JP2014211051A - Underground structure, and method for reconstructing building structure having underground skeleton - Google Patents

Underground structure, and method for reconstructing building structure having underground skeleton Download PDF

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JP2014211051A
JP2014211051A JP2013088248A JP2013088248A JP2014211051A JP 2014211051 A JP2014211051 A JP 2014211051A JP 2013088248 A JP2013088248 A JP 2013088248A JP 2013088248 A JP2013088248 A JP 2013088248A JP 2014211051 A JP2014211051 A JP 2014211051A
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existing
underground
strut
new
rebuilding
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JP6229294B2 (en
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奥田　和弘
Kazuhiro Okuda
和弘 奥田
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Obayashi Corp
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Obayashi Corp
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    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D29/00—Independent underground or underwater structures; Retaining walls
    • E02D29/04—Making large underground spaces, e.g. for underground plants, e.g. stations of underground railways; Construction or layout thereof
    • E—FIXED CONSTRUCTIONS
    • E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
    • E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
    • E02D31/00—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution
    • E02D31/10—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against soil pressure or hydraulic pressure
    • E02D31/12—Protective arrangements for foundations or foundation structures; Ground foundation measures for protecting the soil or the subsoil water, e.g. preventing or counteracting oil pollution against soil pressure or hydraulic pressure against upward hydraulic pressure

Abstract

PROBLEM TO BE SOLVED: To suppress the occurrence of bottom base floating and bottom base swelling of an existing underground skeleton and to reduce construction cost when a building structure having an underground skeleton is reconstructed.SOLUTION: An underground structure 10 during reconstruction of a building structure having an underground skeleton includes: an existing bottom base 22 and existing walls 24 remaining in an underground without being demolished; existing pillars 26 remaining in an underground without being demolished except a part of an upper side; newly constructed piles 32 installed downward from an existing bottom base 22; newly constructed inverted pillars 34 with bottom edges thereof buried in the newly constructed piles 32, respectively; and temporary angle braces 40 connecting the existing pillars 26 and the newly constructed inverted pillars 34 respectively to each other so that force can be transmitted therebetween.

Description

本発明は、地下躯体を有する建造物の建替時の地下構造、及び地下躯体を有する建造物の建替え方法に関する。   The present invention relates to an underground structure at the time of rebuilding a building having an underground frame, and a method for rebuilding a building having an underground frame.

地下躯体を有する建造物を建替える方法として、既存の地下躯体の壁や底盤を残置して新設の地下躯体を構築する方法が知られている（例えば、特許文献１参照）。特許文献１に記載の方法では、既設の地下躯体の下方に位置する被圧帯水層からの水圧で既存の底盤が浮き上がったり盤ぶくれ現象が生じたりすることを抑える目的で、既存の底盤から下方に杭を打設してその上部にメガトラスの柱を取り付け、メガトラスの梁と既存の底盤との間に突っ張り部材としての逆打ち支柱を設置し、この状態で、既存の柱や梁を解体して新設の地下躯体を構築する。これにより、底盤に作用する水圧に対して、地下躯体の重量と杭の引抜き抵抗力とによってバランスがとられ、既存の底盤の浮き上がりや盤ぶくれ現象の発生が抑えられる。   As a method of rebuilding a building having an underground structure, a method of constructing a new underground structure by leaving the walls and bottom of an existing underground structure is known (for example, see Patent Document 1). In the method described in Patent Document 1, the existing bottom plate is used for the purpose of suppressing the existing bottom plate from being lifted or caused by the water pressure from the pressurized aquifer located below the existing underground structure. A pile of pillars is laid from the bottom and a mega truss pillar is attached to the top of the pile. A counter strut as a strut member is installed between the mega truss beam and the existing bottom plate. Dismantle and build a new underground structure. This balances against the water pressure acting on the bottom plate by the weight of the underground frame and the pull-out resistance of the piles, and suppresses the occurrence of the existing bottom plate lift and overburden phenomenon.

