 0 -25 - . . . (6) 201139790 where K〇: vertical earth pressure σν and horizontal earth pressure (Th ratio Th ( = σν /σΐι) Β〇: Η steel configuration pitch Β : gap width of earth pressure receiving part Η: distance between the end of earth pressure receiving part and steel sheet pile main body Pa: main earth pressure strength acting on the wall of composite steel sheet pile Φ : The internal friction angle of the soil C: The adhesion of the earth is based on the equations (5) and (6). In order to prevent the earth pressure from directly acting on the left and right widths X of the earth pressure receiving portion of the steel sheet pile body (that is, CThs S0) Equations (7) and (8) [8] The case of (i) X ^ B〇 - 2Htan Φ • · * (7) (ii) The case of Φ = ο xiB. -& (4) where Κ0: ratio of vertical earth pressure C7v to horizontal earth pressure Oh ( = σν/σΐι) B〇: Η steel arrangement pitch Η: distance between the end of earth pressure receiving part and steel sheet pile body -26- 201139790
Pa :作用於組合式鋼板樁壁之主要土壓強度 Φ : 土的內部摩擦角 C : 土的黏著力 根據以上說明，只要土壓承受部之左右寬度X在式（7 )、（8 )所示的範圍內，土壓就不致直接作用於鋼板樁 主體，而使鋼板樁主體和補強材的撓曲舉動一致，可視爲 重疊樑式的組合式鋼板樁。 再者，關於土壓承受部之較佳的左右寬度（的下限値 )，作爲其他的算出方法，可應用下述參考文獻1的想法 而使用第16圖來做說明。 〔參考文獻1:野本哲也、今泉繫良、阿部秀治、坪 井正行、二見智子，地基的局部下陷所造成之鋪設高密度 聚乙稀（HDPE) 土工膜（geomembrane)的延伸舉動評價 之模型實驗，土木學會論文集No.652/111-51,35-45,200.6 ] 在參考文獻1，對於鋪設於廢棄物處理場之土工膜， 提出產生地基的局部下陷時之拉伸應變的評價方法。在其 本文中，是假設下式（9)的砂層之滑動面，而算出土工 膜之應變（參照參考文獻1的第1圖及P.42的式（15))。 [數9]Pa : Main earth pressure Φ acting on the wall of the combined steel sheet pile Φ : Internal friction angle of soil C : Adhesive force of soil According to the above description, as long as the width X of the earth pressure receiving portion is in the equations (7) and (8) In the range shown, the soil pressure does not directly act on the main body of the steel sheet pile, and the deflection behavior of the main body of the steel sheet pile and the reinforcing material are identical, and can be regarded as a composite steel sheet pile of overlapping beams. Further, the preferred left and right widths (lower limit 値) of the earth pressure receiving portion can be applied as the other calculation method using the following reference 1 and will be described using Fig. 16. [Reference 1: Nomoto Tetsuya, Izumi Izumi, Abe Shoji, Ikei Masahiro, Iwami Tomoko, model experiment of the extension behavior evaluation of high-density polyethylene (HDPE) geomembrane caused by local subsidence of the foundation, Proceedings of the Society of Civil Engineering No.652/111-51, 35-45, 200.6] In Reference 1, for the geomembrane laid in the waste disposal site, a method for evaluating the tensile strain at the time of local subsidence of the foundation is proposed. In this paper, the sliding surface of the sand layer of the following formula (9) is assumed, and the strain of the geomembrane is calculated (refer to the first figure of Reference 1 and the formula (15) of P.42). [Number 9]
