200307779 (1) 玖、發明說明 【發明所屬之技術領域】 本發明是關於做爲擋土牆等所構築之一種特別是具有 優良施工性和穩定性的加勁土構造物，及被使周做爲其牆 面砌塊及錨固砌塊之加勁土砌塊及回塡土加勁材料。 【先前技術〕 至今爲止，做爲例如面對著道路或住宅地區之擋土牆 等所構築的加勁土構造物，已知有堆疊複數牆角砌塊或牆 面板等牆面材，在其背部每撒入一定層厚的回塡土於同時 對每個層厚進行碾壓，並且在各層間個隔著一定間隔配置 做爲回塡土加勁材料的鋼筋或帶狀鋼材，或者是地工織物 或金屬網等，於同時將其前端側固定在牆面材，於另一端 安裝錨固板來進行構築的加勁土搆造物。 第2 1圖（a )是表示其之一例，於圖中是把混凝土 製牆面板3 0進行複數層堆疊，在其背部撒入回塡土 3 0 ’碾壓後’於回塡土 3 1的各層間埋設複數層之做爲 回塡土加勁材料的另一端安裝有錨固板3 3鋼筋棒3 2 〔第2 1圖（b)〕或鋼製帶狀體，或者是金屬網（以下 稱「鋼筋棒3 2」），各鋼筋棒3 2的前端側3 2 a是連 結於牆面板3 0。 於該狀況時，特別是鋼筋棒3 2，因是藉由其與回塡 土 3 1的摩擦力所產生的約束效果使回塡土結構整體的穩 定性和強度得以提昇的同時使牆面3 0固定，所以可使回 -5- (2) (2)200307779 塡土 3 1和鋼筋棒3 2達成一體性。 此外，各鋼筋棒3 2的前端側3 2 a ，於一般是由螺 栓•螺帽3 4錨固在突出設於牆面板3 0之背面部的錨固 鐵件上。 另外，安裝在鋼筋棒3 2之另一端的錨固板3 3 ，是 以薄鋼板或混凝土板形成，形成爲其自身無自立性的薄狀 體，將鋼筋棒3 2端部貫穿板體，再用錨固螺帽3 5進行 錯固。 【發明內容】 [本發明欲解決之課題] 但是，因錨固板3 3其自身難以自立，再加上需於鋼 筋棒3 2端部螺著錨固螺帽3 5來進行錨固，所以難以邊 保持著牆面和錨固板3 3的穩定邊進行上螺帽施工，因此 就造成牆面容易傾斜，成爲位移大之牆面的原因。 此外，做爲加勁土工法雖期望能使用工地產生材，但 通常所使用的鋼筋棒3 2是鍍鋅鋼筋棒。 可是’雖然鑛鉢材料對於P Η爲5〜9左右的土質具 有優良的耐鈾性，但對於比該値還酸性或還驗性的土質卻 只會降低其耐蝕性。爲防止該狀況發生雖然最好是用合成 樹脂包覆鋼筋棒3 2，但採螺帽固定方式的連結方式時合 成樹脂容易被螺紋溝槽破壞而失去耐蝕性。 - 此外，即使在鍍鋅後因其溝槽部被鍍鋅堵塞所以在上 螺帽時容易發生施工障礙。 冬 (3) 200307779 另，於加勁土工法中，做爲牆面板3 0所 土板，於一般是以厚度爲1 8 c ιώ，此外每1 通常爲 1·5χ1·5 = 2·25η]2 左右， 至少連結有4支鋼筋棒3 2等做爲回塡土加勁 本型，被堆疊成複數層的各牆面板3 0，都至 筋棒3 2使其錨固在回塡土 3 1內。 因此，這種牆面板3 0 ’於一般因其需具 土壓的強度（剛性），所以通常是在模板內: 筋，然後再將由水泥、粒料、水所攪拌形成之 動性的固化性材料澆置在模板內進行養護，即 濕式製造法來使其成型。 此外，在採用這種混凝土板做爲牆面板3 爲大型物體等之理由而在搬運處理時需要重型 因此在建設工地現場的操作就相當棘手，又因 造法成型所以費時，再加上因壓縮性的回塡土 對位移或因不均質之牆面土壓而使板容易產生 等問題，所以於最近就採用乾式砌快和地工織 的加勁土工法。 但是，在砌塊式加勁土工法中所使用的砌 尺寸，於一般是高度爲2 0 c m，寬度爲4 5 爲3 0 c m左右，每一個牆面積大槪爲〇 · 9 2 5個砌塊相當於1片先前之混凝土板的面積 另外，這種砌快因需經濟地對工地提供相 以是採所謂的乾式製造法來成型，該製造法是 使用的混凝 片板的面積 於其背面側 祠料爲其基 少由4支鋼 有足以阻抗 進行鋼筋配 具有足夠流 按照所謂的 0時，因其 搬運機械， 是採濕式製 材與板的相 龜裂或變形 物所組合成 塊每一個的 c m，深度 2cm2, 〇 當數量，所 將無流動性 (4) (4)200307779 ί丹度幾乎爲零的固化性粉狀體放入金屬模具內然後邊振動 的同時邊進行加壓壓縮，並且在從金屬模具中取出後進行 養護。 不過，砌塊式加勁土工法具有以下優點： ① 砌塊因採上述乾式工法可大量連續成型，而且養護 時間只要短時間即可，所以製造成本低。 ② 砌塊因其比混凝土板小重量輕所以在搬運上不需重 型機械，因此在施工現場容易操作。 另一方面，在將如此成型的乾式砌塊以加勁土法做爲 牆面材使用時’若對每個砌塊都連結回塡土加勁材料時， 從設計上或從經濟上來看，應都屬超設計，所以就會組合 使用連結回塡土加勁材料的砌塊和沒有連結回塡土加勁材 料的砌塊來構築牆面，亦或是組合使用連結回塡土加勁材 料的砌塊層和沒有連結回塡土加勁材料的砌塊層來構築牆 面，因此產生以下問題： ① 沒有連結回塡土加勁材料的砌塊或砌塊層之穩定性 問題。 ② 因砌快沒有抗拉強度，所以當對牆面砌塊或錨固砌 塊直接連結鋼筋棒等之回塡土加勁材料時，砌塊的連結部 會容易斷裂。 ③ 基於和上述相同的理由，當拉力或壓縮力作用於砌 塊使其產生彎曲時，砌塊就容易斷裂，所以爲不使其產生 彎曲砌塊不得不形成爲小形狀。 ④ 不僅不能於會產生拉力的狀態下使用，於地震時容 -8 - (5) (5)200307779 易遭破壞。 此外’因鋼筋棒3 2只是被埋設在碾壓過之回塡土 3 1的各層間而已，所以若要使鋼筋棒3 2和回塡土 3 1 之間具有約束效果，則鋼筋棒3 2的長度需相當長，因此 要視需求而定’例如第2 1 ( b )所示，雖然是在鋼筋棒 3 2的自由端側的端部安裝由薄鋼板或混凝土板等所形成 的錨固板3 3來提昇鋼筋棒3 2的拉拔阻力，但是錨固板 3 3在設置時及設置後均容易傾斜，因此產生了鋼筋棒 3 2的拉拔阻力會下降’牆面砌塊3 〇在地震時會位移的 問題。 另外，因鋼筋棒3 2的錨固鐵件是使用螺栓·螺帽 3 4 ，而螺栓·螺帽3 4的鎖緊作業是非常麻煩，所以就 又會有成本變高的問題。此外，由於生銹的程度有時會使 螺栓失去功能因此也會有無法獲得拉拔阻力等問題。 又，在加勁土工法中是使用混凝土板做爲牆面板時， 其基本爲1片板的面積通常是1 · 5x1 · 5 = 2 · 25 m 2，而且至少連結著4支加勁材料。因此，所有的混凝 土板’至少都由4支加勁材料錨固在回塡土上。 然而，於砌塊式加勁土工法中，一個砌塊的尺寸，例 如高度爲2 0 c m，寬度爲4 5 c m，深度爲3 0 c m， 牆面大槪爲〇 . 9 2 c m 2，因此先前的混凝土板1片相 當於2 5個砌塊。 因此，砌塊式加勁土工法是不對各砌塊連結加勁材 料，而是將連結有加勁材料的砌塊和沒有連結加勁材料的 (6) (6)200307779 砌塊組合來形成牆面。 本發明是爲解決上述課題而爲的發明，其目的在於提 供一種特別是具有優良施工性和穩定性的加勁土構造物， 以及做爲其牆面砌塊及錨固砌塊使用的加勁土砌塊及回塡 土加勁材料。 【用以解決課題之手段】 本發明申請專利範圍第1項所記載之回塡土加勁材 料，其爲被埋設在由複數牆面砌塊所堆疊形成之加勁土牆 面之背部回塡土內的回塡土加勁材料，其特徵爲於設置在 上述牆面砌塊上的錨固孔內或錨固溝槽內，插入其一端使 其被錨固。 本發明申請專利範圍第2項所記載之回塡土加勁材 料，其爲被埋設在由複數牆面砌塊所堆疊形成之加勁土牆 面之背部回塡土內的回塡土加勁材料，其特徵爲於設置在 上述牆面砌塊上的錨固孔內或錨固溝槽內，插入其一端並 塡實固結材使其被錨固。 本發明申請專利範圍第3項所記載之回塡土加勁材 料，是於申請專利範圍第1項或第2項所記載之回塡土加 勁材料中，其特徵爲於被埋設在回塡土內之錨固砌塊上所 設置的錨固孔內或錨固溝槽內，插入其另一端並塡實固結 材使其被錨固。 本發明申請專利範圍第4項所記載之回塡土加勁材 料，是於申請專利範圍第1項或第2項所記載之回塡土加 -10- (7) (7)200307779 勁材料中，其特徵爲其另一端是錨固在天然形成的地盤 本發明申請專利範圍第5項所記載之回塡土加勁材 料，是於申請專利範圍第1項至第4項任一項所記載之回 塡土加勁材料中，其特徵爲至少其一端是形成爲彎鉤形 狀、L形狀或T形狀。 本發明申請專利範圍第6項所記載之回塡土加勁材 料，其爲和錨固砌塊一起被埋設在由複數牆面砌塊所堆疊 形成之加勁土牆面之背部回塡土內的回塡土加勁材料，其 特徵爲回塡土加勁材料一端及/或另一端是中介著連結鐵 件連結於牆面砌塊及/或上述錨固砌塊，上述連結鐵件是 由固結材錨固在上述牆面砌塊及/或上述錨固砌塊上所設 置的錨固孔內或錨固溝槽內。 本發明申請專利範圍第7項所記載之回塡土加勁材 料，是於申請專利範圍第1項至第6項任一項所記載之回 塡土加勁材料中，其特徵爲回塡土加勁材料表面是鍍鋅或 有合成樹脂包覆著，亦或是鍍鋅後再包覆合成樹脂。 本發明申請專利範圍第8項所記載之加勁土砌塊，是 做爲回塡土保持用的牆面砌塊及/或是做爲被埋設在上述 回塡土內之回塡土加勁材料之阻抗拉拔的錨固砌塊來使用 的加勁土砌塊，其特徵爲加勁土砌塊形成有要錨固上述回 塡土加勁材料的錨固孔或錨固溝槽，並且埋設有可阻抗上 述回塡土加勁材料拉拔力的砌塊加勁材料。 本發明申請專利範圍第9項所記載之加勁土砌塊，是 -11 - (8) (8)200307779 於申請專利範圍第8項所記載之加勁土砌塊中，其特徵爲 砌塊加勁材料是用固結材使其被埋設在埋置孔內或埋置溝 槽內。 本發明申請專利範圍第1 〇項所記載之加勁土砌塊， 是於申請專利範圍第9項或第8項所記載之加勁土砌塊 中，其特徵爲加勁土砌塊是由乾式砌塊所形成。 本發明之加勁土砌塊（牆面砌塊及錨固砌塊），特別 是可採在模板內澆置坍度爲零或極接近零的超乾硬性混凝 土然後用振動器或壓實機使其搗固的方式來形成。 即，在對超乾硬性混凝土進行強力振動和加壓使其搗 固後，即進行快速脫模，接著進行蒸氣養護或蒸壓養護來 促進養護，以8〜2 0小時左右的標準養護期就可獲得接 近2 5日養護期強度的加勁土砌塊。因此，根據本發明所 形成的乾式砌塊，也可稱爲是快速脫模砌塊。 於該狀況下的超乾硬性混凝土，是由水泥和粒料和水 所形成之坍度爲零或極接近零（幾乎是零）的混凝土，例 如以水灰比爲3 9 %，水泥量爲4 0 0 K g，粗粒料（ 1 0 0 m以下）爲5 0 %，細粒料（2 m m以下）的條件 來混合成坍度爲零時，就可獲得4 0 0 K g / c m 2強度 的乾式砌塊。 做爲回塡土加勁材料，可使用圓形鋼筋或異形鋼筋等 鋼筋棒，亦或是帶鋼等，此外，回塡土加勁材料，可於加 勁土砌塊（牆面砌塊及錨固砌塊）的成型時錨固在加勁土 砌塊上，或也可於施工時再錨固在加勁土砌塊上。 -12- (9) (9)200307779 另外，做爲砌塊加勁材料（阻抗構件），可使用鋼筋 等之棒狀構件、鋼板等之板狀構件，亦或是金屬網等鐵絲 網構件，特別是對砌塊全體，或特別是在應力大的位置上 要做爲砌塊加勁材料時也可混入金屬纖維、合成樹脂纖 維、碳纖維或玻璃纖維。 再者，做爲塡實在錨固孔內或錨固溝槽內的固結材， 可使用高強度早強砂漿或樹脂砂漿等，固結材於原則上是 在施工時進行塡實。 本發明申請專利範圍第1 1項所記載之加勁土構造 物，是在加勁土牆面背部之回塡土內埋設具有錨固砌塊的 回塡土加勁材料而構成的加勁土構造物，其特徵爲在上述 錨固砌塊上形成有埋置孔或埋置溝槽，於該當埋置孔或埋 置溝槽內由固結材埋設著可阻抗上述回塡土加勁材料拉拔 力的阻抗構件。做爲該狀況下之阻抗構件，可特別埋設鋼 筋等棒狀構件、鋼板等板狀構件。 本發明申請專利範圍第1 2項所記載之加勁土構造 物，是設置有加勁土砌塊來做爲回塡土保持用的牆面砌塊 及/或可阻抗被埋設在上述回塡土中之回塡土加勁材料拉 拔力的錨固砌塊而構成的加勁土構造物，其特徵爲於上述 加勁土砌塊上形成有錨固孔或錨固溝槽，於該當錨固孔或 錨固溝槽內由固結材錨固著上述回塡土加勁材料。 本發明申請專利範圍第1 3項所記載之加勁土構造 物，是在由牆面砌塊堆疊形成之加勁土牆面的背部塡實回 塡土，並且在上述回塡土內埋設回塡土加勁材料而構成的 -13- 200307779 do) 加勁土構造物’其特徵爲於上述牆面砌塊上形成有錨固孔 或錨固溝槽，於該當錨固孔或錨固溝槽內由固結材錨固著 上述回塡土加勁材料的一端或要連結上述回塡土加勁材料 的連結構件。 本發明申請專利範圍第1 4項所記載之加勁土構造 物，是由回塡土保持用的牆面砌塊堆疊複數層而構成的加 勁土構造物，其特徵爲由連結構件連結著上述牆面砌塊彼 此，該當連結構件是插入在上述牆面砌塊上所形成的錨固 孔內或錨固溝槽內，或插入並塡實固結材使其被錨固著。 本發明申請專利範圍第1 5項所記載之加勁土構造 物，是於申請專利範圍第1 1項至第1 4項任一項所記載 之加勁土構造物中，其特徵爲加勁土牆面是由牆面砌塊堆 疊複數層而構成，鄰接於各層橫向的牆面砌塊，是由錨固 有回塡土加勁材料的牆面砌塊和沒有錨固回塡土加勁材料 的牆面砌塊堆疊構成。 本發明申請專利範圍第1 6項所記載之加勁土構造 物，是於申請專利範圍第1 1項至第1 4項任一項所記載 之加勁土構造物中，其特徵爲加勁土牆面是由牆面砌塊複 數堆疊構成，並且鄰接於上下方向的牆面砌塊，是由錨固 有回塡土加勁材料的牆面砌塊和沒有錨固回塡土加勁材料 的牆面砌塊堆疊構成。 本發明申請專利範圍第1 7項所記載之加勁土構造 物，是於申請專利範圍第1 1項至第1 6項任一項所記載 之加勁土構造物中，其特徵爲加勁土牆面是在所堆疊的牆 -14- (11) (11)200307779 面砌塊及/或鄰接於橫向的牆面砌塊間設有空洞部，於該 當空洞邰內ijft貫碎石或礫石 '固結材，亦或是砌塊使左右 的牆面砌塊彼此形成一體性。 本發明申請專利範圍第1 8項所記載之加勁土構造 物’是於申請專利範圍第1 1項至第1 7項任一項所記載 之加勁土構造物中，其特徵爲加勁土牆面是以邊搭扣組合 著牆面砌塊邊進行堆疊的方式來形成牆面。 本發明申請專利範圍第1 9項所記載之加勁土構造 物，是於申請專利範圍第1 1項至第1 8項任一項所記載 之加勁土構造物中，其特徵爲牆面砌塊是由表面翼部和背 面翼部和腹部所形成，或由表面翼部和腹部所形成。 本發明申請專利範圍第2 〇項所記載之加勁土構造 物，是於申請專利範圍第1 1項至第1 9項任一項所記載 之加勁土構造物中，其特徵爲回塡土加勁材料爲棒狀加勁 材料、帶狀加勁材料、鐵絲網材料或地工織物。 本發明申請專利範圍第2 1項所記載之加勁土構造 物，是於申請專利範圍第1 1項至第2 〇項任一項所記載 之加勁土構造物中，其特徵爲回塡土是由發泡苯乙烯、砌 塊、泡沬砂漿或混土砂漿塡充而成。 於該狀況時’特別是做爲回塡土之發泡苯乙燃、砌 塊、泡沬砂漿或混土砂漿，也可只回塡在加勁土牆面背部 的一定範圍’再自其後方開始回塡工地產生材等做爲回塡 土。如此一來’可降低土壓作用在加勁土牆面上。 本發明申請專利範園第2 2項所記載之加勁土構造 -15- (12) (12)200307779 物，是於申請專利範圍第1 1項至第2 1項任一項所記載 之加勁土構造物中，其特徵爲在堆疊牆面砌塊所構成之加 勁土牆面的背部是回塡碎石、礫石，或砂質土亦或固結 土。 於該狀況時，特別是做爲回塡土之碎石、礫石，或砂 質土亦或固結土也可只回塡在加勁土牆面背部的一定範 圍，再自其後方開始回塡實工地產生材等做爲回塡土。如 此一來，因碎石、礫石較難下沉所以可明顯降低伴隨回塡 土下沉而造成之回塡土加勁材料的變形，及隨變形而產生 的彎曲應力，還可事先防止因過大之變形及彎曲應力而造 成回塡土加勁材料的斷裂。 【實施方式〕 〔發明之實施形態〕 第1圖（a)〜（C)，是表示做爲面臨道路或基地 等之擋土牆而構築的加勁土構造物的一例，於圖中，圖號 1是表示可構成擋土牆之牆體A的被堆疊成複數層的，牆 面砌塊，圖號2爲被回塡在牆體A之背部的回塡土，圖號 3爲可謀求回塡土2之穩定的同時提高回塡土2的強度， 並可固定牆面砌塊1 ，複數層被埋設在回塡土 2內的回塡 土加勁材料，然後圖號4是做爲可阻抗回塡土加勁材料3 拉拔力的阻抗構件（錨固構件）而被埋設在回塡土 2內的 錨固砌塊。 牆面砌塊1分別具有表面翼部1 a 、背面翼部1 b及 -16- (13) (13)200307779 腹部1 c ，一體形成爲即使是源自於乾式砌塊的原樣也能 穩定地自立之大致爲Η形狀（或Ϊ形狀）的平面。 此外，表面翼部1 a 、背面翼部1 b及腹部1 c的各 上端部分別形成有錨固溝槽1 d ’舖固溝槽1 d在表面糞 部1 a和腹部1 C的上端部是分別形成爲連續於各別的長 度方向，在背面翼部1 b的上端部是形成爲連續於寬度方 向，各部的錨固溝槽1 d是連續形成爲1條的溝槽。另 外，在腹部1 c的上端部形成著突起邰1 e。 於該狀況下的牆面砌塊1在一般因顧及搬運等容易操 作及施工等，其通常是形成爲高度h爲2 0〜1 5 0 c η]，寬度w爲30〜1 00 c in，深度d爲20〜60 cm程度的尺寸，及重量爲2 0〜1 5 OKg程度。 如此所形成的牆面砌塊1是於橫向互相鄰接，益且被 堆疊成複數層。此時，在各層橫向鄰接的牆面砌塊1、1 之間形成有由雙方之表面翼部1 a、背面翼部1 b及腹部 1 c所形成的空洞部5，在各空洞部5內塡有回塡土 2。 於該狀況下，若在空洞部5內塡實礫石或固結材，亦 或是砌塊就可使左右及上下的牆面砌塊1 、1彼此成爲一 體性。 此外，各層的牆面砌塊1 ，例如第1圖所示是被堆疊 成鄰接於橫向的表面翼部1 a 、1 a間的縱接縫是上下方 向不連續之左右互相錯開的所謂「破縫結合」，如此一來 各層牆面砌塊1的突起部1 e將會與其上層鄰接之牆面砌 塊1 、1之間的空洞部5嵌合，使鄰接於上下及橫向的牆 -17- (14) (14)200307779 面砌塊1彼此因各牆面砌塊1的突起部丨e和空洞部5所 嵌合的搭扣而互相組合。 回土加勁材料是水平埋設在回塡土 2內，其一端伺j (牆面砌塊側）是錨固在牆面砌塊1內，其另一端側（錨 固砌塊側）是錨固在錨固砌塊4內。 此外’回塡土加勁材料3是除了由圓形鋼筋或異形棒 鋼等鋼筋棒形成外，也可由帶鋼形成，又於其表面施有鍍 鋅、用合成樹脂來密封包覆、塗佈包覆等。特別是，當回 塡土加勁材料3的表面是鍍鋅或密封包覆著合成樹脂時其 防蝕效杲就非常好，不僅可應付在使用酸性土高的工地產 生材來做爲回塡土 2外，也能應付使用在如石灰質土般鹼 性高之回塡土。另，若在回塡土加勁材料3的表面鍍鋅後 其又以合成樹脂密封包覆時更可提高其防蝕效果。 另外，在回塡土加勁材料3的一端側形成有平面大致 爲L·字型或T字型的彎鉤3 a來做爲錨固部，彎鉤3 a是 插入在牆面砌塊1之表面翼部1 a及腹部1 c的錨固溝槽 1 d內，並且是用混凝土或砂漿，亦或是環氧樹脂等固結 材6來進行塡充使其錨固著。 如此般因回塡土加勁材料3的彎鉤3 a是錨固在牆面 砌塊1的錨固溝槽1 d內，所以彎鉤3 a就受到上側的牆 面砌塊1的約束，並且因其與錨固溝槽1 d內的周面所產 生的摩擦使其不擔心被拔出，因此回塡土加勁材料3的彎 鉤3 a是確實且牢固地被錨固在上下牆面砌塊1 、1之 間。 -18- (15) (15)200307779 此時，特別是因回塡土加勁材料3的彎鉤3 a是跨越 固定在鄰接於橫向之2〜3個，或這以上數量的牆面砌塊 1的錨固溝槽1 d間，所以用1支回塡土加勁材料3就可 同時固定鄰接於橫向之複數牆面砌塊1 ，因此非常經濟， 且可明顯提高施工性。 此外，因回塡土加勁材料3的彎鉤3 a在錨固溝槽 1 d內是穩定著，所以即使位於其上側的牆面砌塊1因土 壓造成的應力集中而往前偏移時，也會因其下側的牆面砌 塊1的錨固溝槽1 d內的彎鉤3 a還是連結著而不會遭受 破壞，當然由於牆面砌塊1往前偏移而使土壓造成的應力 集中緩和下來而得以持續維持成穩定的擋土牆。 另一方面，回塡土加勁材料3的另一端側（錨固砌塊 側）是水平延長在回塡土 2內，並且被錨固在以指定長度 形成在錨固砌塊1上端部大致中央處的錨固孔4 a內。於 該狀況時，在回塡土加勁材料3的另一端側形成有往正下 方突出成略直角之做爲錨固部的彎鉤3 b ，彎鉤3 b是插 入在錨固孔4 a內，並且在其周圍塡實著混凝土或砂漿， 亦或是環氧樹脂等固結材6。 此外，在錨固砌塊4特別是在錨固孔4 a的近旁，例 如第1圖（c )所示，埋設有可阻抗回塡土加勁材料3之 拉拔力P做爲阻抗構件4 b的鋼筋，該阻抗構件4 b是形 成爲可強力阻抗中介著彎鉤3 b進行作用之回塡土加勁材 料3的拉拔力P。 另。於該狀況下的阻抗構件4 b，也是插入在事先所 -19- (16) (16)200307779 形成在錨固孔4 a的近旁的埋置孔內或埋置溝槽內（省略 圖示），並且由後來所塡實的樹脂砂漿等固結材使其埋設 著。 