1271465 玖、發明說明： 【發明所屬之技術領域】 本發明係關於可應用於土木、建築領域的型鋼及使用該 型鋼之壁體。 【先前技術】 鋼·混凝土合成構造，具有例如在Η型鋼的表面設置突 起，在該Η型鋼的周圍附著混凝土者。在如此之附設突起 的Η型鋼中，已知在凸緣内面設置突起者（例如，日本專利 特公平1 _ 5 5 0 4 2號公報）。 另一方面，將_型鋼用作為芯材的壁體，如圖27所示， 具有使用Η型鋼101的SRC壁體。該圖27所示壁體係具有 在混凝土 1 0 3的兩側對於壁體沿橫方向敷設的橫鋼筋 1 0 4 ;及與橫‘鋼筋1 0 4交叉而對於壁體沿縱方向敷設的主鋼 筋105;並於壁體的中央部配置Η型鋼101。 在該壁體中，混凝土 1 0 3、橫鋼筋1 0 4及主鋼筋1 0 5成 為一體而構成鋼·混凝土構造，但未謀求Η型鋼1 0 1與混 凝土 1 0 3的附著不會脫落的Η型鋼1 0 1與混凝土 1 0 3的一 體化。 【發明内容】 在上述專利文獻1中，為增加與混凝土的結合力，僅有 最好在Η型鋼之内面設置突起的記載，但對最好設置怎樣 的突起及如何配置，以提高混凝土的附著力，並無任何揭 示。實際上，根據發明者的研究已知即便在型鋼表面内設 置突起，因該突起的大小及配置仍有無法獲得充分的附著 6 312/發明說明書(補件)/93-05/93107251 1271465 力的情況。 在此，本發明之第1目的在於，獲得一種藉由特定突起 的大小及配置而使得與混凝土的附著力優良的型鋼。 另外，在圖2 7所示壁體中，係在橫鋼筋1 0 4及主鋼筋 1 0 5與混凝土 1 0 3之間，構成鋼·混凝土合成構造，其主 要在橫鋼筋1 0 4及主鋼筋1 0 5周圍配置一定量的混凝土 1 0 3。因此，圖2 7中所示之B 1 0的距離有成為一定量的必 要，其結果將有壁體的厚度A1 0增大的問題。 近年來，在土木及建築領域中，為擴大可有效利用的面 積，有朝將地下壁及建築物的構造壁減薄的方向發展的趨 勢，但是，在如圖2 7所示壁體中，要維持壁體的耐力同時 又能減薄壁厚有困難。 在此，本發明之第2目的在於，獲得一種可將.壁厚減薄 的壁體。 (1 )為增加與型鋼的附著力，本發明之型鋼係於内面側 具有複數突起，其特徵為：垂直於形成上述突起的型鋼面 剖面上之該突起的上邊寬度b2、突起高度h、突起間距P 滿足下式。Ρ/hSlO、且、P/b2^4 以下，說明上式的根據。首先，針對設為P / h S 1 0的根 據進行說明，其次，說明作為P / b 2 g 4的根據。 (A ) P / h S 1 0的根據 圖18(a)及圖18(b)顯示垂直於形成突起的型鋼面的突 起剖面的一例，圖1 8 ( a )顯示梯形剖面的突起，圖1 8 ( b ) 顯示矩形剖面的突起。 312/發明說明書(補件)/93-05/93107251 1271465 在鋼·混凝土構造中，要實現高耐力、高剛性化所必不 可缺的事項，係使兩者一體化，獲得由鋼與混凝土來均衡 地負擔外力作用的構造。鋼·混凝土的一體化係指在鋼與 混凝土之間可進行應力交換的構造的意思，因此在鋼與混 凝土之間具有充分的附著力（性能顯得有必要。 上述附設突起之型鋼與混凝土的附著力，係藉由形成於 型鋼内面的突起與混凝土的咬合而產生，其係依賴於混凝 土的支壓破壞r i或剪斷破壞7： 2。在此，支壓破壞r !係指 藉由突起前面的混凝土的支壓破壞所決定的剪斷強度，剪 斷破壞r 2係指藉由突起與混凝土交界面的剪斷破壞所決 定的剪斷強度。 若由一般的示範式來表示支壓破壞r I及剪斷破壞r 2 時，其成為下式。 hx Lx ac h x ac /1λ r, =-L =...............................(I)1271465 发明, DESCRIPTION OF THE INVENTION: TECHNICAL FIELD The present invention relates to a profile steel that can be applied to the civil engineering and construction fields and a wall body using the same. [Prior Art] A steel/concrete composite structure has, for example, a protrusion provided on the surface of a Η-shaped steel, and a concrete is attached around the Η-shaped steel. In the Η-shaped steel in which the projections are attached, it is known that a projection is provided on the inner surface of the flange (for example, Japanese Patent Laid-Open Publication No. Hei. No. Hei. On the other hand, a wall body using _ steel as a core material has an SRC wall body using a Η-shaped steel 101 as shown in Fig. 27 . The wall system shown in FIG. 27 has a transverse reinforcing bar 1 0 4 which is laid in the lateral direction on the sides of the concrete 1 0 3 ; and a main reinforcing bar which is laid in the longitudinal direction with respect to the transverse 'reinforcing bar 1 0 4 105; and the Η-shaped steel 101 is disposed at the central portion of the wall body. In the wall body, the concrete 1 0 3 , the transverse reinforcing bar 104 and the main reinforcing bar 1 0 5 are integrated to form a steel/concrete structure, but the adhesion of the Η1 1 1 and the concrete 1 0 3 does not fall off. The integration of Η1100 1 and concrete 1 0 3 SUMMARY OF THE INVENTION In the above Patent Document 1, in order to increase the bonding force with concrete, it is preferable to provide a projection on the inner surface of the Η-shaped steel. However, it is preferable to provide a projection and how to arrange it so as to improve the adhesion of concrete. There is no disclosure of force. In fact, according to research by the inventors, it is known that even if a protrusion is provided in the surface of the steel, sufficient adhesion cannot be obtained due to the size and arrangement of the protrusion. 6 312 / invention specification (supplement) / 93-05/93107251 1271465 force Happening. Here, a first object of the present invention is to obtain a steel which is excellent in adhesion to concrete by the size and arrangement of specific projections. In addition, in the wall body shown in Fig. 27, between the horizontal reinforcing bar 104 and the main reinforcing bar 1 0 5 and the concrete 1 0 3, a steel-concrete composite structure is formed, which is mainly in the horizontal reinforcing bar 104 and the main A certain amount of concrete 1 0 3 is placed around the steel bar 1 0 5 . Therefore, the distance of B 1 0 shown in Fig. 27 is necessary to be a certain amount, and as a result, there is a problem that the thickness A1 0 of the wall body is increased. In recent years, in the field of civil engineering and construction, in order to expand the area that can be effectively utilized, there is a tendency to develop the wall of the underground wall and the structural wall of the building. However, in the wall body as shown in Fig. 27, It is difficult to maintain the endurance of the wall while reducing the wall thickness. Here, a second object of the present invention is to obtain a wall body which can reduce the wall thickness. (1) In order to increase the adhesion to the steel, the steel of the present invention has a plurality of protrusions on the inner surface side, and is characterized by: a width b2 of the upper side of the protrusion perpendicular to the cross section of the profile forming the protrusion, and a protrusion height h, a protrusion The pitch P satisfies the following formula. Ρ/hSlO, and P/b2^4 Hereinafter, the basis of the above formula will be described. First, the description will be made on the basis of P / h S 1 0 , and the basis of P / b 2 g 4 will be described next. (A) P / h S 1 0 shows an example of a cross section perpendicular to the profiled steel surface forming the protrusion according to Figs. 18(a) and 18(b), and Fig. 18 (a) shows a protrusion of a trapezoidal cross section, Fig. 1 8 ( b ) A protrusion showing a rectangular section. 312/Invention Manual (Repair)/93-05/93107251 1271465 In the steel and concrete structure, it is indispensable to achieve high endurance and high rigidity, and the two are integrated to obtain steel and concrete. A structure that balances the external force. The integration of steel and concrete means the structure of stress exchange between steel and concrete, so there is sufficient adhesion between steel and concrete (performance appears to be necessary. Attachment of the above-mentioned profiled steel to concrete) The force is generated by the engagement of the protrusion formed on the inner surface of the section steel with the concrete, which depends on the pressure of the concrete to break the ri or the shear failure 7: 2. Here, the pressure breakdown r! refers to the front of the protrusion The shear strength determined by the compression failure of the concrete, and the shear failure r 2 is the shear strength determined by the shear failure of the joint between the protrusion and the concrete. If the general formula indicates the pressure damage r When I and shear destroy r 2 , it becomes the following formula: hx Lx ac hx ac /1λ r, =-L =....................... ........(I)