• . · (9) 將該想法運用於水平方向而考慮作用於鋼板樁壁之土 -27- 201139790 壓。如第16圖所示，從土壓承受部以式（9)的角度α延伸 的線，只要符合在到達鋼板樁主體之前交叉的條件，即可 構成讓土壓直接作用於鋼板樁主體而使其以從補強材脫離 的方式產生變形的條件。因此，只要土壓承受部的左右寬 度符合下式（10)，就不會讓土壓直接作用於鋼板樁主體 而使其以從補強材脫離的方式產生變形。 [數 10] B〇 - 2Htan (45° 4) <χ • · · (ίο) 其中，Bq : Η型鋼配置節距 Η : 土壓承受部的端部與鋼板樁主體之距離 Φ: 土的內部摩擦角 從以上的說明可知，即使土壓承受部的左右寬度位在 式（10)所示的範圍內，仍不致讓土壓直接作用於板樁， 而使鋼板樁主體和補強材的撓曲舉動一致，可視爲重疊樑 式的組合式鋼板樁》 【圖式簡單說明】 第1圖係顯示本發明的第1實施形態之組合式鋼板樁壁 的俯視圖。 第2圖係顯示本發明的第2實施形態之組合式鋼板樁壁 的俯視圖。 第3圖係顯示本發明的第3實施形態之組合式鋼板樁壁 -28- 201139790 的俯視圖。 第4圖係顯示第3實施形態的變形例之組合式鋼板樁壁 的俯視圖。 第5圖係顯示第3實施形態的另一變形例之組合式鋼板 樁壁的俯視圖。 第6圖係顯示第3實施形態的其他變形例之組合式鋼板 樁壁的俯視圖。 第7圖係顯示本發明的第4實施形態之組合式鋼板樁壁 的俯視圖。 第8圖係顯示第4實施形態的變形例之組合式鋼板樁壁 的俯視圖。 第9圖係顯示本發明的第5實施形態之組合式鋼板樁壁 的俯視圖。 第1 0圖係顯示本發明的第6實施形態之組合式鋼板樁 壁的俯視圖。 第1 1圖係顯示本發明的第7實施形態之組合式鋼板樁 壁的俯視圖。 第12圖係土壓承受部的較佳寬度的算出方法之說明圖 〇 第13圖係土壓承受部的較佳寬度的算出方法之說明圖 〇 第14圖係土壓承受部的較佳寬度的算出方法之說明圖 〇 第15圖係土壓承受部的較佳寬度的算出方法之說明圖 -29- 201139790 第16圖係土壓承受部的較佳寬度的其他算出方法之說 明圖。 第17圖係顯示習知的組合式鋼板樁之立體圖。 第1 8 ( a )( b )圖係用來說明習知的組合式鋼板樁壁 和重疊樑式的組合式鋼板樁壁的作用。 第19圖係顯示習知的重疊樑式的組合式鋼板樁壁（一 部分）之立體圖。 第20圖係顯示習知的重疊樑式的組合式鋼板樁的俯視 圖。 【主要元件符號說明】 1 :鋼板樁主體 22 :凸緣（板樁接觸部） 23:凸緣（土壓承受部） 24 : Η型鋼（補強材、型鋼） 25 :腹板（連接部） 26 :組合式鋼板樁壁 3 2 :凸緣（板樁接觸部、連接部） 3 3 : Η型鋼（型鋼、板樁接觸構件） 3 4 :鋼板（土壓承受構件） 3 5 :腹板（連接部） 3 6 :組合式鋼板樁壁 42 :補強用鋼板樁（土壓承受構件） -30- 201139790 47 :組合式鋼板樁壁 52 :組合式鋼板樁壁 5 3 :補強用鋼板樁（土壓承受構件） 62 :組合式鋼板樁壁 72 :組合式鋼板樁壁 82 :補強用Η型鋼（土壓承受構件） 8 3 :腹板（土壓承受部） 8 6 :組合式鋼板樁壁 92 :補強用Η型鋼（土壓承受構件） 94 :凸緣（土壓承受部） 96 :組合式鋼板樁壁 -31 -• (9) Apply the idea to the horizontal direction and consider the soil acting on the steel sheet pile wall -27- 201139790. As shown in Fig. 16, the line extending from the earth pressure receiving portion at the angle α of the formula (9) can be configured to directly act on the steel sheet pile main body as long as it meets the condition of crossing before reaching the steel sheet pile main body. It produces a condition of deformation in such a manner as to be detached from the reinforcing material. Therefore, as long as the right and left widths of the earth pressure receiving portion conform to the following formula (10), the earth pressure is not directly applied to the steel sheet pile main body to be deformed so as to be detached from the reinforcing material. [Number 10] B〇-2Htan (45° 4) <χ • · · (ίο) where Bq : Η steel configuration pitch Η : distance between the end of the earth pressure receiving part and the steel sheet pile body Φ: earth From the above description, it can be seen that even if the left and right widths of the earth pressure receiving portion are within the range shown by the formula (10), the soil pressure is not directly applied to the sheet pile, and the steel sheet pile main body and the reinforcing material are scratched. The combination of the curved beam and the overlapping steel plate pile can be regarded as a superimposed beam type. [Fig. 1 is a plan view showing the wall of the combined steel sheet pile according to the first embodiment of the present invention. Fig. 2 is a plan view showing a wall of a combined steel sheet pile according to a second embodiment of the present invention. Fig. 3 is a plan view showing a combined steel sheet pile wall -28-201139790 according to a third embodiment of the present invention. Fig. 4 is a plan view showing a wall of a combined steel sheet pile