此外，回塡土加勁材料3 ，若可獲得足夠的拉拔阻抗 力來應對作用於各層牆面砌塊1之來自於回塡土 2的土壓 時，就不必每層或各列都設置回塡土加勁材料3 ，亦可隔 著複數層或隔著複數列設置。當然，回塡土加勁材料3少 是比較經濟，除此外在回塡土 2之回塡及碾壓時不會造成 妨礙，對於施工而言也是所期望的事。 以該狀況爲例時，做爲各層橫向鄰接的牆面砌塊，是 由連結有回塡土加勁材料3的牆面砌塊1和沒有連結回塡 土加勁材料3的牆面砌塊1隔著一層或隔著數層堆疊而 成。 另外，做爲上下方向鄰接的牆面砌塊，是由連結有回 塡土加勁材料3的牆面砌塊1和沒有連結回塡土加勁材料 3的牆面砌塊1隔著一列或隔著數列堆疊而成。 第2圖，特別是表示回塡土加勁材料3的一端側要固 定在牆面砌塊1時之固定方法的其他例，錨固溝槽1 d是 從表面翼部1 a的中央跨越腹部1 c ，甚至背面翼部1 b 間連續形成爲直線。此外在錨固溝槽1 d的前端部（表面 翼部1 a的中央）形成有錨固孔1 ί 。 另一方面，在回塡土加勁材料3的一端側形成有做爲 錨固部之往正下方突出成略垂直的L字型彎鉤3 a 。接 著，回塡土加勁材料3的一端，於插入在錨固溝槽1 d內 -20- (17) (17)200307779 的同時將彎鉤3 a插入在錨固孔1 ί內，並且對錨固溝槽 1 d及錨固孔1 ί塡實固結材6使其錨固在牆面砌塊1 內。 於第3圖所示之例子中，牆面砌塊1是由表面翼部 1 a和並列突出設置在背面側的複數腹部1 c、1 c所形 成，此外於表面翼部1 a的上端部略中央處形成有錨固孔 1 f 〇 另一方面，於回塡土加勁材料3的前端側，形成有做 爲錨固部之往正下方突出成略垂直的L字型彎鉤3 a 。接 著，將彎鉤3 a插入在錨固孔1 ί內，又對錨固孔1 ί塡 實固結材6使回塡土加勁材料3的前端側錨固在牆面砌塊 1內。 此外，於第4圖所示之例子中，在回塡土加勁材料3 的一端側形成有平面大致爲Τ字型的彎鉤3 a ，並於其兩 端分別突出設有往各正下方突出的突起部3 c 、3 c 。另 一方面，在牆面砌塊1的錨固溝槽1 d內設有小孔1 g。 接著，將彎鉤3 a插入錨固溝槽1 d內，將兩端突起 部3 c、3 c分別插入小孔1 g、1 g內，然後對錨固溝 槽1 d及小孔1 g、1 g塡實固結材6 ，使回塡土加勁材 料3的一端側錨固在牆面砌塊1內。 另，第4圖（d )爲表示使用形成爲長方體形的砌塊 做爲牆面砌塊時的例子。 另外，於第5圖所示之例子中，回塡土加勁材料3的 彎鉤3 a是形成爲與延長部3 d爲另一個體的棒狀，並且 -21 - (18) (18)200307779 寒昔由插通形成在延長部3 d則端部的環部3 e使其連結於 延長部3 d前端部。若使用該回塡土加勁材料3時，即使 在彎鉤3 a爲相當長之狀況，在搬運等時因可將彎鉤3 a 和延長部3 d分開進彳了搬運5所以搬運體積不會變大且操 作容易。另，第5圖（d )爲表示使用形成爲長方體形的 砌塊做爲牆面砌塊時的例子。 此外，於第6圖所示之例子中，牆面砌塊1分別具有 表面翼部1 a 、背面翼部1 b及腹部1 c ，一體形成爲即 使是原狀也能穩定自立之大致爲Η形狀的平面，另外，在 腹部1 c的上端部形成有突起部1 e。 另一方面，回塡土加勁材料3是由帶鋼形成，在其一 端側（牆面砌塊側）和另一端側（錨固砌塊側）分別形成 有做爲錨固部的彎鉤3 a和彎鉤3 b。彎鉤3 a是形成爲 凹槽形可嵌合於突出設在牆面砌塊1之腹部1 c上端部的 突起部1 e ，彎鉤3 b例如是在帶鋼端部焊接彎曲加工成 L字型之鋼筋使其形成。 接著，將彎鉤3 a嵌合於突起部1 e ，使回塡土加勁 材料3的一端側（牆面砌塊側）錨固在牆面砌塊1上，然 後將彎鉤3 b插入在錨固砌塊4的錨固孔4 a內，使回塡 土加勁材料3的另一端側錨固在錨固砌塊4內。 另外，如第6圖（d ) ' ( e )所示，在回塡土加勁 材料3的〜端側形成有彎鉤3 a和位於彎鉤3 a前端冊往 其正下方突出成大致爲L字型的彎鉤3 c ，於另一方面在 牆面砌塊丨的上端部形成有錨固孔丨f ，將彎鉤3 c插入 -22- (19) (19)200307779 在1 ί ，使回塡土加勁材料3的一端側可更確實錨固於牆 面砌塊1上。 另，該狀況下的彎鉤3 c ，分別如第6圖（d )、 (e )所示，可在帶鋼端部焊接彎曲加工成L字型之鋼筋 等，或直接將帶鋼端部彎曲成L字型等使其簡單形成。 此外，該狀況下的彎鉤3 a ，雖也可在回塡土加勁材 料3的製作時形成，但也可於工地現場在配設回塡土加勁 材料3時對回塡土加勁材料3的前端部進行彎曲加工形 成。另外彎夠3 c也可在工地現場將彎曲加工成L字型之 鋼筋等焊接在帶鋼端部使其形成。 第7圖（a )〜（e )表示加勁材料的一例，例如第 7圖（a )是把鋼筋棒等之棒狀構件的前端側彎曲成平面 爲略L字型，再對其焊接另外的棒狀構件3 c，使彎鉤 3 a形成爲平面大致是T形。 另外，第7圖（c )所示之加勁材料3，彎鉤3 a是 由棒狀構件所形成，延長部3 d是由帶鋼所形成。再者， 第7圖（d ) 、 （ e )是表示在加勁材料3的另一端側 (牆面砌塊側）形成有做爲錨固部之彎鉤3 a的變形例， 第7圖（d )所示之彎鉤3 a ，是把鋼筋棒等棒狀構件的 另一端側雙折彎曲而形成，藉此使其提高加對彎鉤3 a拉 拔力的阻抗力。 此外，第7圖（e )所示之彎鉤3 a ，是把由鋼筋棒 斗所形成的回塡土加勁材料3的前端側彎曲成l字型，並 在其表面突出設有肋部3 g使固結材的附著力提高。另， -23- (20) (20)200307779 該狀況下的回塡土加勁材料3是以異形棒鋼形成。 另，以牆面砌塊爲例，其他例如有第8圖（a )〜 (h )分別所示之牆面砌塊，其任一牆面砌塊都分別具有 表面翼部1 a 、背面翼部1 b及腹部1 c ，特別是於第8 圖（a ) 、 （ b )所示之牆面砌塊中，在表面翼部1 a的 上端部於表面翼部1 a的長度方向（牆體A的橫向）隔著 指定間隔突出設有由鋼筋或雙頭螺栓所形成的連結栓 1 h，並且在應對於該連結栓1 h的表面翼部1 a下端部 形成有連結栓1 h要插入的栓孔1 i 。 接著，於複數牆面砌塊1被堆疊成複數層時，藉由上 下鄰接的牆面砌塊1的連結栓1 h和栓孔1 i進行卡合 (連結栓1 h插入在栓孔1 i內）的搭扣方式使上下的擋 土牆砌塊1彼此形成互相組合。 此外，於第8圖（c )所示之牆面砌塊中，特別是在 表面翼部1 a的上端部形成連續於表面翼部1 a長度方向 的連結用凹槽1 j 。接著，於複數牆面砌塊1被堆疊成複 數層時，各層橫向鄰接的牆面砌塊1、1的連結用凹槽 1 j是連續於牆體A的橫向，於跨越在該橫向鄰接的複數 牆面砌塊1的連結用凹槽1 j間插入著連結棒7 ，使橫向 鄰接的複數牆面砌塊1彼此互相接合著。 另外，於第8圖（d )所示之牆面砌塊中，特別是在 表面翼部1 a的上端部和下端部分別形成有連續於表面翼 部1 a長度方向的突部1 k和凹部1 nl。接著，於複數牆 面砌塊1被堆疊成複數層時，藉由上下鄰接之牆面砌塊 -24 - (21) (21)200307779 1 、1的突部1 k和凹部1 m進行卡合使上下牆面砌塊1 彼此互相接合著。 此外’於第8圖（e )所示之牆面砌塊中，特別是在 腹部1 c形成有貫穿於下方的開口部1 1Ί ，因此擋土牆砌 塊1得以輕型化及材料得以節約化，又在其被堆疊後，於 開口部1 η內塡實礫石類，使上下牆面砌塊1、1間的抗 剪力提高在可阻止土壓造成之牆體Α變形的同時也可提高 排水性。 另外’於第8圖（ί )所示之牆面砌塊1 ，是由表面 翼部1 a和並列突出設置在其背面側的複數腹部1 c、 1 c所形成，於腹部ί c 、1 c間形成有要回塡土塡入用 的開口部1 η。 此外’於第8圖（g )所示之牆面砌塊1 ，是由表面 翼部1 a和突出設置在其背面側的腹部ί c形成爲T形平 面。再者，第8圖（h )所示之牆面砌塊1 ，是在表面翼 部1 a的上端部形成有植栽用凹部ί 〇。 另一方面’錨固砌塊4，是形成爲即使是原狀也可穩 定自立的長方體形狀，特別是在其背面側，突出設有可提 高其自立性來維持其足夠重量的肋部。此外，於其上端物 中央處形成有加勁材料3另一端側之彎鉤3 b錨固用的其 涂度爲指疋涂度的鋪固孔4 a 。 第9圖及第1 〇圖中，做爲可阻抗回塡土加勁材料3 拉拔力P的阻抗構件，是在牆面砌塊1的混凝土內水平埋 設阻抗構件1 p ，使牆面砌塊1可強力阻抗回塡土加勁材 -25- (22) (22)200307779 料3拉拔力p。 另，於第9圖（a )〜（c )的例子中，是在牆面砌 塊1的表面翼部1 a和腹部1 c的上端部於連續形成L字 型的錨固溝槽1 d的轉角部，垂直埋設有阻抗構件1 p。 此外，於第1 0圖（a ) 、 （ b )的例子中，是在牆 面砌塊1的表面翼部1 a的中央處形成爲垂直的錨固孔 1 ί的內側（背面翼部側）水平埋設有阻抗構件1 p。於 該狀況’阻抗構件1 ρ是埋設在於事先形成之錨固孔或錨 固溝槽1 q內。 第1 1圖（a ) 、（ b )特別是表示回塡土加勁材料 3和錨固砌塊4的變形例，如圖所示回塡土加勁材料3是 形成爲從平面看大致是溝槽狀’其前端部份成爲有相當於 彎夠3 a的錨固部。此外，在自由端側的端部分別形成有 側視爲L字型的彎鉤3 b。錨固砌塊4是形成爲橫向長 形’於其長度方向的雨端部形成有指定深渡的錨固孔 4 a 、4 a 〇 接著，回塡土加勁材料3的彎鉤3 a是橫跨在鄰接之 牆面砌塊1、1的錨固溝槽1 d、1 d間並插入錨固，此 外彎鉤3 b是插入在錨固砌塊4的錨固孔4 a 、4 a ，然 後又在錨固溝槽1 d和錨固孔4 a內塡實固結材6使其錨 固。 另，於該狀況，也可用固定鐵件（省略圖示）將回塡 土加勁材料3的錨固部3 a或錨固部3 a和3 b間的軸部 從上往下壓住以防止回塡土加勁材料3上浮。做爲該狀況 -26、 (23) (23)200307779 下的固定鐵件，是由鋼筋等形成，其是跨在回塡土加勁材 料3上成往正下方開口成c字型的鐵件。固定鐵件可將其 兩端的腳部插入固定在形成於牆面砌塊上端部的小孔內。 第1 2圖（a ) 、 ( b )，特別是表示鄰接之牆面砌 塊1 、1彼此是由連結鐵件7所連結著的例子。於該狀 況，連結鐵件7是由鋼筋等形成在其兩端形成有側視爲大 致是L字型的彎鉤7 a 、7 a 。此外，在鄰接之牆面砌塊 1 、1的表面翼部1 a的兩端部分別形成有錨固孔1 r、 1 r ° 接著，在鄰接之各牆面砌塊1、1間將連結鐵件7其 兩端的彎鉤7 a 、7 a插入設置在表面翼部1 a的錨固孔 1 r 、1 r內，使鄰接之各牆面砌塊1、1彼此互相連結 著。 另外，回塡土加勁材料3前端側的彎鉤3 a是錨固在 形成於牆面砌塊1之背面翼部1 b上的錨固孔1 ί 。 第13圖（a) 、( b )，是表示回塡土加勁材料3 的彎鉤3 a錨固在牆面砌塊1時之錨固方法的其他例子， 特別是在各牆面砌塊1的背面部突出設有由鋼筋等形成的 鋼環8，來取代在各牆面砌塊1的上端部上所設置的錨固 孔或錨固溝槽，將彎鉤3 a水平插入在該鋼環8中，使回 塡土加勁材料3的一端側錨固在牆面砌塊1上。於該狀 況’鋼環8是由固結材6使其錨固在形成於牆面砌塊1的 背面部的錨固孔1 s內。 第14圖（a)〜（c)，同樣是表示回塡土加勁材 - 27 - (24) (24)200307779 料3的彎鉤3 a錨固在牆面砌塊1時之錨固方法的一例’ 在被堆疊之各牆面砌塊9的背面部〔第1 4圖（a )〕’ 或在被堆疊之上下牆面砌塊9、9間的接縫部背面部〔第 1 4圖（b )〕突出設有錨固鐵件1 〇 ° 此外，在回塡土加勁材料3的一端側（牆面砌塊側） 突出設有錨固片3 c ，於錨固鐵件1 0和錨固片3 c分別 形成有連結孔1 0 a和3 d。接奢將纟固片3 c重b在錯 固鐵件1 0的側部，然後在連結孔1 〇 a和3 d間插入連 結插銷，使回塡土加勁材料3的一端側連結於牆面砌塊 9。另，於該狀況下的牆面砌塊，可使用如圖所示之厚度 爲後的牆面版。 第15圖（a) 、 ( b )，同樣是表示回塡土加勁材 料3的一端側錨固在牆面砌塊9時之錨固方法的一例，在 被堆疊之上下牆面砌塊9、9間安裝有可連結上下牆面砌 塊9彼此的連結栓1 1 ，此外在回塡土加勁材料3的一端 側（牆面砌塊側）突出設有錨固片3 c ，於該錨固片3 c 上形成有連結孔3 d。 接著，在錨固片3 c的連結孔3 d插入連結栓1 1 ， 使回塡土加勁材料3的一端側連結於牆面砌塊9。 另，於該狀況下的牆面砌塊’可使用如圖所示之長方 體形的砌塊。此外，連結栓1 1是由固結材使其錨固在分 別形成於上下牆面砌塊9上的錨固孔內。 第1 6圖（a )〜（c )，是表示錨固砌塊的一例， 在錨固孔4 a的側部（牆面砌塊1側）埋設有做爲阻抗構 -28- (25) (25)200307779 件4 b的鋼筋或鋼板。於該狀況下的阻抗構件4 b是由固 結材使其埋設在埋置溝槽4 c內。 第1 7圖〜第2 1圖，是表示回塡土加勁材料的兩端 固定在牆面砌塊和錨固砌塊時之固定方法的其他例子。 於第1 7圖的例子中，在牆面砌塊1和錨固砌塊4的 側部分別形成有指定深度的錨固孔1 t和4 d，在該錦固 孔1 t和4 d內插入回塡土加勁材料3的端部，並且用固 結材6塡實。 此外，於第1 8圖（a ) 、 （ b ) ' ( c )的例子 中，對於做爲連結構件1 2而分別突出設在牆面砌塊1和 錨固砌塊4上的螺栓構件或帶狀構件是由鋼筋棒或金屬網 材料等的回塡土加勁材料3中介著螺絲接頭1 3或螺栓· 螺帽1 4連結著。 於第1 9圖（a ) 、 （ b )的例子中，在突出設置於 牆面砌塊1上的連結構件1 2上直接捲曲安裝著做爲回塡 土加勁材料3的地工織物。 再者，於第20圖（a) 、 ( b ) 、 （c)的例子 中，於形成在牆面砌塊1上的錨固孔1 t內由固結材錨固 著做爲回塡土加勁材料3之鋼筋棒或帶鋼等的端部。 〔發明效果〕 本發明如以上說明，因回塡土加勁材料是由固結材將 形成在其端部大致爲L字型或T字型的彎鉤錨固在形成於 牆面砌塊和錨固砌塊上的錨各溝槽或錨固孔內，所以ϋ和 -29- (26) (26)200307779 至今爲止由螺栓·螺帽進行錨固的構造相比其構造是簡單 許多，此外因不需螺栓·螺帽，所以可達到施工大幅度省 力及工程費大幅度降低。 另外，對於牆面砌塊和錨固砌塊，因是採用以坍度爲 零或極接近零的超硬性混凝土澆置在模板內然後使用強力 之振動器或壓實機進行搗固使其成型的乾式砌塊，並且因 埋設有鋼筋或鋼板等做爲可阻抗回塡土加勁材料之拉拔力 的阻抗構件，所以可提供一種在強度上也是極穩定之加勁 土構造物。 【圖式簡單說明】 第1圖（a )爲表示做爲擋土牆而構築的加勁土構造 物之一例局部透視圖，（b )爲牆面砌塊、錨固砌塊及回 塡土加勁材料的透視圖，第1 ( c )圖爲錨固砌塊的縱剖 面圖。 第2圖（a )爲表示做爲擋土牆而構築的加勁土構造 物之一例局部平面圖，（b )圖爲爲牆面砌塊、錨固砌塊 及回塡土加勁材料的透視圖。 第3圖（a )爲表示做爲擋土牆而構築的加勁土構造 物之一例局部透視圖，（b )圖爲牆面砌塊的透視圖。 第4圖（a )爲表示做爲擋土牆而構築的加勁土構造 物之一例局部透視圖，（b )爲其局部平面圖，（c )爲 牆面砌塊的局部縱剖面圖，（d )爲牆面砌塊的局部透視 圖。 -30- (27) (27)200307779 第5圖（a )爲表示做爲擋土牆而構築的加勁土構造 物之一例局部透視圖，（b )爲其局部平面圖，（c )爲 牆面砌塊的局部縱剖面圖，（d )爲牆面砌塊的局部透視 圖。 第6圖（a )爲表不做爲擋土牆而構築的加勁土構造 物之一例局部平面圖，（b )爲牆面砌塊、錨固砌塊及回 塡土加勁材料的透視圖，（c )爲爲牆面砌塊的局部縱剖 面圖，（d ) 、（ e )爲表示牆面砌塊和回塡土加勁材料 的透視圖。 第7圖（a )〜（e )爲表示回塡土加勁材料的透視 圖。 第8圖（a )〜（h )爲表示牆面砌塊其他例的透視200307779 (1) Description of the invention [Technical field to which the invention belongs] The present invention relates to a stiffened earth structure with excellent workability and stability, especially for retaining walls. Its wall block and anchor block reinforced earth block and back soil reinforced material. [Prior art] Hitherto, as a stiffened earth structure facing a road or a residential area, for example, a wall material such as a stack of a plurality of corner blocks or a wall panel is known. Sprinkle a certain layer of bentonite at the same time to roll each layer thickness, and arrange the reinforced or strip-shaped steel, or geotextile or A metal mesh or the like is a stiffened earth structure for which the front end side is fixed to a wall material and an anchor plate is installed at the other end. Figure 21 (a) shows an example of this. In the figure, the concrete wall panel 30 is stacked in multiple layers, and the back soil 30 is sprinkled on the back. An anchor plate 3 3 reinforced rod 3 2 [Fig. 21 (b)] or a steel band or a metal mesh (hereinafter referred to as "reinforced earth stiffening material" is buried between layers of each layer "Reinforcing bar 3 2"), and the front end side 3 2 a of each reinforcing bar 32 is connected to the wall panel 30. In this situation, especially the reinforced rods 3 2, because of the restraining effect caused by the friction between the rods and the returning soil 3 1, the overall stability and strength of the returning soil structure are improved, and the wall surface 3 is improved. The 0 is fixed, so that -5- (2) (2) 200307779 can be integrated with the reinforced rod 3 2. In addition, the front end side 3 2 a of each of the reinforcing bars 32 is generally anchored by bolts / nuts 34 to an anchoring iron member protrudingly provided on the back portion of the wall panel 30. In addition, the anchoring plate 3 3 installed at the other end of the reinforcing rod 32 is formed of a thin steel plate or a concrete plate, and is