1221871 玖、發明說明： 【發明所屬之技術領域】 本發明是提供一種建築結構基礎施工法，特別是指一 種耐震柱腳基礎施工法。 5 【先前技術】 由於鋼結構具有結構強度高、相對重量輕、抗震效果 佳、施工速度快、所佔空間小，及外觀造型美等優點，因 此在房屋建築結構中已獲得廣泛採用。一般的鋼結構可概 分為普通鋼結構及輕型鋼結構兩大類，其中普通鋼結構為 # 1〇 採用大截面積與厚板之鋼骨結構，一般使用於高層大樓、 重型廠房，及公共建築等；而輕型鋼結構主要是指採用輕 型屋面和牆面的門式鋼架結構、網架結構，以及網殼結構 - 等。 國内輕型鋼結構大多是以冷軋型鋼作為主要結構材 15 料，且多半屬於臨時性的假設卫程，或擴充性的加蓋工 程，如倉庫、量販倉儲等大型廠房及如工寮、工務所等之 組合屋。近幾年來由於新工法的引進與使用率的提高，使 f 得輕型鋼結構已跳脫臨時建築之定位，而在土木建築中成 為一佔有相當比重之結構類型，也因此其在結構強度與耐 2〇 震特性等方面之要求亦相對提高，其中又以輕型鋼結構t _ 柱腳基礎工程為最重要的環節。 如圖1所示，過去用於輕型鋼結構之柱腳基礎，其施 工方式疋先開挖一地表平面9形成一凹陷區域9〇，並於該 凹陷區域90内設置一鋼筋籠81。隨後，如圖2所示，澆 4 1221871 /瞿混凝土至與該地表平面9切齊之高度，形成一具有一頂 面821等於該地表平面9並預留有複數突出螺栓822之基 座82，最後再將一如H型鋼之鋼柱幻以複數螺帽8幻分 別螺鎖於各該螺栓822上，使得該鋼柱83與該基座82之 頂面821固接，以完成該輕型鋼結構之柱腳基礎。 由於地震力是由該地表平面9傳入結構物，而上述形 成鋼柱之鋼柱83與該基座82連結處位於該地表平面9 上，相當容易因連結施工不良或材質存在缺陷等因素，使 得該連結處形成一弱面，當面臨過大之地震力時便產生剪 力與彎矩破壞，導致整體輕型鋼結構之倒塌損毁。 如圖3所示，為了避免如上所述於該地表平面9產生 弱面，因此便出現另一型態之輕型鋼結構的柱腳基礎，其 也是以相同之施工方法進行構築，差異處僅是在於該基座 82所設置之鋼筋籠81與澆置之混凝土均由凹陷區域9〇内 突伸出該地表平面9,使得該成形基座82之頂面821高於 該地表平面9,以供該鋼柱83於高於該地表平面9之位置 與該基座82固接。 然而，由於該連結處兩侧為不同材質而形成一不同材 質間之介面’且由於不同材質之應力應變彼此相異，因此 位於該介面之連結處相當容易產生相對位移，而造成材料 損耗與疲勞’特別是在遭遇地震力襲擾時，同樣易導致剪 力與彎矩破壞，而造成整體結構之倒塌損毀。 【發明内容】 本發明之主要目的是在提供—種可耐強震之型鋼柱 5 5 腳基礎施工法。 本發明之另—目的是在提供—種於地表平面以上無 接頭之耐震柱腳基礎施工法。 本發明耐震柱腳基礎施工法，是於地表平面以下進行 -:柱與-基座之連接工程，並以混凝土淹置包覆至該鋼 柱突出該地表平面以上之部分，使該柱腳基礎於該地表平 面及以上不具有接頭，而提高整體之耐震能力。此施工法 包括下列步驟： 101221871 发明 Description of the invention: [Technical field to which the invention belongs] The present invention provides a method for constructing a building structure foundation, in particular, a method for constructing an earthquake-resistant column foundation. 5 [Previous technology] Due to its high structural strength, light weight, good earthquake resistance, fast construction speed, small space occupied, and beautiful appearance, steel structures have been widely used in building structures. The general steel structure can be roughly divided into two categories: ordinary steel structure and light steel structure. Among them, the ordinary steel structure is # 1〇 Steel structure with large cross-section and thick plate. It is generally used in high-rise buildings, heavy factory buildings, and public buildings. Light steel structure mainly refers to the door-type steel frame structure, grid structure, and reticulated shell structure-etc. which adopt light roof and wall surface. Most domestic light steel structures use cold-rolled steel as the main structural material, and most of them are temporary hypothetical guards, or expansion capping projects, such as large factories such as warehouses, warehouses, and warehouses, and public works. Waiting for the combination house. In recent years, due to the introduction of new construction methods and the increase in the use rate, the light steel structure of f has deviated from the position of temporary construction, and has become a structural type with a considerable proportion in civil construction. The requirements of 20 seismic characteristics are relatively increased, among which the light steel structure t _ footing foundation engineering is the most important link. As shown in FIG. 1, in the past, the foot foundation of a light steel structure was constructed by first excavating a ground plane 9 to form a recessed area 90, and a reinforced cage 81 was set in the recessed area 90. Subsequently, as shown in FIG. 2, 4 1221871 / Qu concrete is poured to a height equal to the ground plane 9 to form a base 82 having a top surface 821 equal to the ground