JP5300163B1 - Steel pile rooting method - Google Patents

Steel pile rooting method Download PDF

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JP5300163B1
JP5300163B1 JP2012264202A JP2012264202A JP5300163B1 JP 5300163 B1 JP5300163 B1 JP 5300163B1 JP 2012264202 A JP2012264202 A JP 2012264202A JP 2012264202 A JP2012264202 A JP 2012264202A JP 5300163 B1 JP5300163 B1 JP 5300163B1
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JP2014109143A (en
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孝彦 樫本
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Oak Co Ltd
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Abstract

【課題】従来の根固め工法における諸問題点を解決すること。
【解決手段】岩盤支持層Ｇｒを削孔し、その孔に鋼杭１を建て込んで根固めする鋼杭の根固め工法において、岩盤支持層Ｇｒには、根固めする鋼杭１の外径Ｄｏ又は対角線長Ｄｇよりも小さい内径Ｄｉの下孔２を削孔機ＤＨによって削孔し、その下孔２に、鋼杭１をバイブロハンマー２２によって強制圧入する。
【選択図】図１[PROBLEMS] To solve various problems in conventional root-setting methods.
In a rock pile support method in which a rock pile support layer Gr is drilled and a steel pile 1 is built into the hole and solidified, the rock support layer Gr has an outer diameter of the steel pile 1 to be solidified. The pilot hole 2 having an inner diameter Di smaller than Do or the diagonal length Dg is drilled by the drilling machine DH, and the steel pile 1 is forcibly press-fitted into the pilot hole 2 by the vibro hammer 22.
[Selection] Figure 1

Description

本発明は、削孔機によって岩盤支持層を削孔し、その孔に鋼杭を建て込んで根固めする鋼杭の根固め工法に関するものである。   TECHNICAL FIELD The present invention relates to a steel pile rooting method in which a rock support layer is drilled by a drilling machine, and a steel pile is built into the hole and solidified.

従来のプレボーリング根固め工法である鋼杭の根固め工法を図１３により説明すると、先ず、同図の(a) 〜(c) に示すように、地盤Ｇを、ダウンザホールハンマーＤＨにより、粘土、砂礫等よりなる土砂層Ｇｓから極めて良質の支持地盤である岩盤支持層Ｇｒにわたって所定深度まで削孔する。削孔中及び削孔後にダウンザホールハンマーＤＨを引き上げる際には、(b) 〜(d) に示すように、掘削屑であるスライムをエアブローによって地上へ排出する。その後、ダウンザホールハンマーＤＨを孔３０から引上げ、そしてその孔３０内に(g) に示すように鋼杭として例えばＨ形鋼２４を建て込み、(h) に示すように孔３０に挿入したモルタル注入管２５でモルタル２６を注入して根固めを行い、(i) に示すように施工を完了する。この場合、岩盤支持層Ｇｒに削孔される孔３０は、鋼杭としてのＨ形鋼２４の対角線長よりも大きい。 The steel pile rooting method, which is a conventional pre-boring rooting method, will be described with reference to FIG. 13. First, as shown in (a) to (c) of FIG. A hole is drilled from the earth and sand layer Gs made of sand and gravel to a predetermined depth over a bedrock supporting layer Gr which is an extremely good supporting ground. When the down-the-hole hammer DH is pulled up during and after drilling, as shown in (b) to (d), the slime that is excavation waste is discharged to the ground by air blow. Thereafter, the down-the-hole hammer DH is pulled up from the hole 30, and, for example, an H-shaped steel 24 is built in the hole 30 as a steel pile as shown in (g), and the mortar injection inserted into the hole 30 as shown in (h) The mortar 26 is poured into the tube 25 to solidify it, and the construction is completed as shown in (i). In this case, the hole 30 drilled in the bedrock support layer Gr is larger than the diagonal length of the H-section steel 24 as a steel pile.

また、従来のプレボーリング根固め工法としては、図１３の(e) 及び(f) に示すようにダウンザホールハンマーＤＨを孔３０から引き上げた後、発生土砂を埋め戻し、そうしてその孔３０内に鋼杭を、バイブロハンマーで打撃しながら打ち込んで根固めを行なう方法がある。その他、プレボーリング鋼杭建て込み工法に伴う根固め工法として、セメントミルクを注入したり、あるいは砕石やコンクリートを充填するなどの方法があるが、従来の工法は全て、鋼杭の対角線長より大きい内径の孔を岩盤支持層に掘削しておいて、その孔に鋼杭を建て込み、そして孔と鋼杭との間にモルタル、セメントミルク、砕石、コンクリート等の根固め材を充填し、又は圧密するという工法である。 Further, as a conventional pre-boring consolidation method, as shown in FIGS. 13 (e) and 13 (f), the down-the-hole hammer DH is pulled up from the hole 30, and then the generated sediment is backfilled. There is also a method of solidifying the steel pile by hitting it with a vibro hammer. As other root compaction method with the pre-boring steel pile like an anchor method, there are methods such as filling or injecting cement milk, or crushed stone and concrete, all the conventional method diagonal line length of steel piles A hole with a larger inner diameter is drilled in the bedrock support layer, a steel pile is built into the hole, and a mortar, cement milk, crushed stone, concrete, or other solidifying material is filled between the hole and the steel pile. Or a consolidation method.

