201118218 六、發明說明： 【發明所屬之技術領域】 本發明是有關於一種基樁及其施工方法，特別是指— 種可以有效降低成本與提高橫向握裹力之基樁及其施工方 法0 【先前技術】 興建大型或高層建築物時，如果遭遇地層強度不足或 鬆軟土層時’往往需應用打入地面的基樁以將上層之建築 物的載重傳遞至土壤承載層或較堅硬的地盤，以增加建築 物結構的安全性與穩定性。 再者’近年環保意識高漲，因此基樁的施工還需要考 慮施工時之噪音、震動與所產生之空氣污染對週遭環境的 影響，故近年來植入式基樁愈來愈受到重視。 參閱圖1，現有植入式基樁丨包括一具有一頂緣lu的 中空狀管體11。 參閱圖2、3、4，現有植入式基樁丨的施工方法，是先 在地面上鑽掘出一植入孔21 ;接著將水泥漿1〇〇注入該植 入孔21中；然後再將植入式基樁丨的管體u植入該植入孔 21中，使植入孔21内的水泥漿1〇〇從管體n底部進入並 充滿於管體11内，此時會有部份水泥漿丨〇〇自該管體11與 植入孔21之間的間隙溢出，而與周邊土壤混雜後再經該頂 緣ill回流入該管體η +，而會在該管體u θ鄰近該頂緣 ill之區域（亦稱為樁頭）凝固成混合有土壤的劣質混凝土 1〇〇’ ；爾後將該植入式基樁i靜置14天以待水泥漿1〇〇凝 201118218 固；之後開挖該植入式基樁丨頂部外周緣的周邊土壞使 該植入式基樁1的樁頭突伸於外，然後再自該管體11的頂 緣111内部向下挖掘2公尺左右，以將前述位在該管體u 内鄰近該頂緣111之區域（即前述之樁頭）内的劣質混凝土 100’去除；然後是將鋼筋籠22置入該管體u中並以一鋼筋 23穿置該鋼筋蘢22’而使該鋼筋23兩端跨抵於該管體η 之頂緣⑴上，使該鋼筋籠22是以懸吊方式吊掛於該鋼筋 23上；最後再注入混凝土 1〇〇，，於管體u内以包覆結合該 基樁1與該鋼筋籠22，如此即完成一植入式基樁i的施工 〇 現有的植入式基捲i及其施工方法，雖然能兼具低噪 音、低震動及低空氣污染等優點，但仍有下列缺點亟待改 善： 1.費工費時且成本高： 由於在將現有之植人式基樁i的管體U植入該植 入孔21時，會有部份水泥衆1〇〇自該管體u與植入孔 21之間的間隙向上溢出回流’而與植人孔21周邊的土 壤混雜後再經該管體11之頂緣ill回流入該管體u中 ’而在該管體11鄰近該頂緣m之區域（即前述之樁頭） 内凝固成混合有土壤的劣質混凝土 1〇〇，，因此，現有植 入式基樁1在開挖其頂部外周緣的周邊土壤使樁頭露出 之後，還必需要再花費較多的工時去除捲頭中之管體u 内的劣質混凝土 _’，造成現有植入式基樁^工時所 花費的時間成本與人力成本較高。 201118218 2·鋼筋籠22的錨定效果不佳： 由於該鋼筋籠22僅以兩端跨抵於該管體u之頂緣 111上的鋼筋23吊掛於該管體u中，所以該鋼筋23僅 靠其中央部位在支撐吊掛該鋼筋籠22之重量，但是其 兩端之固定結合力反而相當薄弱，無法穩固且確實地錨 定，再加上包覆結合該植入式基樁丨與該鋼筋籠22的 混凝土 100，，’僅形成在該管體u之内表面與該鋼筋籠 22之間而已，而缺乏橫向之握裹力，因此當該植入式基 樁1的上層結構受到風力或地震力等橫向或軸向作用力 時，將容易造成該鋼筋籠22產生側向位移甚至是鬆脫 荨現象進而釀成災害。 3·管體11之橫向握裹力亦不足： 植入於該植入孔21中之基樁1由於僅以該管體^丄 的内' 外表面分別與水泥漿1〇〇相互接觸，内、外表面 彼此之間並未連通，因此於水泥漿1〇〇凝固之後所能產 生對於§亥管體11的橫向握裹力較低，特別是對於該基 樁1之軸向拉拔力的抵抗力更低。 【發明内容】 因此，本發明之目的，即在提供一種有利於降低施工 成本並能有效提高橫向握裹力與錨定效果之基樁。 本發明的另一目的，在於提供一種有利於降低施工成 本’並此有效k咼棱向握衷力與錯定效果之基樁施工方法 〇 於是’本發明之基樁包含一頂蓋、一自該頂蓋周緣向 201118218 下延伸的環繞壁、-與該頂蓋相間隔地連設於該環繞壁上 的分隔板、二對向貫穿該環繞壁的定位孔，及多數貫=該 環繞壁的洩壓孔。 Λ 其中，該環繞壁與該頂蓋相配合界定出一容置空間， 而該分隔板將該容置空間區隔成一位於該頂蓋與該=板 之間的第-容置部，及一與該第一容置部相間隔且形成有 -相反於該頂蓋方向之開口的第二容置部，該二定位孔是 與該第一容置部相連通，而每一茂壓孔則是與該第二容置 部相連通。 a再者，本發明之基樁施工方法是用以施作前述之基樁 ，忒基樁施工方法依序包含一鑽掘步驟、一灌漿步驟、一 植入步驟、一開挖步驟、一定位步驟，及一灌注步驟。 ,該鑽掘步驟是於地面鑽掘一設定深度之植入孔；該灌漿 步驟是於該植人孔中灌注水泥漿；該植人步驟是將該基樁插 入已灌注水泥黎之植人孔中，並使該基樁之具有第—容置部 的％繞壁凸出於地面；該開挖步驟是先行切縣除該頂蓋， :吏5亥第一容置部與外界連通，並將-鋼筋籠置入該第一容置φ β内’該定位步驟是將—^位件同時穿置於該二定位孔與該 鋼肋蘢中’卩！苗定該鋼筋籠與該環繞壁；該灌注步驟將水泥 漿灌注於該第—容置部中以固結該定位件、鋼筋籠與該環繞 壁。 本發明之功效在於利用該分隔板避免水泥漿流入該第 谷置αΡ中’再利用該定位件同時穿置於該二定位孔與該 銅筋籠中以錨定該鋼筋籠與該環繞壁，提高該鋼筋籠的錨 6 201118218 定效果增加拉拔抵抗力與承載力；而所料壓孔不但能避 免發生管诱現象，在水泥漿凝固後更能提高該基樁的橫向 握裹力。 【實施方式】 有關本發明之前述及其他技術内容、特點與功效，在 以下配合參考圖式<二個較佳實施例的詳細說明中將可 清楚的呈現。 在本發明被詳細描述之前，要注意的是，在以下的說 明内容中，類似的元件是以相同的編號來表示。 參閱圖5 6本發明之基樁3的第一較佳實施例包含 一頂蓋3卜一自該頂蓋31周緣向下延伸的環繞壁32、一 與該頂蓋31相間隔地連設於該環繞壁32上的分隔板B、 二對向貫穿該環繞壁32的定位孔34，及多數貫穿該環繞壁 32的洩壓孔35。 該環繞壁32與該頂蓋31相配合界定出一容置空間36 ，而該分隔板33將該容置空間36區隔成一位於該頂蓋3ι 與該分隔板33之間的第一容置部361，及一與該第一容置 部361相間隔且形成有一相反於該頂蓋31方向之開口 362 的第二容置部363，其中，該分隔板33與該頂蓋31之間的 距離小於該分隔板33與該第二容置部363之開口 362之間 的距離。於本較佳實施例中，該分隔板33與該頂蓋Η之 間的距離是2000mrn。 該二定位孔34是與該第一容置部361相連通，而每— 洩壓孔35則是與該第二容置部363相連通。於本較佳實施 201118218 例中，所述洩壓孔35是兩兩相對應地沿該環繞壁32的長 度方向形成於該環繞壁32上。 參閱圖7、8，其中並以圖8八〜81?辅助說明圖7，本發 明之基樁施工方法的較佳實施例依序包含一鑽掘步驟4丄、 一灌漿步驟42、一植入步驟43、一開挖步驟44、一定位步 驟45，及一灌注步驟46。 在此要特別說明的是，本實施例是用以施作上述基樁3 的較佳實施例，所以本實施例中所提及有關基樁3的結構 即是上述基樁3之較佳實施例的結構，所以不在此加以贅 述。 