特許第３７６１３０７号公報Japanese Patent No. 3761307

特許文献１に記載の方法では、逆打ち支柱が既存の柱の間に設置されるため、逆打ち支柱の荷重が、既存の底盤のスラブ等の低強度の箇所に作用する。そのため、既存の底盤に対して大掛かりな補強をする必要があり、施工コストが増加する。   In the method described in Patent Document 1, since the striking struts are installed between the existing pillars, the load of the striking struts acts on a low-strength portion such as a slab of the existing bottom panel. For this reason, it is necessary to reinforce the existing bottom plate, which increases the construction cost.

本発明は、上記事情に鑑みてなされたものであり、地下躯体を有する建造物を建替える際に、既存の地下躯体の底盤の浮き上がりや盤ぶくれ減少の発生を抑えると共に、施工コストを低減することを課題にするものである。   The present invention has been made in view of the above circumstances, and when reconstructing a building having an underground skeleton, it suppresses the occurrence of floating of the bottom of the existing underground skeleton and the reduction of board bulge and reduces the construction cost. It is a task to do.

上記課題を解決するために、本発明に係る地下構造は、地下躯体を有する建造物の建替時の地下構造であって、解体されずに地下に残置された既存の底盤及び地中壁と、上側の一部を除いて解体されずに地下に残置された既存の柱と、前記既存の底盤から下方に打設された新設の杭と、前記新設の杭に下端が埋設された新設の逆打ち支柱と、前記既存の柱と前記新設の逆打ち支柱とを力の伝達ができるように連結する力伝達部材とを備えることを特徴とする。   In order to solve the above problems, an underground structure according to the present invention is an underground structure at the time of rebuilding a building having an underground skeleton, and an existing bottom plate and an underground wall left underground without being dismantled. , Existing pillars left in the basement without being dismantled except for a part on the upper side, a new pile driven downward from the existing bottom plate, and a new pile whose lower end is buried in the new pile It is provided with a reverse strut, and a force transmission member that connects the existing pillar and the newly installed reverse strut so as to be able to transmit force.

前記地下構造において、前記力伝達部材は、前記既存の柱の上端と前記新設の逆打ち支柱との間に仮設された仮設方づえであってもよい。   In the underground structure, the force transmission member may be a temporary arrangement temporarily provided between an upper end of the existing column and the newly installed strut strut.

また、本発明に係る建替え方法は、地下躯体を有する建造物を、既存の底盤及び地中壁を地下に残置して建替える方法であって、既存の柱を上側の一部を除いて解体せずに地下に残置し、新設の杭を前記既存の底盤から下方に打設し、新設の逆打ち支柱をその下端が前記新設の杭に埋設されるように建入れ、前記既存の柱と前記新設の逆打ち支柱とを力伝達部材で力の伝達ができるように連結することを特徴とする。   Further, the rebuilding method according to the present invention is a method of rebuilding a building having an underground frame by leaving the existing bottom plate and underground wall in the basement, and excluding a part of the upper side of the existing column. Leave the basement in the basement without dismantling, place the new pile downward from the existing bottom plate, and install the new counter-strut strut so that its lower end is buried in the new pile. And the newly-provided striking strut are connected so that force can be transmitted by a force transmitting member.

前記建替え方法において、前記力伝達部材としての仮設方づえを、前記既存の柱の上端と前記新設の逆打ち支柱との間に仮設してもよい。   In the rebuilding method, a temporary arrangement as the force transmission member may be temporarily provided between an upper end of the existing column and the newly installed striking strut.

また、前記建替え方法において、少なくとも前記地下躯体の解体開始から前記力伝達部材で前記既存の柱と前記新設の逆打ち支柱とを連結するまでの間、前記地下躯体の内側に、地下水の揚圧力に抵抗する重量物を入れてもよい。   Further, in the rebuilding method, at least during the period from the start of dismantling of the underground structure to the connection of the existing pillar and the newly installed striking strut with the force transmission member, the underground water is pumped inside the underground structure. A heavy object that resists pressure may be added.

本発明によれば、地下躯体を有する建造物を建替える際に、既存の地下躯体の底盤の浮き上がりや盤ぶくれ減少の発生を抑えると共に、施工コストを低減することができる。   ADVANTAGE OF THE INVENTION According to this invention, when rebuilding the building which has an underground skeleton, while raising the bottom of the existing underground skeleton and generation | occurrence | production of board bulge reduction can be suppressed, construction cost can be reduced.