従来の根固め工法では、地下水や表面流水があったり、沿岸部などで海水が流れている所では、モルタルやセメントミルクが流出し、充分な根固めができないケースがある。   In the conventional root consolidation method, there are cases where mortar and cement milk flow out where there is groundwater or surface running water, or where seawater is flowing along the coast, etc., and sufficient root consolidation is not possible.

また、仮橋（仮設桟橋）構台用の鋼杭のように、鋼杭打ち込み後に杭打機（クローラクレーン）等を乗載して施工を行なう場合、モルタルが硬化するのに或る一定の時間を要するため、施工時間が延びる。即ち、モルタルが硬化するまでは仮橋の構台に杭打機を乗載させることができず、従って後の作業が遅れることになる。   In addition, when steel piles (crawler cranes) are mounted after construction, such as steel piles for temporary bridges (temporary piers), a certain time is required for the mortar to harden. Therefore, construction time is extended. That is, the pile driver cannot be mounted on the gantry of the temporary bridge until the mortar is hardened, and the subsequent work is delayed.

また、ダウンザホールハンマー等で削孔した孔が崩壊した時はモルタル等の充填が不可能となるので、ケーシングを併用する必要があり、そのために工費及び工期が更にアップする。更にまた、地下水、特に水中での施工の際、モルタル注入中にモルタルが分離し、根固めの性能が低下する場合がある。   In addition, when a hole drilled with a down-the-hole hammer or the like is collapsed, mortar cannot be filled, so it is necessary to use a casing together, which further increases the construction cost and construction period. Furthermore, in the case of construction in groundwater, particularly underwater, the mortar may be separated during mortar injection, and the performance of solidifying may be reduced.

そして、杭の支持層として極めて優良な地層は岩盤である。しかしながら、現在の土木仕様書では、岩に対する杭の支持層としての扱い、分類がなく、全てＮ値換算した砂礫層としての扱いとなっている。従って、硬質の岩盤支持層へ杭を打ち込んでも、その根固め処理方法のみで支持力及び引抜力が計算されてしまうので、岩盤支持層の中へ５〜１０ｍ以上根入れしないと、支持がとれなくなる計算となる。つまり、杭周面が砂となり、充分な摩擦がとれないために必要以上に長い根入れが要求されることになる。   And a very good stratum as a support layer for piles is bedrock. However, in the current civil engineering specification, there is no classification and classification as a support layer of piles against rocks, and all are treated as gravel layers converted to N values. Therefore, even if the pile is driven into the hard rock support layer, the support force and the pulling force are calculated only by the rooting treatment method. It becomes calculation that disappears. In other words, the pile peripheral surface becomes sand and sufficient friction cannot be taken, so that it is required to have a deeper root than necessary.

本発明は、上記のような従来の根固め工法における諸問題点を解決し得るもので、モルタル、セメントミルク、コンクリート、その他の根固め材を使用することなく、鋼杭を岩盤支持層に対して充分かつ有効に根固めできる鋼杭の根固め工法を提供することを目的とする。   The present invention can solve the problems in the conventional consolidation method as described above, and without using mortar, cement milk, concrete, or other consolidation materials, the steel pile can be applied to the bedrock support layer. The purpose is to provide a steel pile rooting method that can be sufficiently and effectively rooted.

上記課題を解決するための手段を、後述する実施形態の参照符号を付して説明すると、請求項１に係る発明の鋼杭の根固め工法は、岩盤支持層Ｇｒを削孔し、その孔に鋼杭１を建て込んで根固めする鋼杭の根固め工法において、前記鋼杭１として、ウェブｂと両端部のフランジａ，ａとからなるＨ形鋼１（１１〜６１）からなり、且つ各フランジａの先端部を先細りテーパ状に切除して、その切除部３にＨ形鋼より硬質のカッティングプレート４を取り付けたＨ形鋼１を使用し、しかして岩盤支持層Ｇｒには、根固めする前記Ｈ形鋼１の対角線長Ｄｇよりも小さい内径Ｄｉの下孔２を削孔機ＤＨによって削孔し、その下孔２に、前記Ｈ形鋼１を高出力超高周波型バイブロハンマー２２によって強制圧入するようにしたことを特徴とする。 Means for solving the above problems will be described with reference numerals in the embodiments described later. The steel pile rooting method according to the first aspect of the present invention comprises drilling the rock support layer Gr, In the steel pile rooting method of building and solidifying the steel pile 1, the steel pile 1 is made of H-shaped steel 1 (11-61) comprising a web b and flanges a and a at both ends, In addition, the tip of each flange a is cut off in a tapered shape and the H-section steel 1 in which the cutting plate 4 harder than the H-section steel is attached to the cut-out section 3 is used for the bedrock support layer Gr. A pilot hole 2 having an inner diameter Di smaller than the diagonal length Dg of the H-shaped steel 1 to be solidified is drilled by a drilling machine DH, and the H-shaped steel 1 is inserted into the lower hole 2 with a high-power, high-frequency vibro hammer. 22 is forcibly press-fitted.