該鑽掘步驟41是於地面鑽掘一設定深度之植入孔51( 如圖8A所示）；該灌漿步驟42是於該植入孔51中灌注水 泥漿52(如圖8B所示）；該植入步驟43是將該基樁3插入 已灌注水泥t 52之植人孔51中，並使該基樁3之具有第 一容置部361的環繞壁32(即相當於習知所述之樁頭）凸出於 地面，此時，水泥黎52可經由該基樁3底部之開口 362流 入該第二容置部363中’而該分隔板33則可以避免自該開 口 362流入的水泥漿52流進該第一容置部361中，同時， :_孔35則可排出該第二容置部⑹中的空氣而減少 官/勇現象的產生’避兔水泥漿52從底部之開π 362回流時 包覆空氣與水分’而造成水泥聚52容易產生未完全乾固的 情況（如圖8C所示）。 該開挖步驟44是先行切割去除該頂蓋31，使該第一容 置。Ρ 361與外界連通，㈣再將—鋼筋籠w置人該第一容 201118218 置^61内（如圖8D所示）；請配合參閱冑π及圖9所示 • 4位步驟45是將位件54同時穿置於該二定位孔 ，、》亥鋼肋籠53中，以錨定該鋼筋籠53該 該灌注步是將水泥漿52，灌注於該第—容置部361中 以固結該定位件54、鋼筋籠53與該環繞壁32(如圖8F所示 )0 於本較佳實施财，該定位步驟45中的定位件Μ是 -加勁鋼蔚，而該灌漿步驟42的水泥漿52與灌注步驟Μ • 中的水泥槳52’皆是膨脹水泥。 因此’藉由上述，本發明之基樁3及其施工方法，於 實際應用上確實具有下列功效： 1_施作簡便快速且成本低： 自於該基樁3於植入步驟43中插入已灌注水泥漿 ”之植入孔51時，即同時令該基樁3之具有第一容置 部361的環繞壁32(即相當於習知所述之捲頭）凸出於地 面’且再藉由該分隔板33之阻擋，使得自該基格3底 籲部之開口 362流入的水泥漿52便無法流進該第一容置 部加中，因此，本發明並不需如習知必須還要再開挖 基樁1之管體11頂部外周緣的周邊土壤先使樁頭露出 來，然後再清除樁頭内混合有土壤之劣質混凝土⑽，等 作業’所以可以有效節省前述開挖及清除之作業時間盘 費用，以有效簡化施工程序、減少所需人力與機具，加 快施工速度降低施工成本，發明人於施卫場所經過精算 約能降低一半的施工成本。 201118218 2. 提高鋼筋籠53的拉拔抵抗力與承載力： 利用將該定位件54穿置於該二定位孔34中，以錨 定該鋼筋籠53與該環繞壁32,因此當進行灌注步驟^ 而將水泥漿52,灌注於該第一容置部361中時，水泥漿 52’即會流入該定位孔34與定位件54之間的間隙，而 同時包覆結合該鋼筋籠53、該環繞壁32，以及該定位 件54，使該鋼筋籠53、該環繞壁32，及該定位件μ三 者之間達到最佳之錨定效果，以提高該鋼筋£ 53的： 拔抵抗力與承載力，以及增加該鋼筋籠53與該基樁3 之間的橫向握裹力，有效避免該鋼筋籠53因外來之軸 向拉拔力或侧向力而產生鬆脫或是側向位移等現象。 3. 提高基樁3與水泥漿52之間的橫向握裹力： 由於該基樁3於植人步驟43中插人已灌注水泥衆 52之植入孔51時，水泥漿52可經由該基樁3底部之開 口 362流入該第二容置部363巾，並貫穿流經該等^ 孔35而同時包覆結合該環繞壁32之内、外表面，有效 增加基樁3舆水泥漿52之間的接觸面積，進而提高^ 基樁3與水泥槳52之間的橫向握裹力，同時亦相對提 高該基樁3之軸向拉拔抵抗力。 參閱圖1〇，本發明之基樁3的第二較佳實施例，大致 是與該第一較佳實施例相同’不相同的地方在於：該基樁3 更包含二分別塞設於每位孔34 t的封蓋37，利用該二 封蓋37能避免在進行植入步驟43時，植入孔51周邊的土 壤會經該二定位孔34落入該第一容置部361中，以進一步 10 201118218 防止在進行灌注步驟46時，灌注於該第一容置部361中的 水泥漿52會混雜有土壤而形成劣質混凝土。 综上所述，本發明之基樁3及其施工方法利用該分隔 板33避免水泥漿52流入該第一容置部361中；再利用該 定位件54穿置於該二定位孔34以錨定該鋼筋籠幻與該環 繞壁32，提高該鋼筋籠53的錨定效果增加拉拔抵抗力與承 載力；而所述洩壓孔35不但能避免發生管湧現象，在水泥 漿52凝固後更能提高該基樁3的橫向握裹力，故確實能達 成本發明之目的。 惟以上所述者’僅為本發明之較佳實施例而已，當不 能以此限疋本發明實施之範圍，即大凡依本發明申請專利 範圍及發明說明内容所作之簡單的等效變化與修飾，皆仍 屬本發明專利涵蓋之範圍内。 【圖式簡單說明】 圖1是一剖視圖’說明一現有的植入式基樁； 圖2是一流程圖，說明一施作現有植入式基樁的施工 方法； 圖3是一局部放大剖視圖’辅助說明圖2 ; 圖4是另一局部放大剖視圖，輔助說明圖2植入式基 捲施工完成的癌樣， 圖5是一剖視圖，說明本發明基樁之第一較佳實施例 圖6是一局部放大剖視圖’輔助說明圖5 ; 圖7是一流程圖，說明本發明基樁施工方法的較佳實 201118218 施例； 圖8是一流程圖，以圖8A〜8F輔助說明圖7 ; 圖9是一局部放大剖視圖，說明該較佳實施例錨定鋼 筋籠的邊樣，及 圖10是一剖視圖，說明本發明基樁之第二較佳實施例201118218 VI. Description of the invention: [Technical field of invention] The present invention relates to a pile and a construction method thereof, in particular to a pile which can effectively reduce cost and improve lateral gripping force and a construction method thereof Prior Art When constructing large or high-rise buildings, if there is insufficient stratum strength or soft soil layer, it is often necessary to apply the piles that are driven into the ground to transfer the load of the upper building to the soil bearing layer or the harder site. To increase the safety and stability of the building structure. Furthermore, environmental awareness has been rising in recent years. Therefore, the construction of foundation piles also needs to consider the influence of noise, vibration and air pollution generated during construction on the surrounding environment. Therefore, implanted piles have received more and more