一実施形態に係る地下構造の概略構成を示す立断面図である。It is an elevation sectional view showing a schematic structure of an underground structure according to an embodiment. 地下部分を有するビルの建替えの手順を示す立断面図である。It is an elevation sectional view showing the procedure of rebuilding a building having an underground part. 地下部分を有するビルの建替えの手順を示す立断面図である。It is an elevation sectional view showing the procedure of rebuilding a building having an underground part. 地下部分を有するビルの建替えの手順を示す立断面図である。It is an elevation sectional view showing the procedure of rebuilding a building having an underground part. 地下部分を有するビルの建替えの手順を示す立断面図である。It is an elevation sectional view showing the procedure of rebuilding a building having an underground part. 地下部分を有するビルの建替えの手順を示す立断面図である。It is an elevation sectional view showing the procedure of rebuilding a building having an underground part. 地下部分を有するビルの建替えの手順を示す立断面図である。It is an elevation sectional view showing the procedure of rebuilding a building having an underground part. 地下部分を有するビルの建替えの手順を示す立断面図である。It is an elevation sectional view showing the procedure of rebuilding a building having an underground part. 地下部分を有するビルの建替えの手順を示す立断面図である。It is an elevation sectional view showing the procedure of rebuilding a building having an underground part.

以下、本発明の一実施形態を、図面を参照しながら説明する。図１は、一実施形態に係る地下構造１０の概略構成を示す立断面図である。本実施形態に係る地下構造１０は、地下部分を有するビルの建替え時の地下部分の構造である。この図に示すように、地下構造１０は帯水層１に位置するため、地下構造１０には揚圧力Ｐが作用する。また、地下構造１０の下方には粘土層２を介して被圧帯水層３が存在するため、地下構造１０の下方の地盤には被圧水の水圧が作用している。   Hereinafter, an embodiment of the present invention will be described with reference to the drawings. FIG. 1 is an elevational sectional view showing a schematic configuration of an underground structure 10 according to an embodiment. The underground structure 10 according to the present embodiment is a structure of an underground part at the time of rebuilding a building having an underground part. As shown in this figure, since the underground structure 10 is located in the aquifer 1, the lifting pressure P acts on the underground structure 10. In addition, since the pressurized aquifer 3 exists below the underground structure 10 via the clay layer 2, the water pressure of the pressurized water acts on the ground below the underground structure 10.

地下構造１０は、解体されずに残置された既存躯体２０と、既存躯体２０の内側に構築された新設躯体３０とを備えている。既存躯体２０は、既存底盤２２と、既存壁２４と、既存柱２６とを備えている。また、新設躯体３０は、逆打ち支柱３４と、新設梁３６と、新設スラブ３７とを備えている。逆打ち支柱３４は、新設の杭３２に支持されている。   The underground structure 10 includes an existing case 20 that is left without being dismantled, and a new case 30 that is built inside the existing case 20. The existing frame 20 includes an existing bottom plate 22, an existing wall 24, and an existing column 26. In addition, the new housing 30 includes a reverse strut 34, a new beam 36, and a new slab 37. The counter strut 34 is supported by a newly installed pile 32.

既存底盤２２は、基礎スラブ２２Ａと、基礎スラブ２２Ａ上に縦横に構築された基礎梁２２Ｂと、基礎梁２２Ｂ上に構築されたスラブ２２Ｃとを備えている。また、既存壁２４は、地下構造１０を構築する地下空間の全周を囲った地中壁であり、周囲の地盤の土圧を受けている。既存柱２６は、グランドレベルＧＬから所定長さだけ解体されてその下側は残置されている。ここで、既存柱２６は、縦横の基礎梁２２Ｂが交差した部分（仕口部）に接合されており、当該部分に既存柱２６から荷重が作用している。   The existing bottom plate 22 includes a foundation slab 22A, a foundation beam 22B constructed vertically and horizontally on the foundation slab 22A, and a slab 22C constructed on the foundation beam 22B. The existing wall 24 is an underground wall that surrounds the entire circumference of the underground space that constructs the underground structure 10 and receives the earth pressure of the surrounding ground. The existing pillar 26 is disassembled by a predetermined length from the ground level GL, and the lower side is left behind. Here, the existing column 26 is joined to a portion (a joint portion) where the vertical and horizontal foundation beams 22B intersect, and a load is applied to the portion from the existing column 26.