plane 9 and retaining a plurality of protruding bolts 822, Finally, a steel column, such as an H-shaped steel, is bolted to each of the bolts 822, so that the steel column 83 is fixed to the top surface 821 of the base 82 to complete the light steel structure. Pedestal foundation. Since the seismic force is transmitted into the structure from the ground surface 9, and the joint between the steel column 83 and the base 82 forming the steel column is located on the ground surface 9, it is quite easy for factors such as poor connection construction or material defects. As a result, a weak surface is formed at the joint, and shear forces and bending moment failures occur when faced with excessive earthquake forces, resulting in the collapse and damage of the overall lightweight steel structure. As shown in Figure 3, in order to avoid a weak surface on the ground plane 9 as described above, another type of light steel structure pedestal foundation appears, which is also constructed using the same construction method. The only difference is The reinforced cage 81 and the concrete placed on the base 82 both protrude from the ground plane 9 from the recessed area 90, so that the top surface 821 of the formed base 82 is higher than the ground plane 9 for The steel pillar 83 is fixed to the base 82 at a position higher than the ground surface 9. However, because the two sides of the joint are made of different materials to form an interface between different materials, and because the stresses and strains of different materials are different from each other, the joint at the interface is relatively prone to relative displacement, resulting in material loss and fatigue. 'Especially when subjected to earthquake forces, it is also easy to cause shear and bending moment damage, which will cause the collapse of the overall structure. [Summary of the Invention] The main object of the present invention is to provide a steel leg 5 5 foot foundation construction method capable of resisting strong earthquakes. Another object of the present invention is to provide a method for constructing an earthquake-resistant column foot foundation without joints above the ground surface. The earthquake-resistant column foot foundation construction method of the present invention is carried out below the ground surface-the connection between the column and the base, and is covered by concrete flooding until the steel column protrudes above the ground surface to make the column foot foundation There are no joints on the ground surface and above, and the overall seismic resistance is improved. This construction method includes the following steps: 10
a)開挖一地表平面以形成由一低於該地表平面之底面 及至少一連接该底面與該地表平面之圍繞壁所界定出之 一凹陷區； b)設置一基座於該底面上，使該基座之一頂面低於該 地表平面； 0連接一突伸出該地表平面之鋼柱於該頂面上； 15 d) 於該基座之頂面成型一包覆該鋼柱並突伸出該地表 平面之混凝土柱；及a) excavating a ground plane to form a recessed area defined by a bottom surface lower than the ground plane and at least one surrounding wall connecting the bottom surface and the ground plane; b) setting a base on the bottom surface, Make a top surface of the foundation lower than the ground plane; 0 connect a steel pillar protruding from the ground plane to the top surface; 15 d) form a covering on the steel pillar on the top surface of the foundation and Concrete columns protruding from the ground plane; and