formed into a thin body without self-reliance. The end of the reinforcing rod 32 passes through the plate body, and Use anchor nuts 35 to perform staggering. [Summary of the Invention] [Problems to be Solved by the Invention] However, since the anchoring plate 3 3 itself is difficult to stand on its own, and it is necessary to screw the anchoring nut 35 to the end of the reinforcing rod 3 2 to perform anchoring, it is difficult to maintain the side The upper nut construction is performed on the stable surface of the wall surface and the anchor plate 33, so the wall surface is easily inclined, which becomes the cause of the wall surface with large displacement. In addition, although stiffening geotechnical methods are expected to use construction materials, the commonly used reinforcing bars 32 are galvanized steel bars. However, although the mineral bowl material has excellent uranium resistance to soils having a PΗ of about 5 to 9, it will only reduce its corrosion resistance to soils which are more acidic or more susceptible than the plutonium. To prevent this from happening, it is preferable to cover the steel bars 32 with a synthetic resin, but the synthetic resin is easily damaged by the thread grooves and loses the corrosion resistance when the nut-fixing method is used. -In addition, even after the galvanization, the groove part is blocked by the galvanization, so construction obstacles are likely to occur when the nut is mounted. Winter (3) 200307779 In addition, in the stiffening geotechnical method, as 30 soil plates for the wall panel, the thickness is generally 1 8 c ft. In addition, each 1 is usually 1 · 5χ1 · 5 = 2 · 25η] 2 On the left and right sides, at least four steel bars 32 are connected as the reinforced soil reinforcement type, and each wall panel 30 stacked in a plurality of layers is anchored to the reinforced soil 32 and anchored in the soil 31. Therefore, this wall panel 3 0 'is generally because it needs the strength (rigidity) of earth pressure, so it is usually in the formwork: ribs, and then the dynamic curability formed by mixing cement, granules and water The material is placed in a formwork for curing, that is, a wet manufacturing method to form it. In addition, the use of this concrete slab as the wall panel 3 is a large object, and it needs to be heavy when handling. Therefore, the operation at the construction site is very difficult, and it is time-consuming due to the manufacturing method, and it is compressed Due to the difficulty of the displacement of the soil or the uneven soil pressure on the wall, the slabs are prone to problems, so recently, the stiffening geotechnique of dry-laying and geotextile has been adopted. However, the size of the masonry used in the block-type stiffening earthwork method is generally 20 cm in height, 45 cm in width and 30 cm in width, and each wall area is 0.925 blocks. It is equivalent to the area of a previous concrete slab. In addition, this kind of masonry needs to be economically provided to the construction site and is formed by the so-called dry manufacturing method, which uses the area of the concrete sheet on the back The side pedestal is composed of 4 steels with sufficient resistance to conduct reinforcement with sufficient flow. According to the so-called 0, due to its handling machinery, it is a combination of wet cracking materials and plate cracks or deformations. One cm, depth 2cm2, 〇 When the quantity, the non-fluidity (4) (4) 200307779 ί hardened powder with almost zero degree is put into a metal mold and then pressurized and compressed while vibrating , And after curing from the metal mold. However, the block-type stiffening geotechnical method has the following advantages: ① The block can be continuously formed in large quantities due to the dry method described above, and the curing time is only a short time, so the manufacturing cost is low. ② Since the block is lighter and lighter than the concrete slab, it does not require heavy machinery for transportation, so it is easy to operate at the construction site. On the other hand, when the thus-formed dry block is used as a wall material by the stiffening method, 'if each block is connected to the soil stiffening material, it should be designed or economically. It is a super design, so it will use a combination of blocks connected to the back soil reinforcement material and blocks not connected to the back soil reinforcement material to build a wall, or a combination of block layers connected to the back soil reinforcement material There is no block layer connected to the back soil reinforcement material to build the wall, so the following problems arise: ① The stability of the block or block layer without the back soil reinforcement material. ② Due to the lack of tensile strength of the block, when the wall block or anchor block is directly connected to the reinforced earth stiffening materials such as steel bars, the joint portion of the block will easily break. ③ For the same reasons as above, when a tensile or compressive force acts on a block to cause it to bend, the block is easy to break, so the block has to be formed in a small shape so as not to cause it to bend. ④ Not only cannot be used in a state where a tensile force is generated, but the capacity is -8-(5) (5) 200307779 during an earthquake. In addition, 'reinforced rods 3 2 are only buried between the layers of rolled back soil 31 1, so if there is a restraining effect between the reinforced rods 3 2 and the returned soil 3 1, the reinforced rods 3 2 The length needs to be quite long, so it depends on the demand '. For example, as shown in No. 2 1 (b), although an anchor plate made of a thin steel plate or a concrete plate is installed at the end of the free end side of the reinforced rod 32. 3 3 to increase the pull resistance of the reinforced rod 32, but the anchoring plate 3 3 is easy to tilt during and after installation, so the pull resistance of the reinforced rod 3 2 will be reduced 'wall block 3 0 in the earthquake The problem of displacement. In addition, since the bolts and nuts 34 are used as the anchoring irons of the reinforcing bars 32, and the tightening operation of the bolts and nuts 34 is very troublesome, there is a problem that the cost becomes high. In addition, the degree of rust may cause the bolt to become inoperative, which may cause problems such as failure to obtain pull resistance. In addition, when a concrete slab is used as a wall panel in the stiffening geotechnical method, the area of a single slab is generally 1 · 5x1 · 5 = 2 · 25 m 2, and at least 4 stiffening materials are connected. Therefore, all concrete slabs' are anchored to the soil with at least 4 stiffeners. However, in the block-type stiffening geotechnical method, the size of a block, such as a height of 20 cm, a width of 45 cm, a depth of 30 cm, and a wall thickness of 0. 9 2 c m 2, Therefore, one piece of the previous concrete slab is equivalent to 25 blocks. therefore, The block stiffening geotechnical method does not connect stiffening materials to each block, Instead, the block with the stiffener connected and the (6) (6) 200307779 block without the stiffener combined are combined to form the wall. The present invention has been made to solve the above problems, The purpose is to provide a stiffened earth structure with excellent workability and stability, As well as stiffening earth blocks and back soil stiffening materials for their wall and anchoring blocks. [Means to solve the problem] The stiffening material described in item 1 of the scope of patent application of the present invention, It is a stabilizing material of stabilizing soil buried in the stabilizing soil on the back of stiff soil wall formed by stacking of a plurality of wall blocks. It is characterized by being located in an anchor hole or an anchor trench provided on the wall block, Insert one end to anchor it. The bentonite stiffening material described in item 2 of the scope of patent application of the present invention, It is a stabilizing material of stabilizing soil buried in the stiffening soil on the back of stiffening soil wall formed by stacking of multiple wall blocks It is characterized by being located in an anchor hole or an anchor trench provided on the wall block, Insert one end and solidify the anchoring material. The bentonite stiffening material described in item 3 of the scope of patent application of the present invention, It is included in the stiffening material described in item 1 or 2 of the scope of patent application. It is characterized by being located in an anchor hole or an anchor trench provided on an anchor block buried in the soil. Insert the other end and solidify the anchoring material. The