1 PxL P 其中， P :突起間距 h :突起高度 L :突起長度（從突起的根部至突起的前端的距離） σ。：混凝土的一軸壓縮強度 r c :混凝土的剪斷強度 如上述，附著力係依賴於Γ I及7： 2，但因為7： I及1： 2中 8 312/發明說明書(補件)/93-05/93107251 1271465 數值小者成為對鋼材與混凝土間的附著強度的瓶頸，因此 其成為鋼材與混凝土間的附者應力度Γ m a X。據此’為檢δ寸 增加附著強度用的條件，有求取附著應力度1： max的必要。 為求取附著應力度r max，有比較τ i、τ 2的必要，為此 作如下的假定。 (假定1 ) 作為建築材料通常所使用的混凝土的一軸壓縮強度σ c 與剪斷強度r。的關係，假定為下式（也近似於設計基準 等）。 τ c = 0 . lx a c -------------------(3) 若以上述假定為基準顯示τ !、τ 2與P/h的關係，則成 為圖1 9。兩破壞形式中較小的數值成為鋼·混凝土間的附 著應力度τ m a X，但是，從上述曲線顯示大約以P / h = 1 0為 境界，在此以下的區域内，混凝土破壞成為剪斷破壞形式 (依賴於r 2)，而對7： max無大的變化，相對於此，若成為 此以上時，混凝土破壞成為支壓破壞形式（依賴於r !)，r max的下降變得顯著。因此，為確保大的附著力，最好使混 凝土破壞形成在剪斷破壞形式的區域。 在此，在考慮到混凝土的一軸壓縮強度σ e與剪斷強度 r c的關係誤差的基礎上，作為可獲得穩定的附著應力度 r max的突起間距，其條件是滿足下式。 P/h^ 10 -----------(4) (B ) P / b 2 g 4的根據 鋼·混凝土間的剪斷破壞，主要在混凝土與突起上邊b2 9 312/發明說明書(補件)/93-05/93107251 1271465 的交界線上（參照圖2 Ο )所產生。一般而言，處於上述交界 線上的混凝土的佔據比例越大（亦即，上邊b 2的佔據比例 越小），其剪斷強度越是上升。 突起間距P與突起上邊寬度b2的比，所波及鋼·混凝土 間的剪斷強度7： 2的影響，可由下式評價。 τ 2=(P- b2)/ P · r c -------------(5) t: c :混凝土的剪斷強度 (5 )式係表現考慮到依突起上邊寬度b 2量的混凝土剪斷 破壞面長度損失的強度下降的剪斷強度τ 2者，將於混凝 土剪斷強度r e乘上剪斷破壞面長度損失率（Ρ — b2)/P者表 示為r 2。 若將（5)式之向左邊移動，則成為7：2/7：(：=(?— b 2)/ Ρ，將該關係曲線化者便成為圖2 1。根據圖2 1可知在 P/b2未滿4的區域，剪斷強度τ 2急遽下降。 另外，圖2 2顯示r 2 / r c的增分變化率（一階微分）與P / b 2 的關係。根據圖2 2可知在P / b 2為4以上的區域，增分變 化率飽和。 根據上述情況，為維持穩定的附著應力度的突起間距P 與突起上邊寬度b 2的關係有必要滿足下式。 P/b2 ^ 4 -------------(6) (2 )本發明之型鋼係於内面侧具有複數突起，其特徵 為：垂直於形成上述突起的型鋼面剖面上之該突起的上邊 寬度b2、突起高度h、突起間距P滿足下式。2mm $ h $ 50mm、 且、4b2 S P S 1 Oh 10 312/發明說明書(補件)/93-05/93107251 1271465 將突起高度h設在上述範圍的理由如下。 若突起高度較2mm小時，在如地下壁體般進行水中混凝 土打設的情況，藉由被稱為黏泥（s 1 i m e )的雜質對突起的附 著或突起的腐蝕等，要確保與混凝土的附著變得困難，因 此將2mm設為下限。 另一方面，若突起高度超過50mm時，成為灌注導管插 入時或拔起時的障礙之擔憂大為提高，因此將5 0 mm設為上 限。 但是，在軋製的情況，最好將突起高度的上限設為5mm。 這是因由軋製形成’ 5mm以上的突起高度的情況，過大的軋 製荷重成為必要，而並不經濟的原因。另外，在藉由棒鋼、 角材等的焊接安裝突起的情況，最好將突起高度的下限設 為9mm。這是因為若突起高度小於9mm時，焊接安裝作業 複雜且安裝數量變多而並不現實的原因。 又，規定突起間距P的範圍的4b2 S P S 1 Oh，若將此分 解成2個數式進行整理時，成為Ρ/hSlO且P/b2^4。於 是，該關係所規定的根據係如上述（1 )之說明。 (3 )本發明之型鋼係於内面側具有複數突起，其特徵 為：垂直於形成上述突起的型鋼面剖面上的該突起之下邊 寬度bi、突起高度h \突起間距P滿足下式。2mmShS50mm、 且、41m S P S 1 Oh 上述關係中，設為4 b! S P的理由如下。若考慮突起強 度，突起上邊寬度b2與突起下邊寬度13!的關係最好設為1 S b! / b 2。若如此設定的話，b! / b 2的下限值成為1。在此可 11 312/發明說明書(補件)/93-05/93107251 1271465 使用突起下邊寬度b!來取代上述（2)之4b2$P的突起 寬度b2，將上述（2)之突起上邊寬度b2取代為突起下 度bi者，即為4biSP。 又，在突起剖面為圖1 8 ( b )所示矩形的情況，成為 b 2 = b 1 = b ° 另外，突起係可由軋製等所形成，但在該情況其剖 狀等不一定要為圖1 8 ( a )、圖1 8 ( b )所示理想的梯形i 形。例如，如圖2 3所示突起，在隨向著前端方向其高 低的形成彎曲的略三角形的情況，根據情況其剖面形 有差異。 在如此之情況，只要設計代表值進行評價，而可適 述（1 )〜（3 )所示本發明的條件式即可。例如，在圖2 3 例子中，只要設計如下的代表值即可（參照圖2 4 )。 (A )突起高度h :從突起根部（腹側）至1 / 2 L地點的 值（L :突起長度（從突起根部至突起前端的距離）） (B )突起寬度b 1 :從突起根部（腹側）至1 / 2 L地點的 的值 (C )突起寬度b 2 :從突起根部（腹側）至1 / 2 L地點的 的值 (D )突起間距P :從突起根部（腹側）至1 / 2 L地點的 (寬度方向）中央位置間的距離 又，由從突起根部（腹側）至1 / 2 L地點的下邊的值」 價突起高度h，是因為在該地點混凝土與鋼材的有效 面積（突起侧面的投影面積）為四方形狀的情況變得相 W2/發明說明書(補件)/93_〇5/931〇7251 上邊 邊寬 面形 免矩 度變 狀也 合上 所示 南度 下邊 上邊 突起 良評 支壓 等的 12 混凝土的支壓破壞 1271465 原因。 另外，關於突起寬度bl、b2及突起間距P，是因為 突起根部（腹側）至1 / 2 L地點，混凝土與鋼材的有效混 剪斷長度（鄰接之突起間的混凝土的長度）為四方形狀 況變得相等的原因。 (4 )本發明之型鋼，係為使腹面相互面對，於壁體-方向複數設立，且用作為鋼·混凝土壁體的構造材的 的型鋼，其特徵為：在凸緣内面側具有複數突起，同 垂直於形成上述突起的Η型鋼面剖面上之該突起的上 度b2、突起高度h、突起間距Ρ滿足下式。P/hS40、 P / b 2 ^ 4 上式數值限定中設為P / b 2 - 4的根據，係如上述（1 : 明。以下，針對設為P / h S 4 0的根據進行說明。 依據Η型鋼的突起的鋼-混凝土間的附著應力度τ 係以混凝土支壓破壞形式時的強度（r !)及混凝土剪_ 壞形式時的強度（r ‘2 )的比較，而定義為兩者中數值 若由一般的示範式來表示ri及7：2時，其如前述成 式。1 PxL P where P: protrusion pitch h: protrusion height L: protrusion length (distance from the root of the protrusion to the tip end of the protrusion) σ. : One-axis compressive strength of concrete rc: The shear strength of concrete is as described above, and the adhesion is dependent on Γ I and 7: 2, but because 7: I and 1: 2 of 8 312 / invention manual (supplement) / 93- 05/93107251 1271465 The smaller value becomes the bottleneck of the adhesion strength between steel and concrete, so it becomes the stress degree Γ ma X between steel and concrete. According to this, it is necessary to obtain the adhesion stress of 1: max for the condition for increasing the adhesion strength by δ inch. In order to obtain the adhesion stress r max , it is necessary to compare τ i and τ 2 , and the following assumptions are made for this. (Hypothesis 1) The axial compressive strength σ c and the shear strength r of the concrete generally used as building materials. The relationship is assumed to be of the following formula (also approximated to the design basis, etc.). τ c = 0 . lx ac -------------------(3) If the relationship between τ !, τ 2 and P/h is displayed based on the above assumption, Figure 19. The smaller of the two failure modes becomes the adhesion stress τ ma X between steel and concrete, but from the above curve, it is shown that P / h = 1 0 is the boundary, and in the following areas, the concrete is broken into shears. The form of failure (depending on r 2) does not change much with respect to 7: max. On the other hand, when it is more than this, concrete failure becomes a form of partial pressure failure (depending on r !), and the decrease in r max becomes remarkable. . Therefore, in order to secure a large adhesion, it is preferable to cause the concrete to be broken into a region in the form of shear failure. Here, in consideration of the error in the relationship between the one-axis compressive strength σ e of the concrete and the shear strength r c , the protrusion pitch at which the stable adhesion stress r max can be obtained satisfies the following equation. P/h^ 10 -----------(4) (B) P / b 2 g 4 according to the shear failure between steel and concrete, mainly on the concrete and the protrusion b2 9 312 / invention The specification (supplement)/93-05/93107251 1271465 is generated on the boundary line (refer to Figure 2 Ο). In general, the greater the proportion of concrete on the above-mentioned boundary line (i.e., the smaller the proportion of the upper side b 2 ), the higher the shear strength. The ratio of the protrusion pitch P to the upper edge width b2 of the protrusion and the influence of the shear strength 7:2 between the steel and the concrete can be evaluated by the following formula. τ 2=(P- b2)/ P · rc -------------(5) t: c : shear strength of concrete (5) The performance of the system is considered to depend on the width of the upper edge of the protrusion b The shear strength τ 2 of the strength loss of the length loss of the concrete shearing failure surface is 2, and the concrete shear strength re is multiplied by the shear failure surface length loss rate (Ρ - b2) / P is expressed as r 2 . If the formula (5) is shifted to the left, it becomes 7:2/7: (:=(?- b 2)/ Ρ, and the relationship curve becomes the graph 2 1. According to Fig. 21, it can be seen that in P In the region where /b2 is less than 4, the shearing strength τ 2 drops sharply. In addition, Fig. 2 shows the relationship between the rate of change of the fractional change (first-order differential) of r 2 / rc and P / b 2 . In the case where P / b 2 is 4 or more, the rate of change of the addition is saturated. According to the above, it is necessary to satisfy the following equation in order to maintain the relationship between the protrusion pitch P of the stable adhesion stress and the width b 2 of the protrusion. P/b2 ^ 4 - (6) (2) The profile steel of the present invention has a plurality of protrusions on the inner surface side, and is characterized by being perpendicular to the upper side of the protrusion on the section of the profile steel surface forming the protrusion The width b2, the protrusion height h, and the protrusion pitch P satisfy the following formula: 2 mm $ h $ 50 mm, and 4b2 SPS 1 Oh 10 312 / invention specification (supplement) / 93-05/93107251 1271465 The protrusion height h is set in the above range The reason is as follows. If the height of the protrusion is less than 2 mm, the concrete is laid in the water like a underground wall, by the impurity pair called slime (s 1 ime ) It is difficult to ensure adhesion to the concrete, such as corrosion of adhesion or protrusions, and therefore 2 mm is set as the lower limit. On the other hand, if the height of the protrusion exceeds 50 mm, there is a concern that the perfusion catheter is inserted or pulled up. In the case of rolling, it is preferable to set the upper limit of the height of the protrusion to 5 mm. This is because the height of the protrusion of '5 mm or more is formed by rolling, and the rolling is excessively large. It is necessary to make the load, and it is not economical. In addition, in the case of attaching the protrusion by welding of a bar steel, an angle material, etc., it is preferable to set the lower limit of the protrusion height to 9 mm. This is because if the protrusion height is less than 9 mm, the welding is performed. The reason why the installation work is complicated and the number of installations is large is unrealistic. Moreover, 4b2 SPS 1 Oh, which defines the range of the projection pitch P, is divided into two equations and is Ρ/hS10 and P/b2. ^4. Thus, the relationship specified by the relationship is as described in the above (1). (3) The profile steel of the present invention has a plurality of protrusions on the inner surface side, which is characterized by being perpendicular to the profile steel surface forming the protrusions. In the cross section, the width bi of the lower side of the protrusion, the height h of the protrusion h, and the pitch P of the protrusion satisfy the following expression. 