請求項２は、請求項１に記載の鋼杭の根固め工法において、図２に示すように、前記Ｈ形鋼２１（１）の各フランジａ先端部の外側面中央部に支持力増大プレート６を取り付けたことを特徴とする。 Claim 2 is the root compaction method of the steel pile according to claim 1, as shown in FIG. 2, the supporting force increases plate to the outer surface center portion of each flange a distal end portion of the H-beams 21 (1) 6 is attached.

請求項３は、請求項１又は２に記載の鋼杭の根固め工法において、図３に示すように、前記Ｈ形鋼３１（１）の各フランジａ先端部側の両側端面に切欠部７を長手方向一定間隔おきに切欠形成したことを特徴とする。 According to a third aspect of the present invention, in the steel pile rooting method according to the first or second aspect, as shown in FIG. 3 , the notches 7 are formed on both side end surfaces of the front ends of the flanges a of the H-shaped steel 31 (1). Are formed at regular intervals in the longitudinal direction.

請求項４は、請求項１又は２に記載の鋼杭の根固め工法において、図４に示すように、前記Ｈ形鋼４１（１）の各フランジａ先端部側の両側端面に支持力増大用凸部８を長手方向一定間隔おきに突設したことを特徴とする。 Claim 4 is a steel pile root-clamping method according to claim 1 or 2, as shown in FIG. 4 , the supporting force is increased on both side end faces of each of the flange a tips of the H-shaped steel 41 (1). The projecting convex portions 8 are projected at regular intervals in the longitudinal direction.

請求項５は、請求項１〜４の何れかに記載の鋼杭の根固め工法において、図５に示すように、前記Ｈ形鋼５１（１）のウェブｂ先端部側の両側端面に支持力増大プレート２３を取り付けたことを特徴とする。 Claim 5 is a steel pile rooting method according to any one of claims 1 to 4 , as shown in FIG. 5 , supported on both side end faces of the H-section steel 51 (1) on the front end side of the web b. A force increasing plate 23 is attached.

請求項６は、請求項１〜５の何れかに記載の鋼杭の根固め工法において、図６に示すように、前記Ｈ形鋼６１（１）の両フランジａの先端部間に補強プレート２５を介装したことを特徴とする。 Claim 6 is the root compaction method of the steel pile according to any one of claims 1 to 5, as shown in FIG. 6, the reinforcing plate between the ends of both flanges a of the H-beams 61 (1) 25 is interposed.

上記解決手段による発明の効果を、後述する実施形態の参照符号を付して説明すると、請求項１に係る発明の鋼杭の根固め工法によれば、岩盤支持層Ｇｒに、根固めする鋼杭１としてＨ形鋼１１〜１６を使用し、該Ｈ形鋼１１〜１６の対角線長Ｄｇより小さい内径Ｄｉの下孔２を削孔機ＤＨによって削孔し、その下孔２にＨ形鋼１１〜１６をバイブロハンマー２２の打撃力によって強制圧入することにより、Ｈ形鋼のフランジａの角部が岩盤支持層Ｇｒの下孔２内壁を削って、その内壁に食い付いて一体化すると共に、Ｈ形鋼１１〜１６が充分な周面摩擦力を確保して、岩盤支持層Ｇｒに対するＨ形鋼１１〜１６の支持を大きくとることができて、Ｈ形鋼１１〜１６を岩盤支持層Ｇｒに対し充分かつ有効に根固めすることができる。また、モルタル、セメントミルク等の根固め材を使用しないから、仮設桟橋工事では、鋼杭１の打設後即時に杭打機等の乗載が可能で、工期の大幅な短縮を図ることができ、また工事完了後の鋼杭１の引抜きが可能となり、環境にも優しく、そして更に地下水、河川等の汚染を防ぐことができる。 The effect of the invention by the above solution will be described with reference numerals of the embodiments described later. According to the steel pile rooting method of the invention according to claim 1, the steel to be solidified in the rock mass support layer Gr. H-shaped steels 11 to 16 are used as the pile 1 , and a pilot hole 2 having an inner diameter Di smaller than the diagonal length Dg of the H-shaped steels 11 to 16 is drilled by a drilling machine DH. By forcibly press-fitting 11 to 16 with the striking force of the vibro hammer 22, the corners of the flange a of the H-shaped steel scrape the inner wall of the lower hole 2 of the rock support layer Gr, and bite into and integrate with the inner wall. , and H-section steel 11 to 16 to ensure a sufficient circumferential surface frictional force, to be able to increase the support of H-beams 11 to 16 for the rock support layer Gr, rock supporting layer H-beams 11 to 16 It is possible to firmly and effectively solidify against Gr. In addition, since no mortar, cement milk, or other rooting material is used, it is possible to mount a pile driver etc. immediately after placing the steel pile 1 in the temporary pier construction, which can greatly shorten the construction period. In addition, the steel pile 1 can be pulled out after the construction is completed, and it is environmentally friendly. Further, contamination of groundwater, rivers and the like can be prevented.