杭３２は、鉄筋コンクリート造の多段拡径杭であり、基礎底盤２２のスラブ２２Ｃ及び基礎スラブ２２Ａを貫通して被圧帯水層３まで打設されている。この杭３２の被圧帯水層３に位置する部分に拡底部３２Ａ及び複数段の拡径部３２Ｂが設けられており、これらにより杭３２の引抜き抵抗力Ｒが増大されている。また、逆打ち支柱３４は、杭３２に下端が埋設されて地上まで延びる鉄骨の柱であり、杭３２に逆打ち支柱３４から荷重が作用している。また、新設梁３６は、逆打ち支柱３４間に架設された鉄骨の梁である。   The pile 32 is a reinforced concrete multi-stage enlarged pile, and is pierced to the pressurized aquifer 3 through the slab 22C and the foundation slab 22A of the foundation bottom board 22. An expanded bottom portion 32A and a plurality of stages of expanded diameter portions 32B are provided in a portion of the pile 32 located in the pressured aquifer 3, and the pulling resistance force R of the pile 32 is increased thereby. The striking strut 34 is a steel column having a lower end embedded in the pile 32 and extending to the ground, and a load acts on the pile 32 from the striking strut 34. The new beam 36 is a steel beam erected between the counter struts 34.

また、既存柱２６の上端と、逆打ち支柱３４と新設梁３６との仕口部との間には、架設方づえ４０が設置されている。この仮設方づえ４０は、各既存柱２６毎に複数ずつ設けられた鉄骨部材であり、各仮設方づえ４０は、既存柱２６の上端と、逆打ち支柱３４と新設梁３６との仕口部との間に両者間で力を伝達できるように設けられている。本実施形態では、既存柱２６の上端に新設梁３６がモルタルで結合され、当該新設梁３６と仮設方づえ４０の一端、仮設方づえ４０の他端と上記仕口部は、ボルト等で結合されている。   In addition, an erection method 40 is installed between the upper end of the existing column 26 and the joint portion between the counter-strike column 34 and the new beam 36. The temporary arrangement 40 is a steel member provided for each of the existing columns 26, and each temporary arrangement 40 has a joint between the upper end of the existing column 26, the back strut 34 and the new beam 36. It is provided so that force can be transmitted between the two. In the present embodiment, a new beam 36 is connected to the upper end of the existing column 26 with mortar, and the new beam 36 and one end of the temporary setting 40, and the other end of the temporary setting 40 and the above-mentioned joint portion are connected with a bolt or the like. Has been.

以上のような構成の地下構造１０では、解体されることにより軽量化された既存躯体２０の重量が揚圧力Ｐより小さいことによって、既存底盤２２、既存柱２６及び仮設方づえ４０を介して逆打ち支柱３４に引抜力Ｑが作用する。それに対して、杭３２には地盤から引抜き抵抗力Ｒが生じる。この引抜き抵抗力Ｒと引抜力Ｑとのバランスが取れるように、杭３２の径、打設深さや拡底部３２Ａ及び多段の拡径部３２Ｂの寸法等が設定されている。   In the underground structure 10 having the above-described configuration, the weight of the existing frame 20 that has been reduced in weight by being disassembled is smaller than the lifting pressure P, so that it is reversed via the existing bottom plate 22, the existing column 26, and the temporary arrangement 40. A pulling force Q acts on the strut 34. On the other hand, the pulling resistance force R is generated in the pile 32 from the ground. The diameter of the pile 32, the placement depth, the dimensions of the expanded bottom portion 32A and the multistage expanded portion 32B, and the like are set so that the drawing resistance force R and the drawing force Q can be balanced.