2 mm ShS 50 mm and 41 m SPS 1 Oh In the above relationship, the reason for the 4 b! SP is as follows. The relationship between the width b2 and the width of the lower edge 13! is preferably set to 1 S b! / b 2. If so set, the lower limit of b! / b 2 becomes 1. Here, 11 312 / invention specification (repair) ) /93-05/93107251 1271465 The protrusion width b2 of 4b2$P of the above (2) is replaced by the width b! of the protrusion lower side, and the width b2 of the protrusion of the above (2) is replaced by the protrusion degree b2 of the protrusion, that is, 4biSP . Further, in the case where the projection cross section is a rectangle as shown in Fig. 18(b), b 2 = b 1 = b °, and the projections may be formed by rolling or the like. However, in this case, the profile or the like does not have to be Figure 1 8 (a), Figure 18 (b) shows the ideal trapezoidal i shape. For example, as shown in Fig. 23, the protrusions are slightly triangular in shape in the direction of the front end, and the cross-sectional shape is different depending on the case. In such a case, the conditional expression of the present invention shown in (1) to (3) may be described as long as the design representative value is evaluated. For example, in the example of Fig. 23, it is only necessary to design a representative value as follows (refer to Fig. 24). (A) protrusion height h: a value from the root of the protrusion (ventral side) to a point of 1 / 2 L (L: length of the protrusion (distance from the root of the protrusion to the front end of the protrusion)) (B) width of the protrusion b 1 : from the root of the protrusion ( Value of the ventral side to 1 / 2 L point (C) protrusion width b 2 : value from the root of the protrusion (ventral side) to the point of 1 / 2 L (D) protrusion pitch P: from the root of the protrusion (ventral side) The distance between the center position (width direction) of the 1 / 2 L location, and the value from the base of the protrusion (ventral side) to the lower side of the 1 / 2 L point, is the height h of the height of the h, because the concrete and steel at the location The effective area (the projected area of the side surface of the protrusion) is in the shape of a square. W2/Invention (Supplement)/93_〇5/931〇7251 The upper side of the wide surface is also changed from the moment of change. The reason for the damage of 12 concrete of 12 concretes such as the top of the south side of the south is raised. In addition, regarding the protrusion widths bl, b2 and the protrusion pitch P, because the root portion (ventral side) of the protrusion is at a position of 1 / 2 L, the effective mixed shear length of the concrete and the steel material (the length of the concrete between the adjacent protrusions) is square. The reason why the conditions become equal. (4) The profile steel of the present invention is a section steel in which the ventral surfaces face each other and is plurally established in the wall-direction, and is used as a structural material of the steel/concrete wall body, and has a feature in which the inner surface side of the flange has a plurality of The protrusions are perpendicular to the upper portion b2, the protrusion height h, and the protrusion pitch 该 of the protrusions on the cross section of the Η-shaped steel surface on which the protrusions are formed, and satisfy the following formula. P/hS40, P / b 2 ^ 4 The basis for setting P / b 2 - 4 in the numerical value limitation of the above formula is as described above (1: Ming. Hereinafter, the basis of P / h S 4 0 will be described. The adhesion stress degree τ between the steel-concrete according to the protrusion of the Η-shaped steel is defined as two in comparison with the strength (r !) when the concrete is crushed and the strength (r '2 ) when the concrete shear _ bad form If the numerical value is represented by a general formula and ri and 7:2, it is as described above.
hx Lx ac _ h x σα PxL — P p χ χ 7* Γ, - ^ r . (: =TC 混凝土的剪斷破壞Hx Lx ac _ h x σα PxL — P p χ χ 7* Γ, - ^ r . (: =TC Concrete shear damage
~ PxL 其中， P :突起間距 312/發明說明書(補件)/93-05/93107251 在從 凝土 的情 艮度 Η型 時， 邊寬 且、 )之說 ax ’ 斤破 、者。 為下 型 型 13 1271465 下的區域内，混凝土破壞成為剪斷破壞形式（依賴於τ 2)， 而對r，max無大的變化，相對於此，若成為此以上時，混 凝土破壞成為支壓破壞形式（依賴於τ !)，τ ’ m a x的下降變 得顯著。因此，為確保大的附著力，最好以使混凝土破壞 形成在剪斷破壞形式的區域的方式來決定突起間距。 根據此關係，在考慮到混凝土的一軸壓縮強度σ e與剪 斷強度r e的關係誤差的基礎上，作為可獲得穩定的附著 應力度7： ’ m a X的突起間距的形狀，其設為P / h S 4 0。 (5 )本發明之型鋼，係為使腹面相互面對，於壁體長度 方向複數設立，且用作為鋼·混凝土壁體的構造材的Η型 的型鋼，其特徵為：在凸緣内面側具有複數突起，同時， 垂直於形成上述突起的Η型鋼面剖面上之該突起的上邊寬 度b2、突起高度h、突起間距Ρ滿足下式。2mmShS50mm、 且、4b2 S P S 40h 設置突起高度h為2mmSh$50mm的理由，係如上述（2) 之說明。另外，規定突起間距P的範圍的4 b 2 S P S 4 0 h， 若將此分解成2個數式進行整理時，成為P / h S 4 0且P / b 2 ^4。於是，該P/hS40的根據係如上述（4)之說明。P/b2 ^ 4的根據係如上述（1 )之說明。 (6 )本發明之型鋼，係為使腹面相互面對，於壁體長度 方向複數設立，且用作為鋼·混凝土壁體的構造材的Η型 的型鋼，其特徵為：在凸緣内面側具有複數突起，同時， 垂直於形成上述突起的Η型鋼面剖面上之該突起的下邊寬 度b!、突起高度h、突起間距Ρ滿足下式。2mmShS50mm、 15 312/發明說明書(補件)/93-05/93107251 1271465 且、WSPSdOh 設置突起高度h為2mm$hS50mm的理由，係如上述（2) 之說明。另外，係將上述（5)之突起上邊寬 度b 2取代為突起下邊寬度b!者，該取代的根據係如上述 (3 )之說明。 (7) 本發明之型鋼，係於上述（1)〜（6)記載之型鋼中， 其特徵為：於腹面設置附著力強化機構。 作為設於該腹面的附著力強化機構，可為突起或如凹部 者。在突起的情況，可為滿足上述（1 )〜（6 )所示條件者， 或也可為不滿足者。無論哪一者，利用在附著力強化機構 腹面設置附著力強化機構，可輔助上述（1 )〜（6 )所設的凸 起而提升附著力。 (8) 本發明之型鋼，係於上述（1)〜（7)記載之型鋼中， 其特徵為：在將突起的下邊寬度設為1^時，為h^tn。 設定，是因為若突起的下邊寬度In太狹窄時，於 突起部產生變形而有減低混凝土的止滑效果之虞，而至少 要將其設為突起高度h以上。 又，上述說明雖針對突起下邊寬度b!，但關於突起上邊 寬度b 2，若其太寬，則成為使與混凝土的剪斷面積減少（剪 斷應力減少）的要因，因此有作一定限制的必要。但是，關 於該點，在上述（2 )作為防止剪斷應力τ 2的下降用的限制 式已設定為4 b 2 S Ρ，因此無重新加上的必要。 (9 )本發明之型鋼，係於上述（1 )〜（8 )記載之型鋼中， 其特徵為：突起係設置於凸緣内面及腹面，同時，設於此 16 312/發明說明書(補件)/93-05/93107251 1271465 等兩面的突起係一體化。 (1 0 )本發明之壁體，係將上述（1 )〜（9 )中任一記載之型 鋼作為構造材使用，其特徵為：上述型鋼係將凸緣外面面 對壁面，沿壁體長度方向複數立設而成。 (11 )另外，於上述（1 0 )之壁體中，其特徵為：鄰接之型 鋼彼此間係由連結構件所連結。 (1 2 )另外，於上述（1 0 )之壁體中，其特徵為：在接觸於 型鋼之凸緣外面且壁體高度方向複數個部位配設橫鋼筋。 (1 3 )另外，於上述（1 2 )之壁體中，其特徵為：在鄰接之 型鋼之凸緣間，在橫鋼筋内側接觸於該橫鋼筋之同時，以 交叉為十字狀的方式配設主鋼筋。 (1 4 )另外，於上述（1 2 )或（1 3 )之壁體中，其特徵為：將 橫鋼筋固定於型鋼的凸緣外面。 【實施方式】 (實施形態1 ) 圖1 ( a )及圖1 ( b )為本發明之實施形態1的附設突起Η 型鋼1的說明圖，圖1 ( a )為概要俯視圖，圖1 ( b )為沿著 X-X線所作的局部剖面圖。 實施形態1的附設突起Η型鋼1，如圖1 ( a )及圖1 ( b) 所示，係在凸緣内面的4面，沿Η型鋼長度方向複數個部 位形成剖面為矩形狀的突起2，並將突起長度方向作為凸 緣寬度Wf方向而構成。凸緣内面的突起2，具有突起高度 hi、突起寬度b及突起長度L1，且形成為不接觸於凸緣與 腹部所構成的角部。 17 312/發明說明書(補件)/93-05/93107251 1271465 關於突起的形狀及配置，為增加與混凝 之間的附著力，設定突起間距P為4 b S P 度hi為2mm$hlS50mm。另夕卜，突起2係 度方向與凸緣寬度Wf方向平行。 若突起2與凸緣寬度方向平行，於左右 產生的附著特性都相同而無強弱差，因此 著性能。另一方面，若使突起方向相對凸 傾斜，根據附著的活動方向，其特性可能 藉由軋製成型獲得突起的情況，雖為具有 狀，但根據附著方向的特性差異卻極小。 (實施形態2 ) 圖2 ( a )及圖2 ( b )為本發明之實施形態 型鋼1 1的說明圖，圖2 ( a )為概要俯視圖 Y-Y線所作的局部剖面圖。 實施形態2的附設突起Η型鋼1 1，如匮 緣内面的4面與第1實施形態之突起2相 矩形狀的突起2，同時，沿Η型鋼長度方 成有在腹部兩表面作為附著力強化機構的 將突起長度方向作為腹部高度方向而構成 腹面的突起2Α係分別形成於腹部兩表 度h2、突起寬度b及突起長度L2，凸緣内 面的突起2A均形成為不接觸於凸緣與腹· 部。又，形成於腹®的突起2A的突起高肩 及突起長度L2,可相對於凸緣内面形成的 312/發明說明書(補件)/93-05/93107251 土或固化處理土 S 40hl，突起高 形成為使突起長 任一邊的方向所 可獲得穩定的附 緣寬度方向具有 具有差異，但在 傾向一面的形 2的附設突起Η ，圖2 ( b )為沿著 丨2所示，係在凸 同地形成剖面為 向複數個部位形 突起2 A，並分別 〇 面，具有突起高 面的突起2及腹 部所構成的角 L h2、突起寬度b 突起2獨自決定。 18 1271465 關於形成於腹面的突起的形狀及配置，與實施形態1相 同，為增加與混凝土或固化處理土之間的附著力，最好設 定為滿足突起間距P為4bSP$40h2，突起高度h2為2mm Sh2S50mmo 本來就是只要可確保根據形成於凸緣面的突起所必要 的附著力的絕大部分，形成於腹面的突起只是被用於增加 輔助的附著力，在該情況並不一定要滿足上述的形狀及配 置。 (實施形態3 ) 圖3為本發明之實施形態3的附設突起Η型鋼21的概 要俯視圖。實施形態3的附設突起Η型鋼2 1，如圖3所示， 係在凸緣内面的4面形成突起高度hi、突起寬度b及突起 長度L1的突起2，同時，於腹面形成突起高度h2、突起寬 度b及突起長度L3的突起2B。另外，凸緣内面的突起2 及腹面的突起2 B均形成為接觸於凸緣與腹部所構成的角 部，腹面的突起2B係未形成於腹面的中央部。 藉由上述角部的接觸，可進一步增大與混凝土或固化處 理土之間的附著力（一體化效果）。實施形態3之附設突起 Η型鋼21的腹面所形成的突起2B的突起長度L3，係設定 為較實施形態2之附設突起Η型鋼1 1的腹面所形成的突起 2Α的突起長度L2要短。 又，關於突起的形狀及配置、亦即突起間距Ρ、突起寬 度b、突起高度h 1及h 2，係與實施形態1及2相同。 上述實施形態1〜3之附設突起Η型鋼1、1 1、2 1，係顯 19 312/發明說明書(補件)/93-05/93107251 1271465 示突起2為使其突起長度方向與凸緣寬度方向平行的情 況，但是，作為本發明之附設突起Η型鋼，即使將突起2 形成為相對凸緣寬度方向傾斜，也可獲得一定的附著力， 此理由如前述。 又，凸緣内面形成實施形態1所示突起2的方法，可由 軋製形成，也可分別使用角材、圓棒、異型鋼筋、壁骨等 的突起構件，切斷為指定的長度，並藉由固定於凸緣内面 所形成。在藉由突起構件形成突起2的情況，為可容易固 定最好為鋼製突起構件。突起2Α及2Β也可與突起2相同 方法形成。 (實施形態4 ) 圖4為說明本發明之實施形態4的壁體的說明圖，顯示 立設壁體的情況的水平剖面。 本實施形態4的壁體，如圖4所示，係將實施形態1所 示附設突起Η型鋼1用作為構造材的壁體，顯示僅附設突 起Η型鋼1用作為構造材（參照圖4 (a ))，除附設突起Η型 鋼1外還將橫鋼筋4作為構造材（參照圖4 ( b ))，進一步將 縱鋼筋5作為構造材（參照圖4 ( c ))。 在圖4 ( a)所示壁體中，附設突起Η型鋼1與混凝土或固 化處理土之間的附著力優良，因此將Η型鋼1與混凝土或 固化處理土 一體化，構成拉伸力主要由鋼負擔，壓縮力主 要由混凝土等負擔的鋼·混凝土構造。 