attention in recent years. Referring to Figure 1, a prior art implantable pile includes a hollow tubular body 11 having a top edge lu. Referring to Figures 2, 3 and 4, the prior art implanted pile raft is constructed by first drilling an implant hole 21 on the ground; then injecting the cement slurry into the implant hole 21; The tube body u of the implanted pile raft is implanted into the implant hole 21, so that the cement slurry in the implant hole 21 enters from the bottom of the tube body n and fills the tube body 11, and there will be Part of the cement slurry overflows from the gap between the pipe body 11 and the implantation hole 21, and is mixed with the surrounding soil, and then flows back into the pipe body η+ through the top edge ill, and is in the pipe body u θ adjacent to the top edge ill (also known as the pile head) solidified into inferior concrete mixed with soil 1〇〇'; then the implanted pile i is allowed to stand for 14 days to be cement slurry 1 〇〇 201118218 After the excavation, the surrounding soil of the outer periphery of the top of the implanted pile is protruded so that the pile head of the implanted pile 1 protrudes outward, and then excavates from the inside of the top edge 111 of the tubular body 11 2 meters or so to remove the inferior concrete 100' in the area of the pipe body u adjacent to the top edge 111 (ie, the pile head described above); 22 is placed in the pipe body u and is placed on the rim 22' by a reinforcing bar 23 so that both ends of the reinforcing bar 23 straddle the top edge (1) of the pipe body η, so that the steel cage 22 is suspended. Hanging on the steel bar 23; finally, injecting the concrete 1〇〇, and covering the pile 1 and the steel cage 22 in the pipe body u, thus completing the construction of an implanted foundation pile i The implantable base roll i and its construction method have the advantages of low noise, low vibration and low air pollution, but the following shortcomings need to be improved: 1. Time-consuming and costly: due to the existing When the tube U of the implanted foundation pile i is implanted into the implantation hole 21, a part of the cement will overflow upward from the gap between the tube body u and the implantation hole 21, and the implanted person The soil around the hole 21 is mixed and then recirculated into the pipe body u through the top edge ill of the pipe body 11 and solidified into a mixture in the region of the pipe body 11 adjacent to the top edge m (ie, the pile head described above). The inferior concrete of the soil is 1〇〇, and therefore, the existing implanted pile 1 exposes the pile head after excavating the surrounding soil at the outer periphery of the top Must also be removed again takes much inferior concrete work in the volume of the head tube u _ ', causing conventional implantable ^ Pile high cost of work takes time and labor costs. 