according to a modification of the third embodiment. Fig. 5 is a plan view showing a combined steel sheet pile wall according to another modification of the third embodiment. Fig. 6 is a plan view showing a combined steel sheet pile wall according to another modification of the third embodiment. Fig. 7 is a plan view showing a wall of a combined steel sheet pile according to a fourth embodiment of the present invention. Fig. 8 is a plan view showing a wall of a combined steel sheet pile according to a modification of the fourth embodiment. Fig. 9 is a plan view showing a wall of a combined steel sheet pile according to a fifth embodiment of the present invention. Fig. 10 is a plan view showing a wall of a combined steel sheet pile according to a sixth embodiment of the present invention. Fig. 1 is a plan view showing a wall of a combined steel sheet pile according to a seventh embodiment of the present invention. Fig. 12 is a view for explaining a method for calculating a preferred width of the earth pressure receiving portion. Fig. 13 is a view for explaining a method for calculating a preferred width of the earth pressure receiving portion. Fig. 14 is a preferred width of the earth pressure receiving portion. Description of the calculation method Fig. 15 is a diagram for explaining a method of calculating the preferred width of the earth pressure receiving portion. Fig. -29-201139790 Fig. 16 is an explanatory view showing another method of calculating the preferred width of the earth pressure receiving portion. Figure 17 is a perspective view showing a conventional combined steel sheet pile. The 1 8 ( a ) ( b ) diagram is used to illustrate the effect of the conventional combined steel sheet pile wall and overlapping beam type combined steel sheet pile wall. Figure 19 is a perspective view showing a conventional overlapped beam type combined steel sheet pile wall (part). Figure 20 is a plan view showing a conventional overlapping beam type combined steel sheet pile. [Description of main component symbols] 1 : Steel sheet pile main body 22 : Flange (sheet pile contact part) 23 : Flange (earth pressure receiving part) 24 : Η section steel (reinforcing material, section steel) 25 : web (connection part) 26 : Combined steel sheet pile wall 3 2 : Flange (sheet pile contact part, joint part) 3 3 : Η-shaped steel (section steel, sheet pile contact member) 3 4 : Steel plate (earth pressure receiving member) 3 5 : web (connection 3) : Combined steel sheet pile wall 42 : Steel sheet pile for reinforcement (earth pressure bearing member) -30- 201139790 47 : Combined steel sheet pile wall 52 : Combined steel sheet pile wall 5 3 : Steel sheet pile for reinforcement (earth pressure) Bearing member) 62 : Combined steel sheet pile wall 72 : Combined steel sheet pile wall 82 : Reinforced concrete steel (earth pressure receiving member) 8 3 : Web (earth pressure receiving unit) 8 6 : Combined steel sheet pile wall 92 : Reinforced Η steel (earth pressure bearing member) 94 : Flange (earth pressure receiving part) 96 : Combined steel sheet pile wall -31 -