其結果，在Η型鋼與混凝土間無法取得附著的習知例的 情況（參照圖2 7 )，有在與鋼筋1 0 4、1 0 5之間獲得附著而 20 312/發明說明書(補件)/93-05/93107251 1271465 作為鋼·混凝土構造的必要，但在本實施形態中，為取得 與混凝土等的附著，無配置鋼筋1 0 4、1 0 5，或於此等周圍 配置指定厚度以上的混凝土的必要。而且，因為突起形成 於凸緣的内面侧，因此於凸緣外面不需要取得與Η型鋼1 的附著用的混凝土等。 其結果，可將從附設突起Η型鋼1的凸緣外面至壁面的 間隔Β 1，設為較從習知例之凸緣外面至壁面的間隔Β 1 0 小，可減薄壁厚。 另外，構造體本身的耐力增加，因此其亦意味著可減薄 壁厚。 另外，因為本實施形態之壁體係使腹面面對來配置Η型 鋼1，因此可期待在各Η型鋼1的凸緣間的混凝土的拘束 效果遍及壁體寬度方向全長，可更為提高附著力。也就是 說，如圖5 ( a )所示，在Η型鋼1的附近什麼也沒有的情況， 在混凝土内發生有裂紋的情況凸緣間所拘束的混凝土沿圖 中的左右方向分離而大為減低附著力。相對於此，如圖5 ( b ) 所示，若相互使腹面面對來配置Η型鋼1，在由各Η型鋼1 的凸緣所夾的混凝土欲分離時，鄰接間相互拘束以防止 此。因此可維持附著力，可防止壁體的耐力下降。 複數立設附設突起Η型鋼1的壁體的對混凝土的最大附 著應力度r ’ m ( N / m m 2)，對凸緣間無拘束的情況（亦即，附 設突起型鋼為一個的情況），成為2 . 7〜2 5倍。 又，在將附設突起Η型鋼1用作為構造材的壁體，若將 鄰接之附設突起Η型鋼1的中心彼此的間隔過度空開，則 21 312/發明說明書(補件)/93-05/93107251 1271465 耐力及剛性極端降低，例如，在地下壁有產生 擊（脆性破壞的一種）之擔憂，同時，減薄壁厚 低。在此，鄰接之附設突起Η型鋼1的中心彼 最好係根據施加於壁體的力而設定為凸緣寬度 2 . 5倍的範圍。 又，在構建地下壁的情況，可在鄰接之附設 1間插入被稱為灌注導管（一般直徑為：2 0 0〜 子，另一方面，為了達成充分的薄壁化，最好 起Η型鋼1的腹部高度為600mm以上，凸緣寬度 以上，鋼材屈月良點為3 1 5 N / m m2者。 其次，說明圖4 ( b )的壁體構造。該壁體係如 觸於附設突起Η型鋼1的凸緣外面而於壁體高 個部位配設橫鋼筋4。在圖4 ( b )所示者中，可 壁體之與橫鋼筋4垂直方向的彎曲的抵抗力。 又，在圖4 ( b )之壁體構造中，橫鋼筋4係輔I 如圖2 7所示，與必須有混凝土 1 0 3與鋼筋1 0 4 況比較，可減小從凸緣外面至壁面的間隔B2。 再者，說明圖4 ( c )的壁體構造。該壁體係如 鋼筋4外還在鄰接之附設突起Η型鋼1的凸緣 橫鋼筋4的内側接觸，同時，交叉為十字狀的 鋼筋5。 在該壁體中，可增加對作用於壁體之與主鋼 向的彎曲的抵抗力。~ PxL where P: protrusion pitch 312 / invention manual (supplement) / 93-05/93107251 When the shape of the concrete is from the concrete, the width is wide, and the ax ’ is broken. In the area under the lower type 13 1271465, concrete failure becomes a form of shear failure (depending on τ 2), and there is no large change in r, max. On the other hand, if it is more than this, concrete failure becomes a pressure. The form of destruction (depending on τ !), the drop in τ 'max becomes significant. Therefore, in order to secure a large adhesion, it is preferable to determine the protrusion pitch in such a manner that the concrete is broken and formed in a region in which the fracture is broken. According to this relationship, in consideration of the error in the relationship between the one-axis compressive strength σ e of the concrete and the shear strength re, as the shape of the protrusion pitch at which the stable adhesion stress degree 7: ' ma X can be obtained, it is set to P / h S 4 0. (5) The profile steel of the present invention is a Η-shaped profile steel which is formed in the longitudinal direction of the wall body so that the ventral surfaces face each other and is used as a structural material of the steel/concrete wall body, and is characterized in that it is on the inner side of the flange The plurality of protrusions are provided, and the upper side width b2, the protrusion height h, and the protrusion pitch Ρ of the protrusion perpendicular to the Η-shaped steel surface section forming the protrusion satisfy the following formula. The reason why the protrusion height h is 2 mmSh$50 mm in 2 mm ShS 50 mm and 4b2 S P S 40h is as described in the above (2). Further, when 4 b 2 S P S 4 0 h in the range of the projection pitch P is defined, when this is decomposed into two equations, P / h S 4 0 and P / b 2 ^4 are obtained. Therefore, the basis of the P/hS 40 is as described in the above (4). The basis of P/b2 ^ 4 is as described in (1) above. (6) The profile steel of the present invention is a Η-shaped profile steel which is formed in the longitudinal direction of the wall body so that the ventral surfaces face each other and is used as a structural material of the steel/concrete wall body, and is characterized in that it is on the inner side of the flange The plurality of protrusions are provided, and the lower side width b!, the protrusion height h, and the protrusion pitch Ρ of the protrusion perpendicular to the Η-shaped steel surface section forming the protrusion satisfy the following formula. 2mmShS50mm, 15 312/invention specification (supplement)/93-05/93107251 1271465 and WSPSdOh The reason why the protrusion height h is 2 mm$hS50 mm is as described in the above (2). Further, the above-mentioned (5) protrusion upper side width b 2 is replaced by the protrusion lower side width b!, and the substitution is based on the description of (3) above. (7) The steel according to the above aspect (1) to (6) is characterized in that an adhesion reinforcing mechanism is provided on the ventral surface. As the adhesion reinforcing mechanism provided on the ventral surface, it may be a protrusion or a concave portion. In the case of the protrusion, the condition shown in the above (1) to (6) may be satisfied, or it may be unsatisfactory. In either case, by providing an adhesion reinforcing mechanism on the ventral surface of the adhesion reinforcing mechanism, the protrusions provided in the above (1) to (6) can be assisted to improve the adhesion. (8) The steel according to the above aspect (1) to (7) is characterized in that h_tn is obtained when the width of the lower side of the protrusion is 1^. The setting is because if the width In of the lower side of the projection is too narrow, the projection is deformed to reduce the slip-resistance effect of the concrete, and at least the projection height h or more is set. Further, although the above description is directed to the width b of the lower side of the projection, if the width b 2 of the projection is too wide, the shearing area of the concrete is reduced (the shear stress is reduced), and therefore, there is a limit. necessary. However, with respect to this point, the above-mentioned (2) restriction formula for preventing the fall of the shear stress τ 2 has been set to 4 b 2 S Ρ, and therefore there is no need to add it. (9) The steel according to the above aspect (1) to (8), wherein the protrusion is provided on the inner surface and the ventral surface of the flange, and is provided in the specification of the invention. ) /93-05/93107251 1271465 and other two-sided protrusions are integrated. (10) The wall according to any one of the above (1) to (9) is used as a structural material, characterized in that the steel profile faces the outer surface of the flange facing the wall surface along the length of the wall body. The direction is set up in multiples. (11) Further, in the wall body of the above (10), the adjacent steel profiles are connected to each other by a connecting member. (1 2) Further, in the wall body of the above (10), it is characterized in that a transverse reinforcing bar is disposed on a plurality of portions which are in contact with the outer surface of the flange of the steel and in the height direction of the wall. (1 3) Further, in the wall body of the above (1 2), it is characterized in that, between the flanges of the adjacent steel profiles, the inner side of the transverse reinforcing bar is in contact with the horizontal reinforcing bar, and the cross is formed in a cross shape. Set the main reinforcement. (1) Further, in the wall body of the above (1 2) or (1 3), the transverse reinforcing bar is fixed to the outside of the flange of the steel. [Embodiment] (Embodiment 1) Fig. 1 (a) and Fig. 1 (b) are explanatory views of a projection Η section steel 1 according to Embodiment 1 of the present invention, and Fig. 1 (a) is a schematic plan view, Fig. 1 (b) ) is a partial section view taken along line XX. As shown in Fig. 1 (a) and Fig. 1 (b), the projection Η steel 1 of the first embodiment is formed on the four faces of the inner surface of the flange, and a plurality of projections having a rectangular cross section are formed along a plurality of portions in the longitudinal direction of the Η-shaped steel. The longitudinal direction of the projection is configured as the flange width Wf direction. The projection 2 on the inner surface of the flange has a projection height hi, a projection width b, and a projection length L1, and is formed so as not to come into contact with a corner portion formed by the flange and the abdomen. 