図２〜図９は、地下部分を有するビル１００の建替えの手順を示す立断面図である。図２に示すように、既存建造物としてのビル１００の地下部分には、上記既存躯体２０の既存底盤２２、既存壁２４、及び既存柱２６に加えて既存梁２７及び既存スラブ２８が存在する。   2 to 9 are elevational sectional views showing a procedure for rebuilding the building 100 having an underground portion. As shown in FIG. 2, an existing beam 27 and an existing slab 28 exist in addition to the existing bottom plate 22, existing wall 24, and existing column 26 of the existing frame 20 in the underground portion of the building 100 as an existing building. .

まず、図３に示すように、既存スラブ２８（図２参照）を解体する。また、既存躯体２０の内側を土砂で埋める。そして、既存底盤２２に杭３２を貫通させるための孔をあける。ここで、既存底盤２２の基礎スラブ２２Ａ、基礎梁２２Ｂ、スラブ２２Ｃで囲まれた空間には鉄筋が配筋され、コンクリートが充填されており、開口周辺の補強が行われている。図４に示すように、杭３２を打設して逆打ち支柱３４を建入れする。杭３２を打設する工程では、下部に拡底部３２Ａ及び複数段の拡径部３２Ｂを構築する。また、逆打ち支柱３４を建入れする工程では、逆打ち支柱３４の下端をコンクリートが硬化前の杭３２の頭部に挿入する。   First, as shown in FIG. 3, the existing slab 28 (see FIG. 2) is disassembled. The inside of the existing housing 20 is filled with earth and sand. And the hole for making the pile 32 penetrate the existing bottom board 22 is made. Here, reinforcing bars are arranged in the space surrounded by the foundation slab 22A, the foundation beam 22B, and the slab 22C of the existing bottom board 22, and the surroundings of the opening are reinforced. As shown in FIG. 4, the pile 32 is driven and the back strut 34 is erected. In the step of placing the pile 32, a bottom expanded portion 32A and a plurality of stages of expanded diameter portions 32B are constructed in the lower portion. Moreover, in the process of erection the back strut 34, the lower end of the back strut 34 is inserted into the head of the pile 32 before the concrete is hardened.

次に、図５及び図６に示すように、既存躯体２０を地上側から解体すると共に、逆打ち工法により新設躯体３０を地上側から構築する。この工程では、既存躯体２０の内側を各階の既存梁２７が表出するまで掘り起こし、表出した既存梁２７を既存柱２６から切断し、既存柱２６の表出した部分を切断する。ここで、既存壁２４は解体せずに残置して山留め壁とする。そして、解体が終了した階に新設梁３６を架設し、新設スラブ３７を構築する。このような解体作業と、逆打ち工法による新設躯体３０の構築作業とを所定階まで繰り返す。   Next, as shown in FIGS. 5 and 6, the existing housing 20 is disassembled from the ground side, and the new housing 30 is constructed from the ground side by a reverse driving method. In this step, the inside of the existing frame 20 is dug up until the existing beam 27 on each floor is exposed, the existing beam 27 that is exposed is cut from the existing column 26, and the exposed portion of the existing column 26 is cut. Here, the existing wall 24 is left without being dismantled to form a retaining wall. Then, a new beam 36 is installed on the floor where the dismantling is completed, and a new slab 37 is constructed. Such dismantling work and the construction work of the new housing 30 by the reverse driving method are repeated up to a predetermined floor.

ここで、既存躯体２０の内側の土砂は、揚圧力Ｐに対してバランスを取るためのウエイトであり、解体作業を進める上記所定階、即ち既存躯体２０の内側の土砂を掘り起こす深さは、解体途中の既存躯体２０の重量と揚圧力Ｐとの差を考慮して設定する。   Here, the earth and sand inside the existing chassis 20 is a weight for balancing against the lifting pressure P, and the above-mentioned predetermined floor where the dismantling work is performed, that is, the depth at which the sand inside the existing chassis 20 is dug is It sets in consideration of the difference between the weight of the existing housing 20 on the way and the lifting pressure P.