stiffening material described in item 4 of the scope of patent application of the present invention, It is included in the materials listed in item 1 or 2 of the scope of patent application. -10- (7) (7) 200307779 It is characterized in that the other end is anchored on a naturally formed site. Among the stiffening materials described in any one of the scope of patent application items 1 to 4, It is characterized in that at least one end is formed in a hook shape, L shape or T shape. The bentonite stiffening material described in item 6 of the scope of patent application of the present invention, It is an anchoring material that is buried together with anchoring blocks in the backing earth of the reinforcing earth wall formed by stacking of a plurality of wall blocks. It is characterized in that one end and / or the other end of the reinforced earth stiffening material is connected to the wall block and / or the above-mentioned anchor block through a linking iron piece, The connecting iron piece is anchored by a consolidation material in the wall block and / or the anchor hole provided in the anchor block or the anchor trench. The bentonite stiffening material described in item 7 of the scope of patent application of the present invention, It is in the back soil stiffening material described in any of the items 1 to 6 of the scope of patent application. It is characterized in that the surface of the bentonite stiffening material is galvanized or coated with synthetic resin. Or coated with synthetic resin after galvanizing. The stiffened earth block described in item 8 of the scope of patent application of the present invention, Is a stiffened earthen block used as a wall block for retaining the earth and / or an impedance-pulled anchor block which is buried in the above earth to reinforce the material, It is characterized in that the stiffening earth block is formed with anchor holes or anchoring grooves for anchoring the above-mentioned soil reinforcement material, In addition, a block stiffening material that can resist the pulling force of the above-mentioned soil stiffening material is buried. The stiffened earth block described in item 9 of the scope of patent application of the present invention, Yes -11-(8) (8) 200307779 In the stiffened earth block described in item 8 of the scope of patent application, It is characterized in that the block stiffening material is buried in a buried hole or a trench with a consolidation material. The stiffened earth block described in item 10 of the scope of patent application of the present invention, In the stiffened earth block described in item 9 or item 8 of the scope of patent application, It is characterized in that the stiffened earth blocks are formed by dry blocks. The stiffened earth block (wall block and anchor block) of the present invention, In particular, it can be formed by pouring ultra-dry rigid concrete with zero or very close to zero slump in the formwork and then tamping it with a vibrator or compactor. which is, After strong vibration and compression of ultra-dry hard concrete, Quick demolding, Followed by steam curing or autoclaving to promote conservation, With a standard curing period of about 8 to 20 hours, a stiffened earth block with a strength close to the curing period of 25 days can be obtained. therefore, The dry block formed according to the present invention, It can also be called quick demoulding block. In this condition, ultra-dry hard concrete, Is concrete with zero slump or very close to zero (almost zero) formed by cement, aggregate and water, For example, with a water-cement ratio of 39%, The amount of cement is 4 0 0 K g, Coarse pellets (less than 100 m) are 50%, Fine granules (below 2 mm) to be mixed into a slump of zero, A dry block with a strength of 400 K g / cm 2 can be obtained. As a stiffening material for returning soil, You can use round bars or special-shaped bars, Or strip, etc. In addition, Utilizing soil stiffening material, It can be anchored to the stiffened soil block during the forming of the stiffened soil block (wall block and anchored block), Or it can be anchored on the stiffened earth block during construction. -12- (9) (9) 200307779 In addition, As a block stiffening material (impedance member), Can use rod-shaped members such as steel bars, Plate-like members such as steel plates, Or wire mesh components such as metal mesh, Especially for the whole block, Or especially in places with high stress, it can also be mixed with metal fibers, Synthetic resin fiber, Carbon fiber or glass fiber. Furthermore, As a solidified material in the anchor hole or anchor groove, High strength early strength mortar or resin mortar can be used. The consolidation material is in principle solidified during construction. The stiffened earth structure described in item 11 of the scope of patent application of the present invention, It is a stiffened earth structure constructed by burying backed soil stiffening materials with anchoring blocks in the backed soil of the back of the stiffened soil wall. It is characterized in that a buried hole or a buried groove is formed on the anchoring block, An impedance member capable of resisting the pulling force of the above-mentioned soil-reinforced material is embedded in the embedded hole or the trench by the consolidation material. As an impedance component in this situation, Specially embedded rod-shaped members such as steel bars, Plate-like members such as steel plates. The stiffened earth structure described in item 12 of the scope of patent application of the present invention, It is a stiffener constructed by stiffening earth blocks as wall blocks for retaining earth and / or anchoring blocks that can resist the pulling force of the anchoring materials of the earth resurfacing buried in the above earth Soil structure, It is characterized in that an anchor hole or an anchor groove is formed on the stiffened earth block, The anchoring hole stiffening material is anchored by the consolidation material in the anchoring hole or the anchoring groove. The stiffened earth structure described in item 13 of the patent scope of the present application, The back of the stiffened soil wall formed by the stacking of the wall blocks is solid soil, -13- 200307779 do) stiffening soil structure ’is characterized in that the anchoring hole or anchoring groove is formed on the wall block, One end of the stiffening material or the connecting member to be connected to the stiffening material is anchored in the anchor hole or the anchoring groove by the consolidation material. The stiffened earth structure described in item 14 of the scope of patent application of the present invention, It is a stiffened soil structure composed of stacked layers of wall blocks for retaining soil. It is characterized in that the wall blocks are connected to each other by a connecting member, When the connecting member is inserted into the anchor hole or the anchor groove formed on the wall block, Or insert and solidify the anchoring material. The stiffened earth structure described in item 15 of the scope of patent application of the present invention, It is in the stiffened earth structure described in any one of the items 11 to 14 of the scope of patent application. It is characterized in that the stiffened earth wall is composed of wall blocks stacked in multiple layers, Adjacent to the horizontal wall blocks of each floor, It consists of a stack of wall blocks anchored with back soil reinforcement material and wall blocks without anchor back soil reinforcement material. The stiffened earth structure described in item 16 of the scope of patent application of the present invention, It is in the stiffened earth structure described in any one of the items 11 to 14 of the scope of patent application. It is characterized in that the stiffened earth wall is composed of a plurality of stacked wall blocks, And adjoining the up and down wall blocks, It consists of a stack of wall blocks anchored with back soil reinforcement material and wall blocks without anchor back soil reinforcement material. The stiffened earth structure described in item 17 of the scope of patent application of the present invention, It is in the stiffened earth structure described in any one of the items 11 to 16 of the scope of patent application. It is characterized in that the stiffened earth wall is provided with a hollow part between the stacked walls -14- (11) (11) 200307779 and / or adjacent wall blocks, In this hollow cavity, ijft runs through gravel or gravel 'consolidation material, Or the blocks make the left and right wall blocks integral with each other. The stiffened soil structure described in item 18 of the scope of