17 312/Invention Manual (Supplement)/93-05/93107251 1271465 For the shape and arrangement of the protrusions, in order to increase the adhesion to the coagulation, the protrusion pitch P is set to 4 b S P degrees hi is 2 mm $ hlS 50 mm. Further, the protrusion 2 is oriented in a direction parallel to the flange width Wf direction. When the projections 2 are parallel to the width direction of the flange, the adhesion characteristics to the right and left are the same, and there is no difference in strength and weakness, so performance is exhibited. On the other hand, if the direction of the protrusion is inclined obliquely, the characteristics may be obtained by roll forming depending on the direction of the attached movement, and although it has a shape, the difference in characteristics depending on the attachment direction is extremely small. (Embodiment 2) Fig. 2 (a) and Fig. 2 (b) are explanatory views of a steel 1 1 according to an embodiment of the present invention, and Fig. 2 (a) is a partial cross-sectional view taken along line Y-Y of a schematic plan view. In the second embodiment, the projections of the truss steel 1 1 have a rectangular protrusion 2 on the inner surface of the inner surface of the rim and the protrusion 2 of the first embodiment, and the adhesion is strengthened on both surfaces of the abdomen along the length of the bismuth steel. The protrusions 2 that form the ventral surface in the longitudinal direction of the protrusion as the abdomen height direction are respectively formed on the abdomen two degrees h2, the protrusion width b, and the protrusion length L2, and the protrusions 2A on the inner surface of the flange are formed so as not to contact the flange and the abdomen. · Department. Further, the protrusion high shoulder and the protrusion length L2 of the protrusion 2A formed in the abdomen® can be formed with respect to the inner surface of the flange 312/invention specification (supplement)/93-05/93107251 soil or solidified soil S 40hl, and the protrusion is high. The attached protrusion 形 of the shape 2 having a difference in the width direction of the attachment edge formed in the direction in which either side of the protrusion is long is formed, and FIG. 2( b ) is a projection along the 丨 2 The cross section is formed in the same shape as a plurality of partial projections 2 A, and the projections 2 having the projections on the high surface and the angle L h2 formed by the abdomen and the protrusion width b are independently determined. 18 1271465 The shape and arrangement of the protrusions formed on the ventral surface are preferably set to satisfy the protrusion pitch P of 4bSP$40h2 and the protrusion height h2 as in the first embodiment, in order to increase the adhesion to the concrete or the cured soil. 2mm Sh2S50mmo Originally, as long as the adhesion necessary for the protrusion formed on the flange face can be ensured, the protrusion formed on the ventral surface is only used to increase the auxiliary adhesion, and in this case, it is not necessary to satisfy the above-mentioned Shape and configuration. (Embodiment 3) Fig. 3 is a schematic plan view showing a projecting Η-shaped steel 21 according to Embodiment 3 of the present invention. As shown in Fig. 3, the projecting projection Η steel 2 1 of the third embodiment has projections 2 having a projection height hi, a projection width b, and a projection length L1 on the four faces of the inner surface of the flange, and at the same time, a projection height h2 is formed on the ventral surface. A protrusion 2B having a protrusion width b and a protrusion length L3. Further, the projection 2 on the inner surface of the flange and the projection 2B on the ventral surface are formed to be in contact with the corner portion formed by the flange and the abdomen, and the projection 2B on the ventral surface is not formed at the central portion of the ventral surface. By the contact of the above-mentioned corners, the adhesion to the concrete or the solidified soil can be further increased (integration effect). The projection length L3 of the projection 2B formed on the ventral surface of the Η-shaped steel 21 is set to be shorter than the projection length L2 of the projection 2 形成 formed by the ventral surface of the projection Η-shaped steel 11 attached in the second embodiment. Further, the shape and arrangement of the projections, i.e., the projection pitch Ρ, the projection width b, and the projection heights h 1 and h 2 are the same as those of the first and second embodiments. The above-mentioned Embodiments 1 to 3 are provided with the protrusions Η1, 1, 1 and 2, and 19 1912/Invention (Supplement)/93-05/93107251 1271465, the protrusion 2 is such that the protrusion length direction and the flange width are In the case where the directions are parallel, the projections of the projecting Η-shaped steel of the present invention can obtain a certain adhesion even if the projections 2 are formed to be inclined with respect to the flange width direction. The reason is as described above. Further, the method of forming the projections 2 of the first embodiment on the inner surface of the flange may be formed by rolling, or may be cut to a predetermined length by using a projecting member such as an angle member, a round bar, a profiled bar, or a stud. It is fixed to the inner surface of the flange. In the case where the projections 2 are formed by the projecting members, it is preferable to easily fix the steel projecting members. The protrusions 2Α and 2Β can also be formed in the same manner as the protrusions 2. (Fourth Embodiment) Fig. 4 is an explanatory view showing a wall body according to a fourth embodiment of the present invention, and shows a horizontal cross section of a case where a wall body is erected. As shown in Fig. 4, the wall body according to the fourth embodiment is a wall body in which the projecting Η-shaped steel 1 shown in the first embodiment is used as a structural material, and it is shown that only the projecting Η-shaped steel 1 is used as a structural material (see Fig. 4 (refer to Fig. 4 ( a)) In addition to the protruding Η steel 1, the horizontal reinforcing bars 4 are used as the structural members (see Fig. 4 (b)), and the vertical reinforcing bars 5 are further used as the structural members (see Fig. 4 (c)). In the wall body shown in Fig. 4 (a), the adhesion between the protruding Η-shaped steel 1 and the concrete or the solidified treated soil is excellent, so the Η-shaped steel 1 is integrated with the concrete or the solidified treated soil, and the tensile force is mainly composed of Steel load, compressive force is mainly composed of steel and concrete that is burdened by concrete. As a result, in the case of a conventional example in which adhesion between the steel and the concrete is not obtained (see Fig. 27), adhesion is obtained between the steel bars 1 0 4 and 1 0 5 and 20 312 / invention specification (supplement) /93-05/93107251 1271465 It is necessary for the steel/concrete structure. However, in the present embodiment, in order to obtain adhesion to concrete or the like, the reinforcing bars 1 0 4 and 1 0 5 are not disposed, or the surrounding thickness is specified or more. The necessity of concrete. Further, since the projection is formed on the inner surface side of the flange, it is not necessary to obtain concrete or the like for adhering to the Η-shaped steel 1 on the outer surface of the flange. As a result, the gap Β1 from the outer surface of the flange of the protruding Η-shaped steel 1 to the wall surface can be made smaller than the interval Β 10 from the outer surface of the flange of the conventional example to the wall surface, and the thickness can be reduced. In addition, the endurance of the structure itself is increased, so it also means that the wall thickness can be reduced. Further, since the wall system of the present embodiment has the Η-shaped steel 1 disposed on the ventral surface, it is expected that the concrete restraining effect between the flanges of the bismuth steels 1 is over the entire length of the wall width, and the adhesion can be further improved. In other words, as shown in Fig. 5 (a), in the case where there is nothing in the vicinity of the Η-shaped steel 1, cracks occur in the concrete, and the concrete bounded between the flanges is separated in the left-right direction in the figure. Reduce adhesion. On the other hand, as shown in Fig. 5 (b), when the Η-shaped steel 1 is placed facing each other with the ventral surface facing each other, when the concrete sandwiched by the flanges of the respective Η-shaped steels 1 is to be separated, the adjacent portions are restrained from each other to prevent this. Therefore, the adhesion can be maintained, and the endurance of the wall body can be prevented from being lowered. The maximum adhesion stress r ' m ( N / mm 2 ) to the concrete in which the wall of the raised Η steel 1 is attached, and the flanges are not restrained (that is, when one of the protruding steels is attached), Become 2. 