次に、図７に示すように、各既存柱２６毎に複数の仮設方づえ４０を設置する。この工程では、新設梁３６を既存柱２６の上端にモルタルで結合し、当該新設梁２６に各仮設方づえ４０の一端を、各仮設方づえ４０の他端を逆打ち支柱３４と新設梁３６との仕口部にボルト等で接続する。これにより、逆打ち支柱３４に作用する引抜力Ｑと杭３２に地盤から作用する引抜き抵抗力Ｒとのバランスが取れ、既存躯体２０の揚圧力Ｐによる浮き上がりや、被圧水の水圧による地盤の盤ぶくれ現象が抑えられる。   Next, as shown in FIG. 7, a plurality of temporary arrangements 40 are installed for each existing pillar 26. In this step, the new beam 36 is connected to the upper end of the existing column 26 with mortar, and one end of each temporary setting 40 is connected to the new beam 26, and the other end of each temporary setting 40 is inverted to the strut 34 and the new beam 36. Connect to the joint with bolts. As a result, the pulling force Q acting on the back strut 34 and the pulling resistance force R acting on the pile 32 from the ground can be balanced, and the existing frame 20 can be lifted by the lifting pressure P or the ground pressure by the water pressure of the pressurized water. The blistering phenomenon is suppressed.

そこで、図８に示すように、上記所定階から最下階までの既存躯体２０の解体作業と新設躯体３０の構築作業とを実施する。この工程では、新設底盤３８を構築して該新設底盤３８と杭３２の頭部と接合する。これにより、既存底盤２２を介して新設躯体３０に作用する揚圧力Ｐと、それに抵抗する新設躯体３０等の重量及び杭３２に地盤から作用する引抜き抵抗力Ｒとのバランスが取れ、新設躯体３０の揚圧力Ｐによる浮き上がりや、被圧水の水圧による地盤の盤ぶくれ現象が抑えられる。そのため、図９に示すように、仮設方づえ４０の撤去と既存柱２６の解体とが可能になる。   Therefore, as shown in FIG. 8, the dismantling work of the existing housing 20 and the construction work of the new housing 30 are performed from the predetermined floor to the lowest floor. In this step, the new bottom board 38 is constructed and joined to the new bottom board 38 and the head of the pile 32. As a result, the balance between the lifting pressure P acting on the new frame 30 via the existing bottom plate 22 and the weight of the new frame 30 and the like resisting it and the pulling resistance R acting on the pile 32 from the ground can be achieved. Therefore, it is possible to suppress the floating due to the lifting pressure P and the ground bulging phenomenon due to the water pressure of the pressurized water. Therefore, as shown in FIG. 9, it is possible to remove the temporary arrangement 40 and dismantle the existing pillar 26.

以上説明したように、本実施形態に係る建替え方法では、既存柱２６を上側の一部を除いて解体せずに地下に残置し、新設の杭３２を既存底盤２２から下方に打設し、新設の逆打ち支柱３４をその下端が新設の杭３２に埋設されるように建入れ、既存柱２６と新設の逆打ち支柱３４とを仮設方づえ４０で力の伝達ができるように連結する。これによって、既存躯体２０に作用する揚圧力Ｐと、それに抵抗する既存躯体２０の重量及び杭３２に地盤から作用する引抜き抵抗力Ｒとのバランスを取ることができる。従って、既存躯体２０の揚圧力Ｐによる浮き上がりや、被圧水の水圧による地盤の盤ぶくれ現象を抑えた状態で、最下階まで既存躯体２０の解体作業と新設躯体３０の構築作業とを実施できる。   As described above, in the rebuilding method according to the present embodiment, the existing pillar 26 is left in the basement without being dismantled except for a part on the upper side, and the new pile 32 is driven downward from the existing bottom board 22. The newly installed counter strut 34 is erected so that the lower end is embedded in the new pile 32, and the existing pillar 26 and the new counter strut 34 are connected so that force can be transmitted by the temporary arrangement 40. . This makes it possible to balance the lifting pressure P acting on the existing housing 20 with the weight of the existing housing 20 resisting it and the pulling resistance R acting on the pile 32 from the ground. Therefore, the dismantling work of the existing housing 20 and the construction work of the new housing 30 are performed up to the lowest floor in a state where the lifting of the existing housing 20 due to the lifting pressure P and the ground bulging phenomenon due to the water pressure of the pressurized water are suppressed. Can be implemented.