この際、本発明によれば、図１に示すように、前記Ｈ形鋼１１〜１６の各フランジａの先端部を先細りテーパ状に切除して、その切除部３にＨ形鋼より硬質のカッティングプレート４を取り付け、該Ｈ形鋼１１〜１６の先端部の先細りテーパ状で硬質のカッティングプレート４で、岩盤支持層Ｇｒの下孔２を、切削しながら食い込んでいくから、下孔２に対する圧入作業が容易となる。
しかも、前記Ｈ形鋼１１〜１６を、普通型バイブロハンマー（ＳＲ・４５で起振力４７ｔ）ではなく、高出力超高周波型バイフロハンマー（ICE・28RF)で、起振力が１１３〜１６０ｔと普通型バイブロハンマーの約３〜４倍のバイフロハンマーによって岩盤の下孔に対して強烈に切削圧入を行うことができ、岩盤支持層Ｇｒに対する前記Ｈ形鋼１１〜１６の支持力を大幅に増大させることができ、極めて優良な根固めを作ることができる。 In this case, according to the present invention, as shown in FIG. 1, by cutting the tip portion of each flange a prior SL H-beams 11 to 16 in a tapered tapered rigid than H-beam to the cut portion 3 The cutting plate 4 is attached, and the lower hole 2 of the rock support layer Gr is bitten while cutting with the tapered tapered hard cutting plate 4 at the tip of the H-shaped steels 11 to 16. The press-fitting work with respect to is easy.
In addition, the H-shaped steels 11 to 16 are not a normal type vibro hammer (SR · 45, vibration force 47 t), but a high output super-high frequency type bi-floor hammer (ICE · 28RF), and the vibration force is 113 to 160 t. And by vibro hammer about 3 to 4 times that of the normal vibro hammer, it is possible to perform strong cutting press-fitting into the drill hole of the rock mass, greatly increasing the support force of the H-shaped steels 11 to 16 against the rock mass support layer Gr It can be increased to a very good root.

請求項２に係る発明によれば、図２に示すように、前記Ｈ形鋼２１（１）の各フランジａの先端部を先細りテーパ状に切除して、その切除部３に該Ｈ形鋼２１（１）より硬質のカッティングプレート４を取り付け、各フランジａ先端部の外側面中央部に支持力増大プレート６を取り付けてなるため、Ｈ形鋼の先端部が岩盤支持層Ｇｒの下孔２をカッティングプレート４で切削しながら食い込んでいくから、下孔２に対する圧入作業が容易となり、そしてこのＨ形鋼２１（１）は、各フランジａの先端部外側面中央部に取り付けた支持力増大プレート６が岩盤支持層Ｇｒの下孔２内壁に食い込んで一体化するから、岩盤支持層Ｇｒに対する支持をより大きくとることができる。 According to the invention according to claim 2, as shown in FIG. 2, the tip of each flange a of the H-shaped steel 21 (1) is cut out in a tapered shape, and the H-shaped steel is cut into the cut-out portion 3. Since the cutting plate 4 that is harder than 21 (1) is attached and the supporting force increasing plate 6 is attached to the center of the outer surface of each flange a tip, the tip of the H-shaped steel is the bottom hole 2 of the rock support layer Gr. Is cut while cutting with the cutting plate 4, so that the press-fitting work into the pilot hole 2 becomes easy, and the H-shaped steel 21 (1) has an increased support force attached to the center of the outer surface of the front end of each flange a. Since the plate 6 bites into the inner wall of the lower hole 2 of the bedrock support layer Gr and integrates, the support for the bedrock support layer Gr can be further increased.

請求項３に係る発明によれば、図３に示すように、前記Ｈ形鋼３１（１）の各フランジａ先端部側の両側端面に切欠部７を長手方向一定間隔おきに形成してなるため、この切欠部７は、Ｈ形鋼３１（１）を岩盤支持層Ｇｒの下孔２に強制圧入する時に、下孔２の内壁に対する各フランジａ先端部両側端面の摺動摩擦抵抗を軽減して、下孔２に対する該Ｈ形鋼３１（１）の圧入作業を容易にすることができる。 According to the invention of claim 3, as shown in FIG. 3 , the notches 7 are formed at regular intervals in the longitudinal direction on both side end surfaces of the front ends of the flanges a of the H-shaped steel 31 (1). Therefore, the notch 7 reduces the sliding frictional resistance of both end surfaces of the front end of each flange a with respect to the inner wall of the lower hole 2 when the H-shaped steel 31 (1) is forcibly press-fitted into the lower hole 2 of the rock support layer Gr. Thus, the press-fitting work of the H-shaped steel 31 (1) into the prepared hole 2 can be facilitated.

請求項４に係る発明によれば、図４に示すように、前記Ｈ形鋼４１（１）の各フランジａ先端部側の両側端面に支持力増大用凸部８を長手方向一定間隔おきに突設してなるため、このＨ形鋼４１（１）は、各フランジａの先端部側の両側端面に突設した支持力増大用凸部８が下孔２内壁に食い込んで一体化するから、岩盤支持層Ｇｒに対する支持をより大きくとることができる。 According to the fourth aspect of the present invention, as shown in FIG. 4 , the supporting force increasing convex portions 8 are provided at regular intervals in the longitudinal direction on both side end surfaces of the front end portion of each flange a of the H-shaped steel 41 (1). Since the H-shaped steel 41 (1) is formed by projecting, the supporting force increasing convex portions 8 projecting from both end surfaces on the front end side of each flange a bite into the inner wall of the lower hole 2 and are integrated. The support for the bedrock support layer Gr can be made larger.