201118218 2·The anchoring effect of the steel cage 22 is not good: since the steel cage 22 is suspended in the pipe body u only by the steel bars 23 whose both ends straddle the top edge 111 of the pipe body u, the steel bar 23 The weight of the steel cage 22 is supported by the central portion only, but the fixed bonding force at both ends is rather weak, and it cannot be firmly and surely anchored, and the cladding and the implanted pile are combined. The concrete 100, '' of the reinforcing cage 22 is formed only between the inner surface of the tubular body u and the reinforcing cage 22, and lacks a lateral gripping force, so when the upper structure of the implanted pile 1 is subjected to When the lateral or axial force such as wind or earthquake force is applied, it will easily cause lateral displacement or even looseness of the steel cage 22 to cause disaster. 3. The transverse gripping force of the tubular body 11 is also insufficient: the pile 1 implanted in the implanting hole 21 is in contact with the cement slurry 1 仅 only by the inner 'outer surface of the tubular body The outer surfaces are not connected to each other, so that the lateral grip strength of the sigma tube 11 can be generated after the solidification of the grout 1 , especially for the axial pull force of the pile 1 . Less resistant. SUMMARY OF THE INVENTION Accordingly, it is an object of the present invention to provide a foundation pile which is advantageous in reducing construction cost and which can effectively improve lateral gripping force and anchoring effect. Another object of the present invention is to provide a foundation pile construction method which is advantageous for reducing the construction cost and which is effective for the purpose of clamping the force and the wrong effect. Thus, the foundation pile of the present invention comprises a top cover and a self cover. a surrounding wall extending from the periphery of the top cover to 201118218, a partitioning plate connected to the surrounding wall spaced apart from the top cover, two positioning holes penetrating through the surrounding wall, and a plurality of surrounding walls Pressure relief hole. The surrounding wall and the top cover cooperate to define an accommodating space, and the partitioning plate partitions the accommodating space into a first-accommodating portion between the top cover and the slab, and a second receiving portion spaced apart from the first receiving portion and having an opening opposite to the direction of the cap, the two positioning holes are in communication with the first receiving portion, and each of the pressing holes is It is in communication with the second housing portion. In addition, the foundation pile construction method of the present invention is for applying the above-mentioned foundation pile, and the concrete pile construction method sequentially comprises a drilling step, a grouting step, an implanting step, an excavating step, and a positioning. Steps, and a perfusion step. The drilling step is to drill a set depth of the implant hole on the ground; the grouting step is to inject the cement slurry into the implant hole; the implanting step is