e) 回填該凹陷區。 【實施方式】 20 本發明之前述以及其他技術内容、特點與優點，在以 下配合參考圖式之一較佳實施例的詳細說明中，將可清楚 的明白。 本發明耐震柱腳基礎施工法的一較佳實施例為一輕 型鋼結構之柱腳基礎施作，如圖4所示，該施工法包括下 列步驟： 6 1221871 步驟100，如圖5所示，開挖一地表平面1丨以形成由 一低於該地表平面U之底面12及四連接該底面12與該地 表平面11之直立圍繞壁13所界定出之一方形的凹陷區 10 〇 5 步驟102,如圖6所示，設置一基座2於該底面12上， 使該基座2之一頂面21低於該地表平面u :該基座2具 有一鋼筋籠22、一以混凝土製成並包覆該鋼筋籠22之本 體23,以及複數與該鋼筋籠22固接並突伸出該頂面2丨之 螺栓24，該基座2可採於該凹陷區1〇内成型的場鑄方式 1〇 與於該凹陷區10外成型的預鑄方式其中之一進行施作， 在本實施例中，該基座2是採場鱗方式施作，故可分為先 设置该鋼筋籠22於該底面21上，以及再澆置混凝土於該 凹陷區10内以形成該包含該本體23的基座2等兩步驟。 若該基座2是採取預禱方式，則此步驟便為置放預鑄之該 15 基座2於該底面12上。 步驟104 ’如圖7所示，連接-突伸出該地表平面11 之鋼柱3於該頂面21上，在此是將該鋼柱3固接於該鋼 筋籠22 i，其固接之方法可以採螺鎖方式，當然也可以 抓焊接等其他為熟悉該項技術者所能簡單推想之方式完 2〇 &，在本實施例中是採用複數個螺帽25將該鋼柱3螺鎖 於該基座2之該等螺栓24上，輯_鋼柱3與該基座2 固接之效果。 步驟106’如圖8所示’設置-突伸出該地表平面u 之模具5於5亥基座2上方，以形成一由該模具5所界定出 7 1221871 之空腔50,該模具5具有一與該等圍繞壁垂直並於中 央形成有-方形通孔510之平板51，以及四分別由該平板 5】鄰近該通孔51〇邊緣向上垂直突伸出之側板52。該空 腔50便是由該基座2之頂面2卜該等圍繞壁η、該平板 5 51，以及該等側板52所共同界定出之空間。 步驟108 ’洗置混凝土於該空腔％中，如圖9所示， 以於該基座2之頂面21成型一包覆該鋼柱3並突伸出該 地表平面u之混凝土柱4。上述之混凝土柱4成型後具有 -與該基座2固接並低於該地表平面u之墩部41以及一 10 纟該壞部41向上突伸出該地表平面11且水平截面積小於 該墩部41之柱體42。在本實施例中，該混凝土柱4之柱 體42與該鋼柱3於該地表平面μ截面積總合小於該基 座2沿平面L之截面積’而該缴部41與該鋼柱3沿平行 該地表平面11之平面Μ的截面積總合則等於該基座2沿 15 平行該地表平面11之平面L的截面積，故藉由該墩部41 便能使上述與該鋼柱3固接之頂面21完全被該混凝土柱4 遮蓋。 、步驟U〇，回填土方於該凹陷區10，以填滿剩餘空間 並加以夯實，如圖10所示，使該基座2與該墩部41完全 ^ 沒入该地表平面11下。 步驟112，完成該柱腳基礎施工。 依上所述，本發明耐震柱腳基礎施工法於該地表平面 11以下進行該基座2與該鋼柱3之固接工程，因此能避免 $基座2與該鋼柱3連結施工不良或材質缺陷等因素而於 8 該地表平面11處形成弱面，進而避免地震發生時該基座2 與该鋼柱3連結處發生剪力與f矩破壞，以提昇該柱腳基 礎之耐震能力。更由於該墩部41能完全遮蓋與該鋼柱3 固接之頂面2卜使得該基座2、該鋼柱3及該混凝土柱4 於鄰近螺鎖處之應變相同，而能避免因相對位移所造成之 材料耗知與疲勞，並充分發揮個別材料之強度以及覆合材 料之優點。 此外，更由於該柱腳基礎於該地表平面u處是該連續 的鋼柱3與-體成型之混凝土柱4，而不存在任何接頭， 因此不僅70全能避免連結施工不良所造成之風險，更能藉 由該埋設於該地表平面u以下之墩部4卜以及部分柱體 42，連續並穩固地握持該鋼柱3，使得當一設置於該鋼柱 上方如朵樓板荨之其他構件（圖未示）因地震產生反力作 用時，能使該柱腳基礎充分發揮整體強度，而能避免剪力 與彎矩集中於該基座2與該鋼柱3連結處，進而提昇整體 結構之耐震能力，以達到本發明之目的。 惟以上所述者，僅為本發明之一較佳實施例而已，當 不能以此限定本發明實施之範圍，即大凡依本發明申請專 利範圍及發明說明書内容所作之簡單的等效變化與修 飾，皆應仍屬本發明專利涵蓋之範圍内。 【圓式簡單說明】 圖1疋習知一未完工之柱腳基礎的一剖面示意圖； 圖2疋習知一已完工之柱腳基礎的一剖面示意圖； 圖3是習知另一型態之柱腳基礎的一剖面示意圖； 圖4疋本發明耐震柱腳基礎施工法之一較佳實施例的 一流程圖； 圖5疋该較佳實施例之一剖面示意圖，說明開挖一地 表平面以形成—凹陷區； 圖6是該較佳實施例之一剖面示意圖，說明於該凹陷 區内設置一基座； 圖7是該較佳實施例之一剖面示意圖，說明於該基座 上連接一鋼柱； 圖8是該較佳實施例之一剖面示意圖，說明於該基座 上方設置一模具； 圖9是該較佳實施例之一剖面示意圖，說明於該基座 上成型一混凝土柱；及 圖10是該較佳實施例之一剖面示意圖，說明完成施 工後之一柱腳基礎。 1221871 5 模具 50 空腔 51平板 52側板 510通孔 81鋼筋籠 82基座 821頂面 822螺栓 823螺帽 83鋼柱 9 地表平面 90 凹陷區域e) Backfill the depression. [Embodiment] 20 The foregoing and other technical contents, features, and advantages of the present invention will be clearly understood in the following detailed description of a preferred embodiment with reference to the accompanying drawings. A preferred embodiment of the seismic footing foundation construction method of the present invention is the construction of a footing foundation for a lightweight steel structure, as shown in FIG. 4. The construction method includes the following steps: 6 1221871 Step 100, as shown in FIG. 5, A ground plane 1 is excavated to form a square recessed area defined by a bottom surface 12 below the ground plane U and four upright surrounding walls 13 connecting the bottom surface 12 to the ground plane 11 〇5 Step 102 As shown in FIG. 6, a base 2 is set on the bottom surface 12 so that a top surface 21 of the base 2 is lower than the ground plane u: the base 2 has a reinforced cage 22 and a concrete And cover the main body 23 of the reinforcing cage 22, and a plurality of bolts 24 fixed to the reinforcing cage 22 and protruding from the top surface 2 丨, the base 2 may be cast in a field casting formed in the recessed area 10 The method 10 is performed by one of the methods of forming a cymbal outside the recessed area 10. In this embodiment, the