7~2 5 times. In addition, in the wall body in which the projecting Η-shaped steel 1 is used as the structural material, if the interval between the centers of the adjacent protruding Η-shaped steels 1 is excessively opened, 21 312/invention specification (supplement)/93-05/ 93107251 1271465 Extremely low endurance and rigidity, for example, there is concern about the occurrence of a blow (a type of brittle failure) on the underground wall, and at the same time, the wall thickness is reduced. Here, the center of the adjacent projecting Η-shaped steel 1 is preferably set to have a flange width of 2.5 times in accordance with the force applied to the wall body. In addition, in the case of constructing a subterranean wall, it is possible to insert a pipe inserted in the adjoining zone (referred to as a perfusion pipe (generally, the diameter is: 2 0 0~ sub, on the other hand, in order to achieve sufficient thinning, it is preferable to smash the steel) The height of the abdomen of 1 is 600 mm or more, and the width of the flange is more than 3 1 5 N / m m2. Next, the wall structure of Fig. 4 (b) is explained. The wall system touches the attached truss steel 1 The outer side of the flange is provided with a horizontal reinforcing bar 4 at a high portion of the wall body. In the case shown in Fig. 4 (b), the resistance of the wall body to the bending of the transverse reinforcing bar 4 is perpendicular. Further, in Fig. 4 ( b) In the wall structure, the transverse reinforcement 4 is the auxiliary I as shown in Fig. 27, and the interval B2 from the outer surface of the flange to the wall surface can be reduced as compared with the case where the concrete 1 0 3 and the reinforcement 10 must be present. The wall structure of Fig. 4 (c) will be explained. The wall system, like the steel bar 4, is also in contact with the inner side of the flange transverse reinforcement 4 to which the adjacent projecting profile steel 1 is attached, and at the same time, the cross-shaped reinforcing bars 5 are crossed. In the wall body, resistance against bending of the wall body and the main steel direction can be increased.
另外，在該壁體中，將主鋼筋5配置於橫鋼I 312/發明說明劃補件)/93-05/93107251 混凝土的衝 的效果也降 此的間隔， 的1 . 0〜 突起Η型鋼 250mm)的管 使用附設突 Wf 為 300mm 前述，使接 度方向複數 增加對作用 Λ的構造材， 的附著的情 前述，除橫 間，以使與 方式配設主 筋5垂直方 δ 4的内側， 22 1271465 因此藉由配置主鋼筋5，不會增大從凸緣外面至壁面的間 隔B3，可將全體的壁厚形成為薄壁。 另外，在本實施形態4之壁體中，在構件壁體·時，藉由 連結鄰接之附設突起Η型鋼1彼此，可提高Η型鋼構材之 構建精度。 例如，在圖4 ( a )所示壁體構造中，例如將平鋼用作為連 結構材，在構件壁體時，藉由焊接將平鋼固定於附設突起 Η型鋼1的凸緣，可成為藉由固定於附設突起Η型鋼1的 平鋼以連結鄰接之Η型鋼1彼此而成的壁體。 另外，在圖4(b)及（c)所示壁體構造中，在構件壁體時， 藉由將橫鋼筋4焊接於凸緣面，可成為鋼骨構造部之連接 鄰接之Η型鋼1彼此而成的壁體。 如此般鄰接之Η型鋼1彼此被由連結構材或橫鋼筋4所 連結而成的壁體，即使於壁體的長度方向作用不均勻的 力、例如在地下壁的情況作用偏土壓等，藉由連結構材仍 可將力導向橫方向，與鄰接之附設突起Η型鋼1的腹面接 觸，且可更為提高夾於凸緣面内的混凝土的拘束力。 又，作為橫鋼筋4及主鋼筋5，若使用適宜的異型鋼筋， 即可增加與混凝土等的附著力，因此較佳。 又，在上述實施形態4中，雖舉例說明了實施形態1所 示的附設突起Η型鋼1，但是當然也可將實施形態2、3所 示Η型鋼1 1、2 1作為構造材來構件壁體。 然後，在將實施形態2、3所示Η型鋼1 1、2 1作為構造 材來構件壁體的情況，因為Η型鋼1 1、2 1與混凝土等的附 23 312/發明說明書(補件)/93-05/93107251 1271465 係將鋼製角材作為突起構材而焊接於Η型鋼上。又，在試 驗時，使用鋼製夾具從兩面夾入側部的混凝土面而予以拘 束。 於所獲得之各試驗體沿圖7中之箭頭所示方向施載負 重，檢測此時之相對偏移量，並於橫軸上取其相對偏移量 (mm)，於縱軸上取其附著應力度τ ( N / m m 2)示於圖8。附著 應力度r ( N / m m2)係為由與混凝土接觸的凸緣内面積的總 合 SUM(SUM=(300-12)χ500χ2=288000 mm2)除載重的值。負 載方法係以藉由變位控制沖壓單調負載方式來進行。 另外，表1集中顯示上述各試驗體的最大附著應力度 Γ ’ m a X、各試驗體之最大附著應力度Γ ’ 111 a X與試驗體1之最 大附著應力度Γ \ ax的比及最大載重時的相對偏移量。又， 作為鋼·混凝土壁體的情況的鋼-混凝土間的相對偏移量的 允許值，係假定為5 m m的程度，因此係在其範圍進行比較。 [表1] 突起 形狀 試驗體 .號碼 試驗Ίΐ t規格 試驗結果 突起間 距 Ρ (_) P/h (h :突起 高度） P/b (b :突起 寬度） 混凝土 的壓縮 強度σ c (N/mm2) 最大附 著應力 T max (N/mm2) 試驗體1 的，與 X max 的比 最大載 重（kN) 比較例 試驗體1 無突起 29 0. 19 1 54 發明例 試驗體2 50 17 4 4. 39 23 1264 發明例 試驗體3 100 33 8 3.82 18 1199 比較例 試驗體4 150 50 12 2. 71 14 780 從表1可知，在設置有突起的試驗體2〜4中，較無突 起的試驗體1，最大附著應力度變得極大。 原本作為壁體構造所必要的附著強度為3 . 0 N / m m2，但 在試驗體2 (突起間距P = 5 0 in in )及試驗體3 (突起間距 P二1 0 0 m m )中，大為超過3 · 0 N / m m2，但在試驗體4 (突起間 25 312/發明說明書(補件)/93-05/93107251 1271465 距P=150mm)中，最大附著應力度未滿3.0 N/mm2。 從該情況可知，為確保作為壁體構造的必要的附著強 度，有滿足本發明之範圍之P/hS40且P/b^4的必要。 亦即，藉由使用具有本發明之範圍内的突起的凸緣内面 附設突起Η型鋼1，可製成具有高耐力、高剛性的壁體， 可使壁體更薄。 (實施例2 ) 為調查軋製成形突起（參照圖1 1 ( a )、圖1 1 ( b )及圖2 4 ) 的附著特性，進行與實施例1相同的實驗。在本實施例中， 令本發明例為試驗體5、9、1 0，令檢證突起間距的影響用 的比較例為試驗體6，令檢證突起高度的影響用的比較例 為試驗體7，令檢證突起方向的影響用的本發明例為試驗 體8。又，於試驗時，與實施例1相同使用鋼製夾具，從 兩面夾入側部的混凝土面而予以拘束。 [表2] 突起形 狀 試驗體號 碼 試驗體規格 試驗結果（(5 =5mm) 突起間距 P(mm) 突起高度 h(mm) P/h 混凝土 的壓縮 強度σ c (N/mm2) 最大附 著應力 T max (N/mm2) 試驗體1 的與 T max 的比 最大載 重（kN) 比較例 試驗體1 無突起 — — 29 0. 19 1 54 發明例 試驗體5 50 3 17 29 4.38 23 1242 比較例 試驗體6 150 3 50 29 2.67 14 756 比較例 試驗體7 50 1.2 42 29 2.21 12 648 發明例 試驗體8 50 3(逆向） 17 29 4.69 25 1350 發明例 試驗體9 50 2 25 29 3. 95 21 1126 發明例 試驗體10 50 2.5 20 29 4. 01 21 1143 (1 )有關突起間距P的影響的考察 為考察突起間距的影響，圖9顯示有關試驗體1、試驗 體5及試驗體6的附著應力度（N/mm2)與相對偏移量（mm) 26 312/發明說明書(補件)/93-05/93107251 1271465 的關係。 從圖9可知，相對偏移量δ = 5 m m以内的最大附著應力 度，在試驗體5 (突起間距P = 5 0 Hi m )中，大為超過作為壁體 構造所必要的附著強度3 . 0 N / m m2，但是，在試驗體6 (突 起間距P = 1 5 0 m m )中，最大附著應力度未滿3 · 0 N / m m2。從 此情況可知，在軋製成形突起時，突起間距P設為P / h S 4 0之事項，對獲得作為壁體構造所必要的附著強度係有效 的。 (2 )有關突起高度h的影響的考察 為考察突起高度的影響，圖1 0顯示有關試驗體1、試驗 體5及試驗體7的附著應力度（N / mm2)與相對偏移量（mm ) 的關係。 從圖1 0可知，相對偏移量（5 = 5 m m以内的最大附著應力 度，在試驗體5 (突起高度h = 3 ni m )中，大為超過作為壁體構 造所必要的附著強度3 . 0 N / m m2，但是，在試驗體7 (突起 高度h=1.2mn〇中，最大附著應力度未滿3.0 N/mm2。 另外，關於試驗體9 (突起高度h = 2 n〗m )、試驗體1 0 (突起 高度h = 2 . 5 ni in )，也如表2所示，最大附著應.力度分別為3 . 9 5 N / m m2、4 . 0 1 N / m m2，超過作為壁體構造所必要的附著強度 3 · 0 N / m m2 〇 從以上的結果可知，為獲得指定的附著強度用的突起高 度h，最好為本發明之範圍内（P / h S 4 0 )。 (:3 )有關突起方向（彎曲形狀）的影響的考察 在設置圖1 1 ( a )及圖1 1 ( b )所示彎曲形狀的突起的情 27 312/發明說明書(補件)/93-05/93107251 1271465 模擬壁體，係施載圖中箭頭所示方向的反複荷重進行試驗。 其結果，如圖1 5所示，顯示使用凸緣内面具有本發明 之範圍内的突起的凸緣内面附設突起Η型鋼的模擬壁體， 其對負載點位置的變位的最大荷重，與使用無突起Η型鋼 的模擬壁體的最大荷重比較，為1 . 3倍以上的值，知道具 有高耐力。另外，使用凸緣内面具有本發明之範圍内的突 起的凸緣内面附設突起Η型鋼的模擬壁體的剛性，相對於 使用無突起Η型鋼的模擬壁體的剛性，也成為1 . 3倍以上。 (實施例4 ) 根據上述實施例1〜3驗證了可對沖壓力確保指定的附 著強度的情況。 但是，對實際之壁體具有卓越的作用力，係彎曲、剪斷 力，因此，在僅對沖壓力的性能驗證上，要作為壁體的性 能驗證可以說不夠充分。 在此，本實施例中藉由實際大小尺寸的試驗體來確認 鋼·混凝土壁體對彎曲、剪斷力的性能。 圖1 6為本實施例之試驗體裝置的說明圖，係將Η型鋼1 配置於中心部，由混凝土 3 1包圍在其周圍的構造。其設為 在試驗體的兩端部及軸方向中央部設置保護混凝土 3 1用 的保護板3 3，在支持兩端部之同時負載於軸方向中央部的 構造。又，Η型鋼的規格係與實施例1所示者相同，突起 的規格（包括製法、尺寸）及混凝土的規格係與實施例2的 試驗體5相同。 作為鋼·混凝土壁體所應具備的性能，係通過實施依據 29 312/發明說明書(補件)/93-05/93107251 1271465 F E Μ解析的計算來求得。又，作為解析標本，對本試驗體 標本之混凝土及Η型鋼的力學特性，係藉由根據各要素試 驗結果所獲得的應力-變形曲線（非線形曲線）而標本化，同 時，在混凝土及Η型鋼的交界面，根據沖壓附著試驗，使 用介面要素而將附著特性標本化。 試驗係在對圖1 6所示試驗體而負載於其中央部時求取 負載點的撓度。圖1 7為顯示該試驗結果的曲線圖，其橫軸 顯示負載點的撓度（m m )，縱軸顯示載重（k Ν )。 從圖1 7可知，實驗結果係與考慮到附著特性的計算值 非常一致，因此確認到對彎曲、剪斷力具有作為鋼·混凝 土壁體所期待的性能。 (產業上之可利用性） 本發明中，因為在型鋼内面側設置複數突起，並以滿足 指定數值條件的方式來設定此等突起，因此可增加與混凝 土的附著力。其結果，利用將如此之型鋼用作為壁體的構 造材，可減薄壁厚。 【圖式簡單說明】 圖1 ( a )及圖1 ( b )為本發明之實施形態1的附設突起Η 型鋼1的說明圖，圖1 ( a )為概要俯視圖，圖1 ( b )為沿著 X-X線所作的局部剖面圖。 圖2 ( a )及圖2 ( b )為本發明之實施形態2的附設突起Η 型鋼1 1的說明圖，圖2 ( a )為概要俯視圖，圖2 ( b )為沿著 Y-Y線所作的局部剖面圖。 圖3為本發明之實施形態3的附設突起Η型鋼21的概 30 312/發明說明書(補件)/93-05/93】07251 1271465 要俯視圖。 圖4 ( a )〜圖4 ( c )為說明本發明之實施形態4的壁體的 說明圖。 圖5 ( a )、（ b )為說明本發明之實施形態4的效果的說明 圖。 圖6 ( a )及圖6 ( b )為顯示本發明之壁體的構建方法的一 例的模式圖。 圖7 ( a )及圖7 ( b )為說明實施例之附設突起Η型鋼的附 著力測定實驗的說明圖，圖7 ( a )為側視圖，圖7 ( b )為前視 圖。 圖8為顯示實施例1之附設突起Η型鋼的效果的曲線圖。 圖9為說明實施例2之突起間距的影響的曲線圖。 圖1 0為說明實施例2之突起高度的影響的曲線圖。 圖1 1 ( a )及圖1 1 ( b )為說明實施例2之突起方向的說明 圖。 圖1 2為說明實施例2之突起方向的影響的曲線圖。 