to insert the pile into the hole of the cemented cement. And the % of the base having the first accommodating portion protrudes from the wall to the ground; the excavating step is to cut the top cover in advance; the first receiving portion of the 亥5 hai communicates with the outside, and The reinforcing cage is placed in the first accommodating φ β. The positioning step is to insert the ^ position into the two positioning holes and the steel ribs at the same time. The reinforcing cage and the surrounding wall are seeded; the pouring step injects cement slurry into the first accommodating portion to consolidate the positioning member, the reinforcing cage and the surrounding wall. The utility model has the advantages that the partitioning plate is used to prevent the cement slurry from flowing into the first valley, and the positioning member is simultaneously inserted into the two positioning holes and the copper cage to anchor the steel cage and the surrounding wall. Increase the anchor of the steel cage 6 201118218 to increase the drawing resistance and bearing capacity; and the pressed hole not only avoids the phenomenon of pipe attraction, but also improves the lateral gripping force of the pile after the cement slurry solidifies. The above and other technical contents, features and effects of the present invention will be apparent from the following detailed description of the preferred embodiments. Before the present invention is described in detail, it is noted that in the following description, similar elements are denoted by the same reference numerals. Referring to FIG. 5, a first preferred embodiment of the pile 3 of the present invention comprises a top cover 3, a surrounding wall 32 extending downward from the periphery of the top cover 31, and a cover wall spaced apart from the top cover 31. The partitioning plate B on the surrounding wall 32, the positioning holes 34 that penetrate the surrounding wall 32 in two opposite directions, and the pressure relief holes 35 extending through the surrounding wall 32. The surrounding wall 32 cooperates with the top cover 31 to define an accommodating space 36, and the partitioning plate 33 partitions the accommodating space 36 into a first space between the top cover 3ι and the partitioning plate 33. The accommodating portion 361 and a second accommodating portion 363 spaced apart from the first accommodating portion 361 and having an opening 362 opposite to the direction of the top cover 31, wherein the partitioning plate 33 and the top cover 31 The distance between them is smaller than the distance between the partition plate 33 and the opening 362 of the second receiving portion 363. In the preferred embodiment, the distance between the partitioning plate 33 and the top cover is 2000 mrn. The two positioning holes 34 communicate with the first receiving portion 361, and each of the pressure releasing holes 35 communicates with the second receiving portion 363. In the preferred embodiment 201118218, the pressure relief holes 35 are