patent application of the present invention is the stiffened soil structure described in any of item 11 to 17 of the scope of patent application, It is characterized in that the stiffened soil wall surface is formed by stacking the side wall blocks and stacking them together. The stiffened earth structure described in item 19 of the scope of patent application of the present invention, It is in the stiffened earth structure described in any one of items 11 to 18 of the scope of patent application. It is characterized in that the wall block is formed by the front wings and the back wings and the abdomen, Or formed by surface wings and abdomen. The stiffened earth structure described in item 20 of the application scope of the present invention, It is in the stiffened earth structure described in any one of items 11 to 19 of the scope of patent application. It is characterized in that the bentonite stiffening material is a rod-shaped stiffening material, Band-shaped stiffening material, Barbed wire material or geotextile. The stiffened earth structure described in item 21 of the scope of patent application of the present invention, It is in the stiffened earth structure described in any one of the items 11 to 20 of the scope of patent application. It is characterized in that the bentonite is made of expanded styrene, Blocks, Filled with foam mortar or concrete mortar. Under this condition ’, especially as foamed styrene, Blocks, Foam mortar or concrete mortar, It is also possible to return only to a certain extent on the back of the stiffened soil wall ’, and then start to return the material from the construction site as the returning soil. In this way, the earth pressure can be reduced to act on the stiffened soil wall surface. The stiffened earth structure described in item 22 of the patent application for this invention -15- (12) (12) 200307779 It is in the stiffened earth structure described in any one of the items 11 to 21 of the scope of patent application. It is characterized in that the back of stiffened earth wall composed of stacked wall blocks is crushed stone, gravel, Or sandy soil or consolidation soil. In this situation, Especially as gravel of Uighur soil, gravel, Or the sandy soil or the consolidated soil can only be settled back to a certain range on the back of the stiffened soil wall. From the back, it began to reclaim the material from the actual construction site as reclaimed soil. As a result, Due to gravel, Gravel is more difficult to sink, so it can significantly reduce the deformation of the stiffening material caused by the settlement of the soil And bending stresses due to deformation, It can also prevent the deformation of bentonite stiffening material caused by excessive deformation and bending stress in advance. [Embodiment] [Embodiments of the invention] Figs. 1 (a) to (C), This is an example of a stiffened earth structure that is constructed to face a retaining wall such as a road or base. In the figure, Drawing No. 1 shows that the wall A, which can constitute the retaining wall, is stacked into a plurality of layers. Wall blocks, Figure No. 2 is the Uighur soil that has been returned to the back of wall A. Figure No. 3 is to increase the strength of Uighur soil 2 while seeking stability of Uighur soil 2. And can fix wall blocks1, A plurality of layers of soil-reinforced material buried in soil-reinforced soil 2 Then figure 4 is the anchoring block buried in the soil 2 as the resistance member (anchor member) that can resist the pulling force of the soil 2 stiffening material. The wall blocks 1 each have a surface wing 1 a, Back wings 1 b and -16- (13) (13) 200307779 abdomen 1 c, It is integrally formed into a generally Η-shaped (or Ϊ-shaped) flat surface that can stably stand on its own even if it is derived from a dry block. In addition, Surface wing 1 a Anchor grooves 1 d are formed at the upper end portions of the back wing portion 1 b and the abdomen 1 c, respectively. The upper end portions of the surface feces portion 1 a and the abdomen 1 C are formed to be continuous to each other. Longitudinal direction, The upper end portion of the rear wing portion 1 b is formed continuously in the width direction. The anchor grooves 1 d of each portion are grooves formed continuously in one row. In addition, A protrusion 邰 1e is formed on the upper end of the abdomen 1c. In this situation, the wall block 1 is generally easy to handle and construct due to transportation and other factors. It is usually formed so that the height h is 2 0 ~ 1 5 0 c η], Width w is 30 ~ 100 c in, The depth d is a size of about 20 to 60 cm, And the weight is about 20 ~ 15 OKg. The wall blocks 1 thus formed are adjacent to each other in the horizontal direction, Benefits are stacked into multiple layers. at this time, Wall blocks adjoining laterally on each floor1. 1 is formed between the surface wings 1 a, Cavities 5 formed by the back wings 1 b and the abdomen 1 c, Within each hollow part 5, there is a returning soil 2. In this situation, If gravel or consolidation material is compacted in the hollow portion 5, Or blocks can make left and right and top and bottom wall blocks1, 1 becomes one with each other. In addition, Wall blocks 1 on each floor, For example, Fig. 1 shows the surface wings 1 a, which are stacked adjacent to each other in the lateral direction. The vertical seam between 1a is the so-called "broken seam combination" staggered from top to bottom and discontinuous to the left and right. In this way, the protrusions 1 e of the wall blocks 1 of each layer will be adjacent to the wall blocks 1 of the upper layer, The hollow part 5 between 1 is fitted, The walls adjoining the upper and lower and lateral walls -17- (14) (14) 200307779 The surface blocks 1 are combined with each other by the fittings of the protrusions e and the hollow portions 5 of the wall blocks 1. The stiffening material of the back soil is buried horizontally in the back soil 2. One end (side of the wall block) is anchored in the wall block 1, The other end side (anchor block side) is anchored in the anchor block 4. In addition, ‘reverted earth stiffening material 3’ Can also be formed from strip steel, And its surface is galvanized, Use synthetic resin to seal the coating, Coating and coating. especially, When the surface of the soil-reinforcing material 3 is galvanized or sealed with synthetic resin, its corrosion resistance is very good. It can not only cope with the use of raw materials with high acidity in the industrial land as the return soil 2, It can also be used in returning soil with high alkalinity like calcareous soil. another, If the surface of the bentonite stiffening material 3 is galvanized and then sealed with a synthetic resin, the anticorrosive effect can be improved. In addition, A hook 3 a having a substantially L-shaped or T-shaped plane is formed on one end side of the bentonite stiffening material 3 as an anchor portion. The hook 3 a is inserted into the anchor groove 1 d of the surface wing 1 a and the abdomen 1 c of the wall block 1. And use concrete or mortar, Alternatively, a fixing material 6 such as an epoxy resin is used for filling and anchoring. In this way, the hook 3 a of the stiffening material 3 is anchored in the anchor groove 1 d of the wall block 1, So the hook 3 a is constrained by the upper wall block 1, And because of its friction with the peripheral surface within 1 d of the anchoring groove, it does not worry about being pulled out, Therefore, the hook 3 a of the sloping soil stiffening material 3 is firmly and firmly anchored to the upper and lower wall blocks 1, 1 between. -18- (15) (15) 200307779 At this time, In particular, the hooks 3 a of the stiffening material 3 are fixed to two to three adjacent to the horizontal direction. Or between the anchoring trenches 1 d of the wall block 1 above, Therefore, using one piece of back soil stiffening material 3 can simultaneously fix a plurality of wall blocks 1 adjacent to the horizontal direction, So very economical, And can significantly improve workability. In addition, Because the hook 3a of the stabilizing material 3 is stable in the anchoring groove 1d, Therefore, even if the wall block 1 on the upper side is shifted forward due to the stress concentration caused by earth pressure, It will not be damaged because the hook 3 a in the anchor groove 1 d of the wall block 1 on the lower side is still connected. Of course, because the wall block 1 is shifted forward, the stress concentration caused by the earth pressure is relaxed, and it can be continuously maintained as a stable retaining wall. on the other hand, The other end side (anchored block side) of the U.S. soil stiffening material 3 is horizontally extended