請求項５に係る発明によれば、図５に示すように、前記Ｈ形鋼５１（１）のウェブｂ先端部側の両側端面に支持力増大プレート２３を取り付けてなるため、岩盤支持層Ｇｒに対する支持をより一層大きくとることができる。 According to the fifth aspect of the present invention, as shown in FIG. 5 , since the supporting force increasing plates 23 are attached to both side end surfaces of the H-shaped steel 51 (1) on the front end side of the web b, The support for can be further increased.

請求項６に係る発明によれば、図６に示すように、前記Ｈ形鋼６１（１）の両フランジａの先端部間に補強プレート２５を介装してなるめため、補強プレート２５により当該Ｈ形鋼６１（１）の両フランジａ，ａ先端部間が閉塞された状態となるから、下孔２に掘削土砂などが溜まっている時にフランジａ，ａ先端部間の閉塞による土砂等の抵抗により当該Ｈ形鋼７１（１）の支持力を増大することができる。 According to the invention according to claim 6, as shown in FIG. 6 , the reinforcing plate 25 is interposed between the front ends of both flanges a of the H-shaped steel 61 (1). Since the ends of both flanges a and a of the H-shaped steel 61 (1) are closed, the sand and the like due to blockage between the tips of the flanges a and a when the excavated sediment is accumulated in the lower hole 2 The supporting force of the H-section steel 71 (1) can be increased by the resistance of.

本発明工法に使用するＨ形鋼からなる鋼杭の一例を示すもので、(a) は正面図、(b) は底面図、(c) は側面図である。An example of the steel pile which consists of H-section steel used for this invention construction method is shown, (a) is a front view, (b) is a bottom view, (c) is a side view. 本発明工法に使用するＨ形鋼からなる鋼杭の他の例を示すもので、(a) は正面図、(b) は底面図、(c) は側面図である。The other example of the steel pile which consists of H-section steel used for this invention construction method is shown, (a) is a front view, (b) is a bottom view, (c) is a side view. 本発明工法に使用するＨ形鋼からなる鋼杭の更に他の例を示すもので、(a) は正面図、(b) は底面図、(c) は側面図である。The other example of the steel pile which consists of H-section steel used for this invention construction method is shown, (a) is a front view, (b) is a bottom view, (c) is a side view. 本発明工法に使用するＨ形鋼からなる鋼杭の更に他の例を示すもので、(a) は正面図、(b) は底面図、(c) は側面図である。The other example of the steel pile which consists of H-section steel used for this invention construction method is shown, (a) is a front view, (b) is a bottom view, (c) is a side view. 本発明工法に使用するＨ形鋼からなる鋼杭の更に他の例を示すもので、(a) は正面図、(b) は底面図、(c) は側面図である。The other example of the steel pile which consists of H-section steel used for this invention construction method is shown, (a) is a front view, (b) is a bottom view, (c) is a side view. 本発明工法に使用するＨ形鋼からなる鋼杭の更に他の例を示すもので、(a) は正面図、(b) は底面図、(c) は側面図である。The other example of the steel pile which consists of H-section steel used for this invention construction method is shown, (a) is a front view, (b) is a bottom view, (c) is a side view. (a) は本発明工法の一実施形態を示す説明図、(b) は(a) に続く説明図である。(a) is explanatory drawing which shows one Embodiment of this invention construction method, (b) is explanatory drawing following (a). (a) は図７の(b) に続く本発明工法の説明図、(b) は(a) に続く説明図である。(a) is explanatory drawing of this invention construction method following (b) of FIG. 7, (b) is explanatory drawing following (a). (a) は図８の(b) に続く本発明工法の説明図、(b) は(a) に続く説明図である。(a) is explanatory drawing of this invention construction method following (b) of FIG. 8, (b) is explanatory drawing following (a). (a) は図９の(b) に続く本発明工法の説明図、(b) は(a) に続く説明図である。(a) is explanatory drawing of this invention construction method following (b) of FIG. 9, (b) is explanatory drawing following (a). (a) は図１０の(b) に続く本発明工法の説明図、(b) は(a) に続く説明図である。(a) is explanatory drawing of this invention construction method following (b) of FIG. 10, (b) is explanatory drawing following (a). (a) 及び(b) は本発明工法の他の実施形態を示す説明断面図である。(a) And (b) is explanatory sectional drawing which shows other embodiment of this invention construction method. (a) 〜(i) は従来工法を説明する説明図である。(a)-(i) is explanatory drawing explaining a conventional construction method.

以下に本発明工法の好適な実施形態を図面に基づいて説明すると、図１〜図６は本発明に係る鋼杭根固め工法に使用するＨ形鋼からなる鋼杭の種々の例を示し、そして図７〜図１１は本発明工法を仮橋構台用の鋼杭の根固めに実施した実施形態を示したものである。   DESCRIPTION OF EXEMPLARY EMBODIMENTS Hereinafter, a preferred embodiment of the construction method of the present invention will be described with reference to the drawings. FIGS. 1 to 6 show various examples of steel piles made of H-section steel used in the steel pile rooting construction method according to the present invention. 7 to 11 show an embodiment in which the present invention construction method is carried out to solidify a steel pile for a temporary bridge gantry.