formed on the surrounding wall 32 along the length of the surrounding wall 32 correspondingly. Referring to FIG. 7 and FIG. 8 , and FIG. 8 , FIG. 8 , FIG. 7 , the preferred embodiment of the pile construction method of the present invention comprises a drilling step 4丄, a grouting step 42 and an implant. Step 43, an excavation step 44, a positioning step 45, and a filling step 46. It should be particularly noted that the present embodiment is a preferred embodiment for applying the above-mentioned pile 3, so that the structure of the pile 3 mentioned in the embodiment is a preferred embodiment of the pile 3. The structure of the example, so I will not repeat it here. The drilling step 41 is to drill a set depth of the implant hole 51 on the ground (as shown in FIG. 8A); the grouting step 42 is to inject the grout 52 into the implant hole 51 (as shown in FIG. 8B); The implantation step 43 is to insert the pile 3 into the implant hole 51 of the poured cement t 52 and make the surrounding wall 32 of the pile 3 having the first receiving portion 361 (ie, equivalent to the conventional description The pile head) protrudes from the ground. At this time, the cement 52 can flow into the second receiving portion 363 through the opening 362 of the bottom of the pile 3, and the partition plate 33 can avoid the inflow from the opening 362. The cement slurry 52 flows into the first accommodating portion 361, and at the same time, the : hole 35 can discharge the air in the second accommodating portion (6) to reduce the occurrence of the official/yong phenomenon. When the π 362 is reflowed, the air and moisture are coated to cause the cement poly 52 to be easily dried (as shown in Fig. 8C). The excavation step 44 is to cut the top cover 31 in advance to make the first accommodation. Ρ 361 is connected to the outside world. (4) Place the steel cage w in the first capacity 201118218 (as shown in Figure 8D); please refer to 胄π and Figure 9 • 4 steps 45 is the position The piece 54 is simultaneously placed in the two positioning holes, and the steel rib cage 53 is used to anchor the steel cage 53. The pouring step is to inject the cement slurry 52 into the first accommodating portion 361 for consolidation. The positioning member 54, the reinforcing cage 53 and the surrounding wall 32 (shown in FIG. 8F) are preferably implemented. The positioning member in the positioning step 45 is a stiffening steel, and the cement in the grouting step 42 The slurry 52 and the cement paddle 52' in the infusion step are both expanded cement. Therefore, by the above, the pile 3 of the present invention and the construction method thereof have the following effects in practical application: 1_Simple and quick application and low cost: since the pile 3 is inserted in the implantation step 43 When the implant hole 51 of the grout is poured, the surrounding wall 32 of the pile 3 having the first receiving portion 361 (that is, the roll head corresponding to the conventional one) is protruded from the ground and borrowed