in the U.S. soil 2. Furthermore, it is anchored in an anchor hole 4a formed at a predetermined length in the approximate center of the upper end of the anchor block 1. In this situation, A hook 3 b is formed on the other end side of the bentonite stiffening material 3 as an anchoring portion protruding at a slightly right angle, The hook 3 b is inserted into the anchor hole 4 a, And concrete or mortar around it, It is also a consolidation material 6 such as epoxy resin. In addition, In the vicinity of the anchoring block 4 and especially the anchoring hole 4a, For example, as shown in Figure 1 (c), The pull-out force P of the resistance stabilizing material 3 is embedded as the reinforcing bar of the resistance member 4 b. The resistive member 4b is a pull-out force P that forms a returning soil stiffening material 3 capable of acting as a strong impedance through the hook 3b. another. The impedance member 4 b in this state, It is also inserted in the embedded hole or embedded groove formed near the anchor hole 4 a (-19) (16) (16) 200307779 (not shown), Furthermore, it was buried by a consolidation material such as a resin mortar which was later consolidated. In addition, Utilizing soil stiffening material 3 If sufficient pull-out resistance can be obtained to cope with the earth pressure from the returning soil 2 acting on the wall blocks 1 of each layer, It is not necessary to set back soil stiffening material 3 for each layer or column, It can also be set across multiple layers or across multiple columns. of course, 3 less stiffening material is more economical, In addition, it will not cause obstacles when returning to the soil and rolling. It is also desirable for construction. Taking this situation as an example, As wall blocks adjoining each other horizontally, It is formed by stacking the wall block 1 connected with the back soil reinforcement material 3 and the wall block 1 not connected with the back soil reinforcement material 3 through one or more layers. In addition, As a wall block adjoining up and down, It is formed by stacking wall blocks 1 connected with back soil reinforcement material 3 and wall blocks 1 not connected with back soil reinforcement material 3. Figure 2, In particular, it shows another example of a fixing method when one end side of the bentonite stiffening material 3 is fixed to the wall block 1 The anchoring groove 1 d crosses the abdomen 1 c from the center of the surface wing 1 a, Even the back wings 1 b are formed continuously in a straight line. In addition, an anchor hole 1 ′ is formed at a front end portion of the anchor groove 1 d (the center of the surface wing portion 1 a). on the other hand, An L-shaped hook 3 a is formed on one end side of the bentonite stiffening material 3 as an anchoring portion and protrudes directly downward. Then, One end of the stiffening material 3 Insert the hook 3 a into the anchoring hole 1 while inserting it into the anchoring groove 1 d -20- (17) (17) 200307779. And the anchoring groove 1 d and the anchoring hole 1 are made of solid consolidation material 6 to be anchored in the wall block 1. In the example shown in Figure 3, The wall block 1 is composed of a front wing portion 1 a and a plurality of abdomen 1 c provided side by side on the back side. Formed by 1 c, In addition, an anchoring hole 1 f is formed in the center of the upper end portion of the surface wing portion 1 a. On the other hand, On the front end side of the screed material 3, An L-shaped hook 3 a is formed to protrude directly below the anchoring portion to form a slightly vertical shape. Then, Insert the hook 3 a into the anchor hole 1 ί, The anchoring hole 1 is further anchored in the wall block 1 with the solid consolidation material 6 anchoring the front-end side of the soil reinforcement material 3. In addition, In the example shown in Figure 4, A hook 3 a having a substantially T-shaped plane is formed on one end side of the bentonite stiffening material 3. Projection portions 3 c projecting directly underneath each of the two ends are protruded. 3 c. on the other hand, A small hole 1 g is provided in the anchor groove 1 d of the wall block 1. then, Insert the hook 3 a into the anchoring groove 1 d. Push the protrusions on both ends 3 c. 3 c inserted into the small holes 1 g, Within 1 g, Then for the anchoring groove 1 d and the small hole 1 g, 1 g of solid consolidated material 6 One end of the sloping soil stiffening material 3 is anchored in the wall block 1. another, Fig. 4 (d) shows an example when a rectangular block is used as a wall block. In addition, In the example shown in Figure 5, The hook 3 a of the sloping soil stiffening material 3 is formed into a rod shape that is different from the extension 3 d. And -21-(18) (18) 200307779 The cold part is formed by inserting in the extension part 3d, and the ring part 3e at the end part is connected to the front end part of the extension part 3d. When using this back soil stiffening material 3, Even if the hook 3 a is quite long, During transportation, the hook 3a and the extension 3d can be separated into the transportation 5 so that the transportation volume does not become large and the operation is easy. another, Fig. 5 (d) shows an example when a block having a rectangular parallelepiped shape is used as a wall block. In addition, In the example shown in Figure 6, The wall blocks 1 each have a surface wing 1 a, Dorsal wing 1 b and abdomen 1 c, It is integrally formed into a substantially flat shape that can stand on its own even in its original shape, In addition, A protrusion 1e is formed at the upper end of the abdomen 1c. on the other hand, The bentonite stiffening material 3 is formed of strip steel, On one end side (wall block side) and the other end side (anchor block side), hooks 3a and 3b are formed as anchor portions, respectively. The hook 3 a is formed in a groove shape and can be fitted into a protruding portion 1 e protruding from the upper end of the abdomen 1 c of the wall block 1, The hook 3b is formed by, for example, welding and bending an L-shaped steel bar at the end of the strip. then, Fit the hook 3 a to the protrusion 1 e, Anchor one side of the stabilizing material 3 (side of the wall block) to be anchored to the wall block 1, Then insert the hook 3 b into the anchor hole 4 a of the anchor block 4, The other end side of the sloping soil stiffening material 3 is anchored in the anchoring block 4. In addition, As shown in Figure 6 (d) '(e), Hooks 3 a and hooks 3 a located at the front end of the hooks 3 a are formed on the ~ end side of the bentonite stiffening material 3 to protrude directly below the hooks 3 c. On the other hand, an anchor hole f is formed in the upper end of the wall block Insert the hook 3 c into -22- (19) (19) 200307779 in 1 ί, It is possible to more surely anchor one end side of the soil-reinforced material 3 to the wall block 1. another, The hook 3 c in this condition, As shown in Figure 6 (d), (e), L-shaped steel bars can be welded and bent at the end of the strip. Or simply bend the end of the strip into an L-shape to make it simple. In addition, The hook 3 a in this condition, Although it can also be formed during the production of screed material 3, However, it may also be formed by bending the front end portion of the bentonite stiffening material 3 when the bentonite stiffening material 3 is provided at the construction site. In addition, if it is bent enough for 3 c, the steel bar or the like bent into an L shape can be welded at the end of the strip to form it. Figures 7 (a) ~ (e) show an example of a stiffening material, For example, Fig. 7 (a) is a shape in which the front end side of a rod-shaped member such as a reinforcing rod is bent into a flat L shape. And then weld another rod-shaped member 3 c to it, The hook 3a is formed into a substantially T-shaped plane. In addition, Stiffening material 3 shown in Figure 7 (c), The hook 3 a is formed by a rod-shaped member, The extension 3 d is formed of a strip steel. Furthermore, Figure 7 (d), (E) is a modification example in which a hook 3a is formed as an anchoring portion on the other end side (wall surface block side) of the stiffening material 3, The hook 3 a shown in FIG. 7 (d), It is formed by bending the other end side of a rod-shaped member such as a reinforcing bar, This makes it increase the resistance to the pulling force of the hook 3a. In addition, The hook 3 a shown in FIG. 7 (e), The front end side of the bentonite stiffening material 3 formed by the reinforced rod bucket is bent into an L shape, A rib 3 g is protruded on the surface to improve the adhesion of the consolidated material. another, -23- (20) (20) 200307779 In this condition, the bentonite stiffening