ここで、既存柱２６を介して既存底盤２２から逆打ち支柱３４に荷重が伝達されるように構成したことによって、既存柱２６と既存底盤２２との接合部には大きな耐力が要求されるが、当該部分は、縦横の基礎梁２２Ｂと既存柱２６とが交差した仕口部であり、元々大きな荷重に耐えるように構築されている。従って、既存底盤２２の補強を不要もしくは減らすことができ、施工コストを低減できる。   Here, since a load is transmitted from the existing bottom plate 22 to the counter strut 34 through the existing column 26, a large proof stress is required at the joint between the existing column 26 and the existing bottom plate 22. The part is a joint portion where the vertical and horizontal foundation beams 22B intersect with the existing columns 26, and is originally constructed to withstand a large load. Therefore, the reinforcement of the existing bottom board 22 can be omitted or reduced, and the construction cost can be reduced.

また、既存躯体２０の浮き上がりや盤ぶくれ現象の抑制を目的として、既存躯体２０に揚圧力Ｐが作用しないように、既存躯体２０の下方の地盤を遮水壁で囲むという方法が知られている。この方法では、薬液注入工法等により遮水壁を構築するため、施工コストが高くなる。それに対して、本実施形態に係る方法では、解体する既存柱２６、本設の杭３２、逆打ち支柱３４や仮設方づえ４０によって、既存躯体２０の浮き上がりや盤ぶくれ現象を抑制することができるため、遮水壁を構築する方法に比して施工コストを低減できる。特に、仮設材は仮設方づえ４０のみであり、その他は、解体する既存柱２６、本設の杭３２、逆打ち支柱３４であるため、施工コストの低減の効果は大きい。   Further, for the purpose of suppressing the lifting of the existing chassis 20 and the board bulging phenomenon, a method of surrounding the ground below the existing chassis 20 with a water shielding wall is known so that the lifting pressure P does not act on the existing chassis 20. Yes. In this method, since the impermeable wall is constructed by a chemical solution injection method or the like, the construction cost increases. On the other hand, in the method according to the present embodiment, the existing column 26 to be dismantled, the main pile 32, the counter strut 34, and the temporary arrangement 40 can suppress the lifting of the existing frame 20 and the phenomenon of board bulge. Therefore, the construction cost can be reduced as compared with the method of constructing the water shielding wall. In particular, the temporary material is only the temporary arrangement 40, and the other is the existing pillar 26 to be disassembled, the main pile 32, and the counter strut 34, and thus the effect of reducing the construction cost is great.

また、本実施形態に係る建替え方法では、少なくとも既存躯体２０の解体開始から仮設方づえ４０で既存柱２６と逆打ち支柱３４とを連結するまでの間、既存躯体２０の内側に、地下水の揚圧力Ｐに抵抗する重量物たる土砂を入れる。これによって、既存躯体２０の解体開始から仮設方づえ４０で既存柱２６と逆打ち支柱３４とを連結するまでの間、揚水力Ｐによる既存躯体２０の浮き上がりや盤ぶくれ現象の発生を抑制できる。   Further, in the rebuilding method according to the present embodiment, at least the groundwater is placed inside the existing housing 20 from the start of the dismantling of the existing housing 20 until the existing pillar 26 and the counter strut 34 are connected with the temporary arrangement 40. Put heavy earth and sand that resists lifting pressure P. Thereby, from the start of the dismantling of the existing housing 20 to the connection of the existing pillar 26 and the counter strut 34 with the temporary arrangement 40, it is possible to suppress the occurrence of the lifting of the existing housing 20 due to the pumping force P and the occurrence of the blistering phenomenon. .

なお、上述の実施形態は、本発明の理解を容易にするためのものであり、本発明を限定するものではない。本発明はその趣旨を逸脱することなく、変更、改良され得ると共に本発明にはその等価物が含まれることは勿論である。例えば、上述の実施形態では、仮設方づえ４０を用いたが、既存柱２６と逆打ち支柱３４との間で荷重を伝達できるものであれば、ブレース等の他の部材、構造を用いることができる。   In addition, the above-mentioned embodiment is for making an understanding of this invention easy, and does not limit this invention. It goes without saying that the present invention can be changed and improved without departing from the gist thereof, and that the present invention includes equivalents thereof. For example, in the above-described embodiment, the temporary arrangement 40 is used. However, other members and structures such as braces may be used as long as the load can be transmitted between the existing pillar 26 and the counter strut 34. it can.