again. Blocked by the partitioning plate 33, the cement slurry 52 flowing from the opening 362 of the bottom portion of the base 3 cannot flow into the first receiving portion. Therefore, the present invention does not need to be conventionally required. The soil around the outer periphery of the top of the pipe body 11 of the pile 1 is further excavated to expose the pile head, and then the inferior concrete (10) mixed with soil in the pile head is removed, so that the operation can save the aforementioned excavation and removal. The operating time disk cost is to effectively simplify the construction procedure, reduce the manpower and equipment required, speed up the construction speed and reduce the construction cost, and the inventor can reduce the construction cost by half of the actuarial space. 201118218 2. Improve the steel cage 53 Pulling resistance and Loading force: the positioning member 54 is inserted into the two positioning holes 34 to anchor the steel cage 53 and the surrounding wall 32, so when the pouring step is performed, the cement slurry 52 is poured into the first volume. When the portion 361 is placed, the grout 52' will flow into the gap between the positioning hole 34 and the positioning member 54, while simultaneously covering the reinforcing cage 53, the surrounding wall 32, and the positioning member 54 to make the reinforcing bar An optimal anchoring effect between the cage 53, the surrounding wall 32, and the positioning member μ is achieved to increase the resistance of the reinforcing bar and the bearing capacity, and to increase the reinforcing cage 53 and the pile. The lateral gripping force between 3 effectively prevents the steel cage 53 from loosening or lateral displacement due to the external axial pulling force or lateral force. 3. Increasing the pile 3 and the cement slurry 52 Horizontal lateral gripping force: Since the pile 3 is inserted into the implanting hole 51 of the cement 52 in the implanting step 43, the cement slurry 52 can flow into the second volume through the opening 362 at the bottom of the pile 3. The portion 363 towel is passed through the holes 35 while being coated and bonded to the inner and outer surfaces of the surrounding wall 32, effectively increasing The contact area between the pile 3 and the grout 52 further increases the lateral grip force between the pile 3 and the cement paddle 52, and at the same time relatively increases the axial drawing resistance of the pile 3. See Figure 1 The second preferred embodiment of the pile 3 of the present invention is substantially the same as the first preferred embodiment in that the pile 3 further comprises two plugs respectively in each hole 34 t The cover 37 can prevent the soil around the implantation hole 51 from falling into the first receiving portion 361 through the two positioning holes 314 when the implantation step 43 is performed, to further 10 201118218 The cement slurry 52 poured into the first accommodating portion 361 is mixed with soil to form inferior concrete when the