先ず、図１に示す鋼杭１として使用するＨ形鋼１１は、両フランジａ，ａとウェブｂとからなるもので、地盤をプレボーリングするにあたって、地盤Ｇの岩盤支持層Ｇｒ（図７〜図１１参照）には、図１の(b) に示すように両フランジａ，ａの対角線長Ｄｇよりも小さい内径Ｄｉの下孔２をダウンザホールハンマー等の削孔機によって削孔する。そして、このＨ形鋼１１は、図１の(c) から分かるように、各フランジａの先端部を先細りテーパ状に切除し、その切除部３，３にＨ形鋼１１よりも硬質のカッティングプレート４，４を取り付けてなるもので、削孔した岩盤支持層Ｇｒの下孔２に、バイブロハンマー２２（図１０参照）の打撃力によって強制圧入することで根固めを行なう。フランジａの先端部を先細りテーパ状に形成したのは、Ｈ形鋼１１の先端部が下孔２に嵌まり込み易くするためである。   First, the H-section steel 11 used as the steel pile 1 shown in FIG. 1 is composed of both flanges a and a and a web b. When the ground is pre-bored, the rock support layer Gr of the ground G (FIG. 7 to FIG. 7). In FIG. 11 (b), as shown in FIG. 1 (b), the pilot hole 2 having an inner diameter Di smaller than the diagonal length Dg of both flanges a and a is drilled by a drilling machine such as a down-the-hole hammer. As can be seen from FIG. 1 (c), the H-section steel 11 has a tapered end cut off at each flange a, and the cut sections 3 and 3 are harder than the H-section steel 11. Plates 4 and 4 are attached, and rooting is performed by forcibly press-fitting into the prepared hole 2 of the drilled rock support layer Gr by the striking force of the vibro hammer 22 (see FIG. 10). The reason why the tip of the flange a is tapered and tapered is to make it easy to fit the tip of the H-shaped steel 11 into the lower hole 2.

この場合、鋼杭１としてのＨ形鋼１１は、図１の(b) に示すように、両フランジａ，ａの対角線長Ｄｇがプレボーリングされる下孔２の内径Ｄｉより大きいため、このＨ形鋼１１を下孔２にバイブロハンマー２２（図１１参照）の打撃力で強制圧入することにより、Ｈ形鋼１１のフランジａ角部が岩盤支持層Ｇｒの下孔２内壁を削ってその内壁に食い込んで、岩盤本来の持つ反力を確保すると共に、Ｈ形鋼１１が充分な周面摩擦力を確保して、岩盤支持層Ｇｒに対する支持を大きくとることができ、極めて優良な根固めを作ることができる。またこの場合、各フランジａの先端部を先細りテーパ状に切除して、その切除部３，３にカッティングプレート４，４を取り付けることにより、Ｈ形鋼１１の先端部が岩盤支持層Ｇｒの下孔２をカッティングプレート４で切削しながら食い込んでいくから、下孔２に対する圧入作業が容易となる。なお、Ｈ形鋼１１の材質をＳＳ４００とすれば、カッティングプレート４には、Ｓ３５Ｃ、Ｓ４５Ｃ、Ｓ５０Ｃ、Ｓ５５Ｃ、ＳＣＭ等を使用する。   In this case, the H-section steel 11 as the steel pile 1 is larger than the inner diameter Di of the pilot hole 2 where the diagonal length Dg of both flanges a and a is pre-bored as shown in FIG. By forcibly press-fitting the H-shaped steel 11 into the lower hole 2 with the striking force of the vibro hammer 22 (see FIG. 11), the corners of the flange a of the H-shaped steel 11 cut the inner wall of the lower hole 2 of the rock support layer Gr. It bites into the inner wall to ensure the reaction force inherent to the rock mass, and the H-section steel 11 secures sufficient peripheral frictional force so that the support for the rock mass support layer Gr can be greatly increased. Can be made. In this case, the tip of each flange a is cut out in a tapered shape, and the cutting plates 4 and 4 are attached to the cut-out portions 3 and 3, so that the tip of the H-shaped steel 11 is under the rock support layer Gr. Since the hole 2 is bitten while being cut by the cutting plate 4, the press-fitting work into the lower hole 2 becomes easy. If the material of the H-section steel 11 is SS400, S35C, S45C, S50C, S55C, SCM or the like is used for the cutting plate 4.

図２に示す鋼杭１としてのＨ形鋼２１は、図１のＨ形鋼１１と同様、各フランジａの先端部を先細りテーパ状に切除して、その切除部３，３にＨ形鋼よりも硬質のカッティングプレート４，４を取り付け、更に各フランジａの先端部の外側面中央部に一つ又は複数の支持力増大プレート６を溶接により取り付けたものであり、図１のＨ形鋼１１と同様に、両フランジａ，ａの対角線長Ｄｇよりも小さい内径Ｄｉの下孔２に対し、バイブロハンマーで強制圧入することによって根固めを行なう。   The H-section steel 21 as the steel pile 1 shown in FIG. 2 is cut out at the tip of each flange a in a tapered shape like the H-section steel 11 in FIG. A harder cutting plates 4 and 4 are attached, and one or more support force increasing plates 6 are attached to the center of the outer surface of the front end of each flange a by welding. In the same manner as in FIG. 11, rooting is performed by forcibly press-fitting with a vibro hammer into the prepared hole 2 of the inner diameter Di smaller than the diagonal length Dg of both flanges a and a.