material 3 is formed of a special-shaped bar steel. another, Take wall blocks as an example. Other examples include the wall blocks shown in Figure 8 (a) ~ (h), Each of its wall blocks has surface wings 1 a, Dorsal wing 1 b and abdomen 1 c, Especially in Figure 8 (a), (B) in the wall block shown, At the upper end of the surface wing portion 1 a, a connecting bolt formed by steel bars or stud bolts is protruded at a specified interval from the longitudinal direction of the surface wing portion 1 a (the horizontal direction of the wall A), In addition, a bolt hole 1 i to be inserted into the coupling bolt 1 h is formed in the lower end portion of the surface wing portion 1 a that should be connected to the coupling bolt 1 h. then, When plural wall blocks 1 are stacked into plural layers, The upper and lower retaining wall blocks 1 are connected to each other by a fastening method in which the connecting bolt 1 h and the bolt hole 1 i of the wall block 1 adjacent to each other are engaged (the connecting bolt 1 h is inserted into the bolt hole 1 i). Form each other. In addition, In the wall block shown in Figure 8 (c), In particular, a connecting groove 1 j is formed in the upper end portion of the surface wing portion 1 a continuously to the longitudinal direction of the surface wing portion 1 a. then, When plural wall blocks 1 are stacked into plural layers, Horizontally adjacent wall blocks on each floor The connection groove 1 j of 1 is continuous to the horizontal direction of the wall A, A connecting rod 7 is inserted between the connecting grooves 1 j of the plurality of wall blocks 1 adjacent in the horizontal direction, A plurality of laterally adjacent wall blocks 1 are joined to each other. In addition, In the wall block shown in Figure 8 (d), In particular, the upper end portion and the lower end portion of the surface wing portion 1 a are formed with a protrusion 1 k and a recess 1 nl that are continuous to the longitudinal direction of the surface wing portion 1 a, respectively. then, When multiple wall blocks 1 are stacked into multiple layers, By adjoining wall blocks up and down -24-(21) (21) 200307779 1 、 The protrusions 1 k and 1 m of 1 are engaged with each other so that the upper and lower wall blocks 1 are joined to each other. In addition, in the wall block shown in FIG. 8 (e), In particular, an opening 1 1Ί is formed in the abdomen 1 c so as to penetrate therethrough. Therefore, the retaining wall block 1 can be reduced in weight and material. After it was stacked again, There are solid gravels in the opening 1 η, Make the upper and lower wall blocks 1, The increase of the shear resistance of the first room can prevent the deformation of the wall A caused by the earth pressure and improve the drainage. In addition, the wall surface block 1 shown in FIG. 8 (ί), It consists of a front wing 1 a and a plurality of abdomen 1 c protruding side by side on the back side. 1 c is formed, On the abdomen c, An opening 1 η is formed between 1 c to be used for soil intrusion. In addition, in the wall block 1 shown in FIG. 8 (g), It is formed into a T-shaped plane by the surface wings 1 a and the abdomen c protruding from the back side. Furthermore, Wall block 1 shown in Figure 8 (h), The recessed part for planting is formed in the upper end part of the surface wing part 1a. On the other side ’anchoring block 4, It is formed into a rectangular parallelepiped shape that can stand on its own even in its original shape. Especially on its back side, The protrusions are provided with ribs that increase their self-reliance to maintain sufficient weight. In addition, A hook 3 b on the other end side of the stiffening material 3 is formed at the center of the upper end thereof, and the coating degree for anchoring is a paving hole 4 a which refers to the degree of coating. Figures 9 and 10: As an impedance member capable of resisting pullback soil stiffening material 3 Is to embed the impedance member 1 p horizontally in the concrete of the wall block 1, Make the wall surface block 1 strong resistance to return to the soil stiffener -25- (22) (22) 200307779 material 3 pull force p. another, In the example of (a) to (c) in Fig. 9, It is the corner portion of the surface-shaped wing portion 1 a and the abdomen 1 c at the upper end of the wall block 1 to continuously form an L-shaped anchor groove 1 d. An impedance member 1 p is buried vertically. In addition, In Figure 10 (a), (B) In the example, An impedance member 1 p is horizontally embedded in the inner side (back wing side) of the anchoring hole 1 formed at the center of the surface wing portion 1 a of the wall block 1. In this condition, the impedance member 1 ρ is buried in the anchor hole or anchor groove 1 q formed in advance. Figure 11 (a), (B) In particular, the modified examples of the stabilizing material 3 and the anchoring block 4 As shown in the figure, the bentonite stiffening material 3 is formed into a substantially groove shape when viewed from the plane, and its front end portion has an anchor portion equivalent to a bend of 3 a. In addition, Hooks 3 b each having an L-shape on the side are formed at the ends on the free end side. The anchoring block 4 is formed in a horizontally elongated shape. An anchoring hole 4 a is formed at a rain end portion in the longitudinal direction. 4 a 〇 Then, The hook 3a of the sloping soil stiffening material 3 spans the adjacent wall block 1, 1 anchor groove 1 d, 1 d and insert the anchor, The outer hook 3 b is an anchor hole 4 a inserted in the anchor block 4. 4 a, Then, the anchoring groove 6 is consolidated inside the anchoring groove 1 d and the anchoring hole 4 a to anchor it. another, In that situation, It is also possible to press the shaft portion of the anchoring portion 3 a or the anchoring portions 3 a and 3 b of the soil reinforcement material 3 from above with a fixed iron (not shown) to prevent the soil reinforcement material 3 from floating upward. As the situation -26, (23) (23) 200307779 fixed iron pieces, Is formed by steel bars, etc. It is an iron piece that is opened in a c-shape directly on the bentonite stiffening material 3 and opens directly below. The fixed iron pieces can be inserted and fixed into the small holes formed on the upper end of the wall block by the feet at both ends. Figure 12 (a), (b), In particular, it means that adjacent wall blocks 1, 1 is an example connected to each other by a connecting iron member 7. In that case, The connecting iron piece 7 is formed of a reinforcing bar or the like. Hooks 7 a, which are substantially L-shaped, are formed at both ends. 7 a. In addition, Blocks on adjoining walls 1, Anchor holes 1 r, 1 r ° Then, On adjacent wall blocks 1, 1 hook 7a connecting the two ends of the iron piece 7a, 7 a Insert the anchor hole 1 r provided in the surface wing 1 a Within 1 r, Make adjacent wall blocks 1, 1 are connected to each other. In addition, The hook 3a on the front end side of the stiffening material 3 is an anchor hole 1 ′ anchored in the wing portion 1 b formed on the back surface of the wall block 1. Figure 13 (a), (b), This is another example of the anchoring method when the hook 3 a of the screed reinforcement material 3 is anchored to the wall block 1, In particular, a steel ring 8 formed of a reinforcing bar or the like is protruded on the back portion of each wall surface block 1, To replace the anchor holes or anchor grooves provided on the upper end of each wall block 1, Insert the hook 3 a horizontally into the steel ring 8, One end side of the earth-reinforced stiffening material 3 is anchored to the wall block 1. In this case, the steel ring 8 is anchored in the anchor hole 1 s formed in the back portion of the wall surface block 1 by the anchoring material 6. Figure 14 (a) ~ (c), The same is an example of the anchoring method when the anchoring material of the bentonite stiffener-27-(24) (24) 200307779 material 3 is anchored to the wall block 1 ' The back part [Fig. 14 (a)] 'or the top and bottom wall blocks 9, The back part of the 9 joints [Fig. 14 (b)] is provided with anchoring iron pieces 10 °. An anchoring piece 3 c is protrusively provided on one end side (the wall block side) of the sloping soil stiffening material 3, Connection holes 10 a and 3 d are formed in the anchoring iron piece 10 and the anchoring piece 3 c, respectively. Then extravagantly fixed the solid piece 3 c and weight b on the side of the stiffened iron piece 10, Then insert the connecting pin between the connecting holes 10a and 3d, One end of the bentonite stiffening material 3 is connected to the wall block 9. another, In this condition, the wall block, A wall panel with a thickness as shown in the figure can be used. Figure 15 (a), (b), It is