pouring step 46 is performed. In summary, the foundation pile 3 of the present invention and the construction method thereof use the partition plate 33 to prevent the cement slurry 52 from flowing into the first accommodating portion 361; and the positioning member 54 is further disposed to be inserted into the two positioning holes 34. Anchoring the steel cage and the surrounding wall 32, increasing the anchoring effect of the reinforcing cage 53 increases the drawing resistance and the bearing capacity; and the pressure releasing hole 35 can not only avoid the piping phenomenon, but after the cement slurry 52 is solidified The lateral gripping force of the pile 3 can be further improved, so that the object of the present invention can be achieved. However, the above description is only a preferred embodiment of the present invention, and is not intended to limit the scope of the present invention, that is, the simple equivalent changes and modifications made by the scope of the invention and the description of the invention. All remain within the scope of the invention patent. BRIEF DESCRIPTION OF THE DRAWINGS Fig. 1 is a cross-sectional view showing a prior art implantable pile; Fig. 2 is a flow chart showing a construction method for applying a conventional implanted pile; Fig. 3 is a partially enlarged cross-sectional view 'Auxiliary Description FIG. 2; FIG. 4 is another partially enlarged cross-sectional view for assistance in explaining the cancer sample completed by the implanted base roll of FIG. 2, and FIG. 5 is a cross-sectional view showing the first preferred embodiment of the present invention. FIG. FIG. 7 is a flow chart illustrating a preferred embodiment of the pile construction method of the present invention; FIG. 8 is a flow chart, and FIG. 7 is assisted by FIGS. 8A-8F; Figure 9 is a partially enlarged cross-sectional view showing the edge of the anchor cage of the preferred embodiment, and Figure 10 is a cross-sectional view showing the second preferred embodiment of the pile of the present invention
12 201118218 【主要元件符號說明】12 201118218 [Description of main component symbols]
3…… .....基格 41 · ……鑽掘步驟 31 ·*·· ------頂蓋 42·· •……灌漿步驟 32…. -····環繞壁 43 · •……植入步驟 33…. .....女隔板 44·· .......開挖步驟 34···· .....定位孔 45，· ……定位步驟 35.… _…‘:¾壓孔 46·. …‘…灌注步驟 3 6.** _……容置空間 51 ·· .......植入孔 361 · .....第一容置部 52.- ......水泥漿 362 ·， …"開口 53，* •……鋼筋籠 363 · ••…第二容置部 54·· …"μ *定位件 3 7·.， _…··封蓋 52，. .......水泥漿3...... .....Ki 41 · · · Drilling step 31 · *·· ------ top cover 42 · · • ... grouting step 32.... -···· Surrounding wall 43 · •......implantation step 33...... female partition 44·· .......excavation step 34···· ..... positioning hole 45, ·... positioning step 35 .... _...': 3⁄4 pressure hole 46·. ...'...infusion step 3 6.** _...... accommodation space 51 ··....... implant hole 361 · ..... first Accommodating portion 52.-...cement slurry 362 ·, ..." opening 53, * • ... steel cage 363 · ••... second housing portion 54··..."μ * positioning member 3 7·., _...··Cover 52,. ....... cement slurry