１ 帯水層、２ 粘土層、３ 被圧帯水層、１０ 地下構造、２０ 既存躯体、２２ 既存底盤、２２Ａ 基礎スラブ、２２Ｂ 基礎梁、２２Ｃ スラブ、２４ 既存壁、２６ 既存柱、２７ 既存梁、２８ 既存スラブ、３０ 新設躯体、３２ 杭、３２Ａ 拡底部、３２Ｂ 拡径部、３４ 逆打ち支柱、３６ 新設梁、３７ 新設スラブ、３８ 新設底盤、４０ 仮設方づえ、１００ ビル 1 aquifer, 2 clay layer, 3 aquifer, 10 underground structure, 20 existing frame, 22 existing bottom, 22A foundation slab, 22B foundation beam, 22C slab, 24 existing wall, 26 existing column, 27 existing beam , 28 Existing slab, 30 New housing, 32 Pile, 32A Expanded bottom, 32B Expanded diameter, 34 Reverse strut, 36 New beam, 37 New slab, 38 New bottom, 40 Temporary arrangement, 100 Building

Claims (5)

地下躯体を有する建造物の建替時の地下構造であって、
解体されずに地下に残置された既存の底盤及び地中壁と、
上側の一部を除いて解体されずに地下に残置された既存の柱と、
前記既存の底盤から下方に打設された新設の杭と、
前記新設の杭に下端が埋設された新設の逆打ち支柱と、
前記既存の柱と前記新設の逆打ち支柱とを力の伝達ができるように連結する力伝達部材と
を備える地下構造。 An underground structure at the time of rebuilding a building having an underground frame,
The existing bottom and underground walls left underground without being dismantled;
Existing pillars left in the basement without being dismantled except for a part on the upper side,
A new pile driven downward from the existing bottom plate,
A new striking strut with a lower end embedded in the new pile;
An underground structure comprising: a force transmission member that couples the existing pillar and the newly installed counter-strut so that force can be transmitted. 前記力伝達部材は、前記既存の柱の上端と前記新設の逆打ち支柱との間に仮設された仮設方づえである請求項１に記載の地下構造。   2. The underground structure according to claim 1, wherein the force transmission member is a temporary arrangement temporarily installed between an upper end of the existing column and the newly-arranged striking strut. 3. 地下躯体を有する建造物を、既存の底盤及び地中壁を地下に残置して建替える方法であって、
既存の柱を上側の一部を除いて解体せずに地下に残置し、
新設の杭を前記既存の底盤から下方に打設し、
新設の逆打ち支柱をその下端が前記新設の杭に埋設されるように建入れ、
前記既存の柱と前記新設の逆打ち支柱とを力伝達部材で力の伝達ができるように連結する建替え方法。 A method of rebuilding a building having an underground structure by leaving the existing bottom and underground walls underground.
Leave the existing pillars in the basement without dismantling except for the upper part,
A new pile is driven downward from the existing bottom plate,
A newly installed strut is installed so that its lower end is buried in the new pile,
A rebuilding method in which the existing pillar and the newly installed striking strut are coupled so that force can be transmitted by a force transmission member. 前記力伝達部材としての仮設方づえを、前記既存の柱の上端と前記新設の逆打ち支柱との間に仮設する請求項３に記載の建替え方法。   The rebuilding method according to claim 3, wherein a temporary arrangement as the force transmission member is temporarily installed between an upper end of the existing column and the newly-turned strut. 少なくとも前記地下躯体の解体開始から前記力伝達部材で前記既存の柱と前記新設の逆打ち支柱とを連結するまでの間、前記地下躯体の内側に、地下水の揚圧力に抵抗する重量物を入れる請求項３又は請求項４に記載の建替え方法。   At least a heavy object that resists the groundwater uplift pressure is placed inside the underground frame from the start of dismantling of the underground frame to the connection between the existing column and the newly installed striking strut with the force transmission member. The rebuilding method according to claim 3 or claim 4.
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