圖1 3為說明實施例2之突起形狀的說明圖。 圖1 4 ( a )〜圖1 4 ( c )為顯示實施例3之模擬壁體構造的 不意圖’圖14(a)為如視圖，圖14(b)為側視圖，圖1 4 ( c ) 為沿著Z-Z線所作的剖面圖。 圖1 5為顯示實施例3之模擬壁體上的附設突起Η型鋼 的效果的曲線圖。 圖1 6為實施例4之試驗體裝置的說明圖。 圖1 7為實施例4之效果的曲線圖。 31 312/發明說明書(補件)/93-05/93107251In addition, in the wall body, the main reinforcing bar 5 is disposed in the transverse steel I 312 / invention description patching) /93-05/93107251 The effect of the concrete is also reduced by the interval, the 1.0. For the tube of 250 mm), the attachment protrusion Wf is 300 mm. The above-mentioned attachment direction is increased by a plurality of joints, and the outer side of the vertical δ 4 of the main rib 5 is arranged in addition to the transverse direction. 22 1271465 Therefore, by arranging the main reinforcing bars 5, the gap B3 from the outer surface of the flange to the wall surface is not increased, and the entire wall thickness can be formed into a thin wall. Further, in the wall body of the fourth embodiment, in the case of the member wall body, the construction accuracy of the Η-shaped steel member can be improved by connecting the adjacent projecting Η-shaped steels 1 to each other. For example, in the wall structure shown in Fig. 4 (a), for example, flat steel is used as the continuous structural member, and in the case of the member wall, the flat steel is fixed by welding to the flange of the projecting Η-shaped steel 1 by welding. The wall body in which the adjacent Η-shaped steels 1 are connected to each other is fixed to the flat steel to which the projecting Η-shaped steel 1 is attached. Further, in the wall structure shown in FIGS. 4(b) and 4(c), in the case of the member wall body, the transverse steel bar 4 is welded to the flange surface, so that the steel plate structure portion can be connected to the adjacent steel section 1 Walls made of each other. In the wall body in which the adjacent steel profiles 1 are connected to each other by the joint structural member or the transverse steel bars 4, even if the force acts unevenly in the longitudinal direction of the wall body, for example, the earth pressure is applied to the underground wall. By connecting the structural members to the lateral direction, the force can be directed to the ventral surface of the adjacent protruding Η-shaped steel 1, and the restraining force of the concrete sandwiched in the flange surface can be further enhanced. Further, as the transverse reinforcing bars 4 and the main reinforcing bars 5, it is preferable to use a suitable profiled reinforcing bar to increase the adhesion to concrete or the like. Further, in the above-described fourth embodiment, the projecting Η-shaped steel 1 shown in the first embodiment is exemplified, but of course, the Η-shaped steels 1 1 and 2 1 shown in the second and third embodiments may be used as the structural members to form the wall. body. Then, in the case where the slab steels 1 1 and 2 1 shown in the second and third embodiments are used as the structural members to form the wall body, the Η-shaped steels 1 1 and 2 1 and the concrete and the like 23 312 / invention manual (supplement) /93-05/93107251 1271465 The steel angle material is welded to the Η-shaped steel as a protruding member. Further, at the time of the test, the steel jig was used to sandwich the concrete surface on both sides from both sides and was restrained. Load the load on each of the obtained test bodies in the direction indicated by the arrow in Fig. 7, and detect the relative offset at this time, and take the relative offset (mm) on the horizontal axis, and take it on the vertical axis. The adhesion stress τ (N / mm 2) is shown in Fig. 8. The adhesion stress r (N / m m2) is the value of the load minus the sum of the areas of the flanges in contact with the concrete SUM (SUM = (300-12) χ 500 χ 2 = 288000 mm 2 ). The load method is performed by controlling the stamping monotonic load by displacement. In addition, Table 1 collectively shows the maximum adhesion stress Γ ' ma X of each of the above test bodies, the maximum adhesion stress Γ ' 111 a X of each test body, and the ratio of the maximum adhesion stress Γ \ ax of the test body 1 and the maximum load. The relative offset of the time. Further, the allowable value of the relative offset between the steel and the concrete in the case of the steel/concrete wall is assumed to be 5 m m, and therefore the range is compared. [Table 1] Protrusion shape test body. Number test Ίΐ t specification Test result protrusion pitch Ρ (_) P/h (h: protrusion height) P/b (b: protrusion width) Concrete compressive strength σ c (N/mm2 Maximum adhesion stress T max (N/mm2) Ratio of test body 1 to X max Maximum load (kN) Comparative Example Test body 1 No protrusion 29 0. 19 1 54 Inventive example Test body 2 50 17 4 4. 39 23 1264 Inventive Example Test body 3 100 33 8 3.82 18 1199 Comparative Example Test body 4 150 50 12 2. 71 14 780 As is apparent from Table 1, in the test bodies 2 to 4 provided with protrusions, the test body 1 having no protrusions was found. The maximum adhesion stress becomes extremely large. The adhesion strength originally required as the wall structure is 3.0 N / m m2, but in the test body 2 (protrusion pitch P = 5 0 in in ) and the test body 3 (protrusion pitch P 2 100 mm), It is more than 3 · 0 N / m m2, but in the test body 4 (protrusion 25 312 / invention manual (supplement) / 93-05/93107251 1271465 distance P = 150mm), the maximum adhesion stress is less than 3.0 N /mm2. From this fact, it is understood that in order to secure the necessary adhesion strength as the wall structure, it is necessary to satisfy P/hS40 and P/b^4 in the range of the present invention. Namely, by using the projecting Η-shaped steel 1 attached to the inner surface of the flange having the projections in the range of the present invention, a wall body having high endurance and high rigidity can be obtained, and the wall body can be made thinner. (Example 2) The same experiment as in Example 1 was carried out in order to investigate the adhesion characteristics of the rolled formed projections (see Fig. 11 (a), Fig. 1 1 (b) and Fig. 24). In the present embodiment, the comparative example in which the present invention is a test body 5, 9, and 10, and the influence of the verification protrusion pitch is the test body 6, and the comparative example for influencing the influence of the height of the test protrusion is the test body. 7. An example of the present invention for influencing the influence of the direction of the protrusion is the test body 8. Further, at the time of the test, a steel jig was used in the same manner as in the first embodiment, and the concrete surface on the side was sandwiched from both sides to be restrained. [Table 2] Protrusion shape test body number Test body specification test result ((5 = 5 mm) Projection pitch P (mm) Projection height h (mm) P / h Concrete compressive strength σ c (N/mm2) Maximum adhesion stress T Max (N/mm2) Ratio of test body 1 to Tmax Maximum load (kN) Comparative Example Test body 1 No protrusions - 29 0. 19 1 54 Inventive example Test body 5 50 3 17 29 4.38 23 1242 Comparative test Body 6 150 3 50 29 2.67 14 756 Comparative Example Test body 7 50 1.2 42 29 2.21 12 648 Inventive Example Test body 8 50 3 (reverse) 17 29 4.69 25 1350 Inventive Example Test body 9 50 2 25 29 3. 95 21 1126 Inventive Example Test Body 10 50 2.5 20 29 4. 