also an example of an anchoring method when one end of the sloping earth stiffening material 3 is anchored to the wall block 9 Above and below the stacked wall blocks 9, Nine connecting bolts 1 1 which can connect the upper and lower wall blocks 9 are installed, In addition, an anchoring piece 3 c is protruded on one end side (the wall surface block side) of the soil reinforcement material 3, A connecting hole 3 d is formed in the anchor piece 3 c. then, Insert the connecting bolt 1 1 into the connecting hole 3 d of the anchor piece 3 c, One end of the bentonite stiffening material 3 is connected to the wall block 9. another, In this case, a rectangular block as shown in the figure can be used as the wall block '. In addition, The connecting bolts 11 are anchored by anchoring materials in anchor holes formed in the upper and lower wall blocks 9 respectively. Figures 16 (a) ~ (c), Is an example of an anchoring block, The side of the anchoring hole 4a (side of the wall block 1) is buried with a reinforcing bar or steel plate as a resistance structure. In this state, the impedance member 4b is embedded in the buried trench 4c by a solidified material. Figure 17 to Figure 21, This is another example of the method of fixing both ends of the stiffening material of the soil to the wall block and the anchor block. In the example in Figure 17, Anchor holes 1 t and 4 d of a specified depth are formed on the side of the wall block 1 and the anchor block 4, respectively. Insert the end of the sloping earth stiffening material 3 in the Jingu holes 1 t and 4 d. And solidify with 6 solids. In addition, In Figure 18 (a), (B) '(c) The bolt members or band members protruding from the wall block 1 and the anchor block 4 as the connecting members 12 are screw reinforcement joints made of reinforced earth material 3 such as steel bars or metal mesh materials. 1 3 or bolts and nuts 1 4 are connected. In Figure 19 (a), (B) In the example, A geotextile used as a back soil reinforcing material 3 is directly curled on the connecting member 12 protrudingly provided on the wall block 1. Furthermore, In Figure 20 (a), (b), In the example of (c), An anchoring hole 1 t formed in the wall block 1 is anchored by a consolidated material as an end portion of a reinforcing bar or a strip steel, which is used as the stiffening material 3 of the soil. [Inventive Effect] As described above, the present invention, The anchoring material for anchoring soil is anchored by the anchoring material to the grooves or anchor holes formed on the wall block and the anchor block. Inside, Therefore, ϋ- -29- (26) (26) 200307779 has a much simpler structure compared with the structure anchored by bolts and nuts until now. In addition, since bolts and nuts are not required, Therefore, it can achieve substantial labor saving and greatly reduce engineering costs. In addition, For wall blocks and anchor blocks, Because it uses dry slabs with zero slump or very close to zero, which are poured into the formwork and then compacted with a powerful vibrator or compactor to form them, And because the reinforcing steel or steel plate is embedded as an impedance member that can resist the pulling force of the stabilizing material of the returning soil, Therefore, a stiffened soil structure which is also extremely stable in strength can be provided. [Schematic description] Figure 1 (a) is a partial perspective view showing an example of a stiffened soil structure constructed as a retaining wall. (B) is a wall block, Perspective view of anchoring blocks and backfill stiffeners, Figure 1 (c) is a longitudinal sectional view of the anchoring block. Figure 2 (a) is a partial plan view showing an example of a stiffened soil structure constructed as a retaining wall, (B) The picture shows the wall block, Perspective view of anchored blocks and stiffening material for mulching. Figure 3 (a) is a partial perspective view showing an example of a stiffened soil structure constructed as a retaining wall, (B) Figure is a perspective view of a wall block. Figure 4 (a) is a partial perspective view showing an example of a stiffened soil structure constructed as a retaining wall, (B) is its partial plan view, (C) is a partial longitudinal section view of a wall block, (D) is a partial perspective view of a wall block. -30- (27) (27) 200307779 Figure 5 (a) is a partial perspective view showing an example of a stiffened soil structure constructed as a retaining wall. (B) is its partial plan view, (C) is a partial longitudinal section view of a wall block, (D) is a partial perspective view of a wall block. Figure 6 (a) is a partial plan view showing an example of a stiffened soil structure constructed as a retaining wall, (B) is a wall block, Perspective view of anchoring blocks and backfill stiffeners, (C) is a partial longitudinal sectional view of a wall block, (D), (E) is a perspective view showing the wall block and the soil-reinforced material. Figures 7 (a) ~ (e) are perspective views showing stabilizing materials of bentonite. Figures 8 (a) ~ (h) are perspective views showing other examples of wall blocks
圖C 第9圖（a) 、（b)爲表示牆面砌塊和回塡土加勁 材料的局部透視圖，（c )爲牆面砌塊的局部縱剖面圖。 第1 0圖（a )爲牆面砌塊和回塡土加勁材料的透視 圖，（b )爲牆面砌塊的局部縱剖面圖。 第1 1圖（a )爲表示做爲擋土牆而構築的加勁土構 造物之一例局部平面圖，（b )爲回塡土加勁材料的透視 圖。 第1 2圖（a )爲表示做爲擋土牆而構築的加勁土構 造物之一例局部平面圖，（b )爲牆面砌塊、回塡土加勁 材料及錨固砌塊的透視圖。 第1 3圖（a )爲牆面砌塊及回塡土加勁材料的透視 -31 - (28) (28)200307779 圖，（b )爲牆面砌塊局部剖開側面圖。 第1 4圖（a ) 、 （ b )爲表示做爲擋土牆而構築的 加勁土構造物之一例局部縱剖面圖，（c )爲回塡土加勁 材料的透視圖。 第1 5圖（a )爲表示做爲擋土牆而構築的加勁土構 造物之一例局部縱剖面圖，（b )爲回塡土加勁材料的透 視圖。 弟1 6圖（a ) 、 （ b )爲錯固湖塊之一例的加勁土 砌塊透視圖，（c )爲其局部縱剖面圖。 第1 7圖（a )爲表示做爲擋土牆而構築的加勁土構 造物之一例局部平面圖，（b )爲牆面砌塊、回塡土加勁 材料及錨固砌塊的透視圖，C c )爲錨固砌塊局部縱剖面 圖。 第1 8圖（a )〜（d )爲牆面砌塊、錨固砌塊及回 塡土加勁材料的透視圖。 第1 9圖（a ) 、 （ b )爲牆面砌塊及回塡土加勁材 料的透視圖。 第2 0圖（a ) 、 ( b ) 、 （ c )爲牆面砌塊、錨固 砌塊及回塡土加勁材料的透視圖。 第2 1圖（a )爲表示做爲擋土牆而構築的習知加勁 土構造物之一例縱剖面圖，（b )爲鋼筋棒端部的側面 圖。 〔圖號說明〕 -32- (29) (29)200307779 1 :牆面砌塊（加勁土砌塊） 2 :回塡土 3 :回塡土加勁材料 4 ‘錨固砌塊 5 :空洞部 6 :固結材 7 :連結鐵件 8 :鋼環 9 :牆面砌塊 1 0 :錨固鐵件 1 1 :連結栓 1 2 :連結構件 1 3 :螺絲接頭 1 4 :螺栓•螺帽 -33-Figure C. Figures 9 (a) and (b) are partial perspective views showing wall blocks and sloping soil stiffening materials, and (c) are partial longitudinal section views of the wall blocks. Fig. 10 (a) is a perspective view of a wall block and sloping soil stiffening material, and (b) is a partial longitudinal section view of the wall block. Fig. 11 (a) is a partial plan view showing an example of a stiffened earth structure constructed as a retaining wall, and (b) is a perspective view of a stiffened material for returning soil. Fig. 12 (a) is a partial plan view showing an example of a stiffened earth structure constructed as a retaining wall, and (b) is a perspective view of a wall block, a reinforced earth stiffening material, and an anchor block. Figure 13 (a) is a perspective view of the wall block and the reinforced material of the back soil -31-(28) (28) 200307779, and (b) is a side view of the wall block partially cut away. Figures 14 (a) and (b) are partial vertical cross-sectional views showing an example of a stiffened soil structure constructed as a retaining wall, and (c) is a perspective view of a stiffening material for returning soil. Fig. 15 (a) is a partial vertical cross-sectional view showing an example of a stiffened soil structure constructed as a retaining wall, and (b) is a perspective view of a stiffened material of the returning soil. Figure 16 (a), (b) is a perspective view of a stiffened earth block as an example of a staggered lake block, and (c) is a partial vertical section view. Fig. 17 (a) is a partial plan view showing an example of a stiffened soil structure constructed as a retaining wall, (b) is a perspective view of a wall block, back soil reinforced material and an anchor block, C c ) Is a partial longitudinal section view of the anchoring block. Figures 18 (a) ~ (d) are perspective views of wall blocks, anchoring blocks, and stiffening materials for returning soil. Figures 19 (a) and (b) are perspective views of the wall blocks and the stiffening material of the back soil. Figures 20 (a), (b), and (c) are perspective views of wall blocks, anchoring blocks, and stiffening materials for returning soil. Fig. 21 (a) is a longitudinal sectional view showing an example of a conventional stiffened soil structure constructed as a retaining wall, and (b) is a side view of an end portion of a reinforcing bar. [Illustration of drawing number] -32- (29) (29) 200307779 1: Wall block (reinforced earth block) 2: Reinforced earth 3: Reinforced earth reinforced material 4 'Anchor block 5: Hollow part 6: Consolidation material 7: Connecting iron 8: Steel ring 9: Wall block 1 0: Anchor iron 1 1: Connecting bolt 1 2: Connecting member 1 3: Screw joint 1 4: Bolt and nut -33-