base 2 is applied by a stop scale method, so it can be divided into the steel cage 22 firstly provided. Two steps, such as placing the concrete on the bottom surface 21 and placing the concrete in the recessed area 10 to form the base 2 including the body 23 Step. If the base 2 is in a prayer mode, this step is to place the 15 base 2 on the bottom surface 12. Step 104 ′ As shown in FIG. 7, the steel column 3 protruding from the ground plane 11 is connected to the top surface 21. Here, the steel column 3 is fixed to the reinforcing cage 22 i, and the fixed The method can adopt the screw lock method, of course, it can also grasp welding and other methods that can be easily conceived by those skilled in the art. In this embodiment, a plurality of nuts 25 are used to screw the steel column 3 screws. Locked on the bolts 24 of the base 2, the effect of fixing the steel column 3 to the base 2. Step 106 'as shown in FIG. 8'-the mold 5 protruding from the ground plane u above the base 5 is formed to form a cavity 50 defined by the mold 5 7 1221871. The mold 5 has A flat plate 51 perpendicular to the surrounding walls and having a square-shaped through hole 510 formed in the center, and four side plates 52 projecting vertically upward from the flat plate 5] adjacent to the edge of the through hole 51. The cavity 50 is a space defined by the top surface 2 of the base 2 and the surrounding walls n, the flat plate 51, and the side plates 52. Step 108 ', the concrete is washed in the cavity%, as shown in FIG. 9, a concrete column 4 covering the steel column 3 and protruding from the ground plane u is formed on the top surface 21 of the base 2. The above-mentioned concrete column 4 has a pier portion 41 fixed to the base 2 and lower than the ground surface u and a 10 纟 the bad portion 41 projects upward from the ground surface 11 and the horizontal cross-sectional area is smaller than the pier.部 41 的 柱体 42。 42 of the cylinder 42. In this embodiment, the total cross-sectional area of the pillar 42 of the concrete pillar 4 and the steel pillar 3 at the surface plane μ is smaller than the cross-sectional area of the base 2 along the plane L ', and the receiving portion 41 and the steel pillar 3 The sum of the cross-sectional areas along the plane M parallel to the ground plane 11 is equal to the cross-sectional area of the base 2 along the plane L parallel to the ground plane 11 on the ground surface 11. Therefore, the pier 41 can make the above-mentioned and the steel column 3 The fixed top surface 21 is completely covered by the concrete pillar 4. Step U0, backfill the earth in the recessed area 10 to fill the remaining space and compact it. As shown in FIG. 10, the base 2 and the pier 41 are completely submerged under the ground plane 11. Step 112: Complete the foundation construction of the leg. According to the above, the foundation construction method of the earthquake-resistant column foot of the present invention carries out the fixation project of the base 2 and the steel column 3 below the ground plane 11, so that the poor connection between the base 2 and the steel column 3 can be avoided or the Material defects and other factors form a weak surface at 8 on the ground plane 11 to prevent shear and f-moment damage at the joint between the base 2 and the steel column 3 when an earthquake occurs, so as to improve the seismic resistance of the column foot foundation. Furthermore, since