01 21 1143 (1) The influence of the protrusion pitch P is examined to examine the influence of the protrusion pitch, and FIG. 9 shows the adhesion of the test body 1, the test body 5, and the test body 6. The relationship between the velocity (N/mm2) and the relative offset (mm) 26 312/invention specification (supplement)/93-05/93107251 1271465. It can be seen from Fig. 9 that the maximum offset within the relative offset δ = 5 mm The degree of stress is much greater than that required for the wall structure in the test body 5 (protrusion pitch P = 5 0 Hi m ) The adhesion strength is 3.0 N / m m2, but in the test body 6 (protrusion pitch P = 150 mm), the maximum adhesion stress is less than 3 · 0 N / m m2. From this, it can be known that during rolling When the protrusions are formed, the protrusion pitch P is set to P / h S 4 0, which is effective for obtaining the adhesion strength necessary for the wall structure. (2) The influence of the protrusion height h is considered to examine the influence of the protrusion height. Fig. 10 shows the relationship between the adhesion stress (N / mm2) and the relative offset (mm) of the test body 1, the test body 5, and the test body 7. From Fig. 10, the relative offset (5 = The maximum adhesion stress within 5 mm, in the test body 5 (protrusion height h = 3 ni m ), greatly exceeds the adhesion strength required for the wall structure of 3.0 N / m m2, but in the test body 7 (In the protrusion height h=1.2mn〇, the maximum adhesion stress is less than 3.0 N/mm2. In addition, regarding the test body 9 (protrusion height h = 2 n) m), the test body 10 (protrusion height h = 2.5) Ni in ), as shown in Table 2, the maximum adhesion should be 3. 9 5 N / m m2, 4. 0 1 N / m m2, exceeding the wall structure The adhesive strength to 3 · 0 N / m m2 square from the above results, the protrusion height h to obtain a specified adhesion strength used, preferably within the range of the present invention (P / h S 4 0). (:3) Examination of the influence of the protrusion direction (curved shape) in the case of setting the protrusion of the curved shape shown in Fig. 11 (a) and Fig. 1 1 (b) 27 312 / invention specification (supplement) / 93- 05/93107251 1271465 Simulated wall, tested by repeated loads in the direction indicated by the arrows in the application diagram. As a result, as shown in Fig. 15, a simulated wall body in which a projection Η-shaped steel is attached to the inner surface of the flange having the projections in the range of the present invention on the inner surface of the flange, the maximum load of the displacement of the load point position, and the use thereof are shown. The maximum load of the simulated wall of the non-protrusive Η steel is compared with a value of 1.3 times or more, and it is known that it has high endurance. Further, the rigidity of the dummy wall body in which the inner surface of the flange having the inner surface of the flange having the projections in the range of the present invention is provided with the projection Η-shaped steel is also 1.3 times or more the rigidity of the dummy wall using the non-protrusion Η-shaped steel. . (Embodiment 4) According to the above-described Embodiments 1 to 3, the case where the specified adhesion strength can be ensured by the hedging pressure is verified. However, it has excellent force on the actual wall body, which is bending and shearing force. Therefore, it is not sufficient to verify the performance of the wall as a performance verification of the punching pressure alone. Here, in the present embodiment, the performance of the steel and concrete wall body against bending and shearing force was confirmed by the test body of the actual size. Fig. 16 is an explanatory view of the test body device of the present embodiment, which is a structure in which the Η-shaped steel 1 is disposed at the center portion and surrounded by the concrete 3 1 . It is a structure in which the protective plate 3 3 for protecting the concrete 3 1 is provided at both ends of the test body and the center portion in the axial direction, and is supported at the center portion in the axial direction while supporting both end portions. Further, the specifications of the Η-shaped steel were the same as those of the first embodiment, and the specifications (including the production method and dimensions) of the projections and the specifications of the concrete were the same as those of the test body 5 of the second embodiment. The performance to be possessed as a steel/concrete wall body is obtained by performing calculation based on analysis of 29 312/invention specification (supplement)/93-05/93107251 1271465 F E 。. Moreover, as an analytical specimen, the mechanical properties of the concrete and the Η-shaped steel of the test specimen are determined by the stress-deformation curve (non-linear curve) obtained from the test results of the respective elements, and at the same time, in the concrete and the Η-shaped steel. At the interface, the adhesion characteristics were standardized using the interface elements according to the stamping adhesion test. The test was performed to determine the deflection of the load point when the test body shown in Fig. 16 was loaded on the center portion thereof. Figure 17 is a graph showing the results of this test, with the horizontal axis showing the deflection of the load point (m m ) and the vertical axis showing the load (k Ν ). As can be seen from Fig. 17, the experimental results are in good agreement with the calculated values considering the adhesion characteristics. Therefore, it has been confirmed that the bending and shearing forces have properties expected as steel and concrete walls. (Industrial Applicability) In the present invention, since the plurality of projections are provided on the inner surface side of the steel and the projections are set so as to satisfy the specified numerical condition, the adhesion to the concrete can be increased. As a result, the thickness of the wall can be reduced by using such a steel sheet as a wall material. BRIEF DESCRIPTION OF THE DRAWINGS Fig. 1 (a) and Fig. 1 (b) are explanatory views of a projection Η section steel 1 according to a first embodiment of the present invention, and Fig. 1 (a) is a schematic plan view, and Fig. 1 (b) is a side view. A partial section view made by the XX line. Fig. 2 (a) and Fig. 2 (b) are explanatory views of the projecting Η-shaped steel 1 1 according to the second embodiment of the present invention, wherein Fig. 2 (a) is a schematic plan view, and Fig. 2 (b) is taken along the YY line. Partial section view. Fig. 3 is a plan view showing an outline of a projecting Η-shaped steel 21 according to a third embodiment of the present invention, a description of the invention (supplement)/93-05/93, 07251, 1271465. Fig. 4 (a) to Fig. 4 (c) are explanatory views for explaining a wall body according to a fourth embodiment of the present invention. Fig. 5 (a) and (b) are explanatory views for explaining the effects of the fourth embodiment of the present invention. Fig. 6 (a) and Fig. 6 (b) are schematic views showing an example of a method of constructing the wall body of the present invention. Fig. 7 (a) and Fig. 7 (b) are explanatory views for explaining an attachment force measuring experiment of the attached projecting Η-shaped steel of the embodiment, Fig. 7 (a) is a side view, and Fig. 7 (b) is a front view. Fig. 8 is a graph showing the effect of the attached projecting Η section steel of Example 1. Fig. 9 is a graph showing the influence of the pitch of the projections of the second embodiment. Figure 10 is a graph illustrating the effect of the height of the protrusion of Example 2. Fig. 1 (a) and Fig. 1 1 (b) are explanatory views for explaining the direction of the projection of the second embodiment. Fig. 12 is a graph showing the influence of the projection direction of the second embodiment. Fig. 13 is an explanatory view for explaining the shape of the projection of the second embodiment. Figure 1 4 (a) to Figure 14 (c) is a schematic view showing the construction of the simulated wall body of Embodiment 3 ' Figure 14 (a) is a view, Figure 14 (b) is a side view, Figure 14 (c) ) is a sectional view taken along line ZZ. Fig. 15 is a graph showing the effect of attaching the projecting Η-shaped steel on the simulated wall body of Example 3. Fig. 16 is an explanatory view of the test body device of the fourth embodiment. Fig. 17 is a graph showing the effect of the embodiment 4. 31 312/Invention Manual (supplement)/93-05/93107251