この場合も、Ｈ形鋼２１は、図２の(b) に示すように両フランジａ，ａの対角線長Ｄｇが下孔２の内径よりも大きいため、下孔２に切削圧入することにより、岩盤支持層Ｇｒに対する支持を大きくとれて、極めて優良な根固めを作ることができ、また各フランジａの先端部を先細りテーパ状に切除して、その切除部３，３にカッティングプレート４，４を取り付けていることにより、Ｈ形鋼２１先端部が岩盤支持層Ｇｒの下孔２をカッティングプレート４で切削しながら食い込んでいくから、下孔２に対する圧入作業が容易となる。そして特に、このＨ形鋼２１は、各フランジａの先端部外側面中央部に取り付けた支持力増大プレート６が岩盤支持層Ｇｒの下孔２内壁に食い込んで一体化するから、岩盤支持層Ｇｒに対する支持を一層大きくとることができる。   Also in this case, the H-shaped steel 21 has a diagonal length Dg of both flanges a and a larger than the inner diameter of the lower hole 2 as shown in FIG. The support for the bedrock support layer Gr can be greatly increased, and an extremely good root can be formed. The tip of each flange a is cut off in a tapered shape, and the cutting plates 4 and 4 are cut into the cutouts 3 and 3. Since the tip of the H-shaped steel 21 bites in the rock support layer Gr while cutting the lower hole 2 with the cutting plate 4, the press-fitting work into the lower hole 2 becomes easy. In particular, the H-shaped steel 21 is integrated with the rock support layer Gr because the support force increasing plate 6 attached to the center of the outer surface of the front end of each flange a bites into the inner wall of the lower hole 2 of the rock support layer Gr. Can be supported more greatly.

図３に示す鋼杭１としてのＨ形鋼３１は、図１のＨ形鋼１１及び図２のＨ形鋼２１と同様に、各フランジａの先端部を先細りテーパ状に切除して、その切除部３，３にＨ形鋼よりも硬質のカッティングプレート４，４を取り付けているが、特にこのＨ形鋼３１では、各フランジａの先端部両側端面に切欠部７を長手方向一定間隔おきに切欠形成している点が特徴である。この切欠部７は、Ｈ形鋼３１を岩盤支持層Ｇｒの下孔２に強制圧入する時に、下孔２の内壁に対する各フランジａ先端部両側端面の摺動摩擦抵抗を軽減して、下孔２に対するＨ形鋼３１の圧入作業を容易にすることができる。なお、このＨ形鋼３１に設けてあるような切欠部７は、図２に示すＨ形鋼２１のフランジａにも設けることができる。   The H-section steel 31 as the steel pile 1 shown in FIG. 3 is cut out at the tip of each flange a in a tapered shape, like the H-section steel 11 in FIG. 1 and the H-section steel 21 in FIG. Cutting plates 4 and 4 that are harder than H-section steel are attached to the cut-out sections 3 and 3. In particular, in this H-section steel 31, notches 7 are provided at regular intervals in the longitudinal direction on both end faces of the front end of each flange a. The feature is that a notch is formed. This notch 7 reduces the sliding frictional resistance of both end surfaces of the front end of each flange a against the inner wall of the lower hole 2 when the H-shaped steel 31 is forcibly press-fitted into the lower hole 2 of the rock support layer Gr. It is possible to facilitate the press-fitting work of the H-shaped steel 31 with respect to. In addition, the notch part 7 as provided in this H-section steel 31 can also be provided also in the flange a of the H-section steel 21 shown in FIG.

図４に示す鋼杭１としてのＨ形鋼４１は、各フランジａの先端部側両側端面に支持力増大用凸部８を長手方向一定間隔おきに突設した点が特徴である。従って、このＨ形鋼４１は、各フランジａの先端部側両側端面に突設した支持力増大用凸部８が下孔２内壁に食い込んで一体化するから、岩盤支持層Ｇｒに対する支持を一層大きくとることができる。   The H-section steel 41 as the steel pile 1 shown in FIG. 4 is characterized in that support force increasing convex portions 8 are projected at regular intervals in the longitudinal direction on both end surfaces on the front end side of each flange a. Therefore, the H-shaped steel 41 is provided with support for the rock mass support layer Gr because the supporting force increasing convex portions 8 projecting from both end surfaces on the front end side of each flange a bite into the inner wall of the lower hole 2 and are integrated. It can be taken big.