the pier portion 41 can completely cover the top surface 2 fixedly connected to the steel column 3, the strains of the base 2, the steel column 3, and the concrete column 4 near the screw lock are the same, which can avoid the relative strain. Material consumption and fatigue caused by displacement, and give full play to the strength of individual materials and the advantages of laminated materials. In addition, because the column foot is based on the continuous steel column 3 and -body-shaped concrete column 4 at the ground plane u, there is no joint, so not only 70 can avoid the risks caused by poor connection construction, but also The steel pillar 3 can be continuously and stably held by the pier part 4 and a part of the pillar 42 buried below the ground plane u, so that when a member such as a slab net is placed above the steel pillar ( (Not shown) When the reaction force caused by the earthquake can make the foundation of the column fully exert its overall strength, and avoid the concentration of shear and bending moment at the joint of the base 2 and the steel column 3, thereby improving the overall structure Shock resistance to achieve the purpose of the present invention. However, the above is only a preferred embodiment of the present invention. When the scope of implementation of the present invention cannot be limited by this, that is, simple equivalent changes and modifications made according to the scope of the patent application and the content of the invention specification , All should still fall within the scope of the invention patent. [Circular brief description] Figure 1: A cross-sectional schematic diagram of a conventionally completed sill footing; Figure 2: A cross-sectional schematic diagram of a conventionally completed stub footing; Figure 3 is a conventional form of another type A schematic sectional view of a pedestal foundation; FIG. 4 is a flowchart of a preferred embodiment of the seismic foundation construction method of the present invention; FIG. 5 is a schematic sectional view of a preferred embodiment illustrating the excavation of a ground plane to Formation-recessed area; Figure 6 is a schematic cross-sectional view of one of the preferred embodiments, illustrating the placement of a base in the recessed area; Figure 7 is a cross-sectional schematic view of the preferred embodiment, illustrating the connection of a base to the base Steel column; Figure 8 is a schematic cross-sectional view of one of the preferred embodiments, illustrating the placement of a mold above the base; Figure 9 is a cross-sectional schematic view of the preferred embodiment, illustrating the formation of a concrete pillar on the base; And FIG. 10 is a schematic cross-sectional view of the preferred embodiment, illustrating a leg foundation after completion of construction. 1221871 5 Mold 50 Cavity 51 Flat plate 52 Side plate 510 Through hole 81 Reinforced cage 82 Base 821 Top surface 822 Bolt 823 Nut 83 Steel column 9 Ground plane 90 Depressed area
【圖式之主要元件代表符號說明】 1 〇 凹陷區 11 地表平面 12底面 13圍繞壁 2 基座 21頂面 22鋼筋籠 23本體 24螺栓 25螺帽 3 鋼柱 4 混凝土柱 41 墩部 42柱體 100.102.104.106.108.110.112.步驟[Description of the main symbols of the drawings] 1 〇 Depression area 11 Ground surface 12 Bottom surface 13 Surrounding wall 2 Base 21 Top surface 22 Reinforcement cage 23 Body 24 Bolts 25 Nuts 3 Steel columns 4 Concrete columns 41 Piers 42 columns 100.102.104.106.108.110.112. Steps
1111