図５に示す鋼杭１としてのＨ形鋼５１は、図１のＨ形鋼１１や図２のＨ形鋼２１と同様に、各フランジａの先端部を先細りテーパ状に切除して、その切除部３，３にカッティングプレート４，４を取り付けているが、特にこのＨ形鋼５１では、ウェブｂの先端部側の両側端面に支持力増大プレート２３を一つ又は複数取り付けた点を特徴としている。この支持力増大プレート２３の外側端面先端部は、下孔２に嵌まり込み易くするために斜めにカットしてあり、その斜めカット部を２３ａで示す。また、各フランジａの先端部側の外側面中央部には、図２に示すＨ形鋼２１の支持力増大プレート６と同様な支持力増大プレート２４を取り付けている。この支持力増大プレート２４の外側端面先端部も斜めカット部を２４ａを形成している。従って、このＨ形鋼５１は、フランジａに支持力増大プレート２４を取り付けたうえに、ウェブｂにも支持力増大プレート２３を取り付けているから、岩盤支持層Ｇｒに対する支持をより一層大きくとることができる。   The H-section steel 51 as the steel pile 1 shown in FIG. 5 is formed by cutting off the tip of each flange a in a tapered shape, like the H-section steel 11 in FIG. 1 and the H-section steel 21 in FIG. The cutting plates 4 and 4 are attached to the cut portions 3 and 3, and this H-shaped steel 51 is particularly characterized in that one or a plurality of supporting force increasing plates 23 are attached to both end surfaces on the tip end side of the web b. It is said. The front end portion of the outer end surface of the supporting force increasing plate 23 is cut obliquely so as to be easily fitted into the lower hole 2, and the oblique cut portion is indicated by 23a. Further, a support force increasing plate 24 similar to the support force increasing plate 6 of the H-section steel 21 shown in FIG. 2 is attached to the center portion of the outer surface on the tip end side of each flange a. The front end portion of the outer end surface of the supporting force increasing plate 24 also forms an oblique cut portion 24a. Accordingly, the H-shaped steel 51 has the support force increasing plate 24 attached to the flange a and the support force increasing plate 23 attached to the web b, so that the support for the rock support layer Gr can be further increased. Can do.

図６に示す鋼杭１としてのＨ形鋼６１は、各フランジａの先端部を先細りテーパ状に切除して、その切除部３，３にカッティングプレート４，４を取り付けているが、特にこのＨ形鋼６１では、両フランジａ，ａ の先端部間に一つ又は複数の補強プレート２５を介装した点を特徴としている。また、各フランジａの先端部側の外側面中央部には、図５のＨ形鋼５１と同様、支持力増大プレート２６を取り付け、その外側端面先端部には斜めカット部を２６ａを形成している。このように両フランジａ，ａの先端部間に補強プレート２５を介装したＨ形鋼６１では、補強プレート２５によりＨ形鋼６１の両フランジａ，ａ先端部間が閉塞された状態となるから、下孔２の下部に土砂等が溜まっている時にフランジａ，ａ先端部間の閉塞による土砂等の抵抗により鋼杭１の支持力を増大することができる。   The H-shaped steel 61 as the steel pile 1 shown in FIG. 6 has a tapered end cut off at the front end of each flange a, and cutting plates 4 and 4 are attached to the cut-out portions 3 and 3. The H-shaped steel 61 is characterized in that one or a plurality of reinforcing plates 25 are interposed between the tips of both flanges a and a. Further, like the H-shaped steel 51 in FIG. 5, a supporting force increasing plate 26 is attached to the central portion of the outer surface on the front end side of each flange a, and an oblique cut portion 26a is formed at the front end portion of the outer end surface. ing. Thus, in the H-section steel 61 in which the reinforcing plate 25 is interposed between the front ends of the flanges a and a, the end of the flanges a and a of the H-section steel 61 is closed by the reinforcing plate 25. From this, when soil or the like is accumulated in the lower part of the lower hole 2, the supporting force of the steel pile 1 can be increased by the resistance of the soil or the like due to blockage between the front ends of the flanges a and a.

図７〜図１１は、本発明に係る鋼杭根固め工法の実施形態を示すもので、海岸等の水際にあるの傾斜岩盤支持層Ｇｒに鋼杭１（Ｈ形鋼や鋼管）を打ち込んで仮橋（仮設桟橋）の構台を施工する場合を示しており、この施工について以下に説明すると、図７の(a) は、地盤Ｇの傾斜土砂層Ｇｓから傾斜岩盤支持層Ｇｒにわたり打設されて根固めされた複数本の鋼杭１により仮橋構台１２の一部が架設された状態で、反力架台１６（図８以降参照）の施工を開始した状態を示している。なお、図７、図８、図９及び図１０の(a) に夫々示される鋼杭１は、上述した本発明工法によって既に根固めされたものである。   7 to 11 show an embodiment of a steel pile root consolidation method according to the present invention, in which a steel pile 1 (H-shaped steel or steel pipe) is driven into an inclined bedrock support layer Gr at the waterfront such as a coast. The construction of a temporary bridge (temporary pier) gantry is shown. This construction will be described below. Fig. 7 (a) shows the construction of the ground G from the sloped earth and sand layer Gs to the sloped bedrock support layer Gr. The state where construction of the reaction force frame 16 (see FIG. 8 and subsequent figures) is started in a state where a part of the temporary bridge gantry 12 is erected by a plurality of steel piles 1 that are solidified in this manner. In addition, the steel pile 1 shown by (a) of FIG.7, FIG.8, FIG.9 and FIG. 10, respectively is already solidified by the above-mentioned this invention construction method.

図７の(a) においては、一部架設された仮橋構台１２上に乗載させたクローラクレーン（図示省略）の昇降ワイヤー１７に吊持したバイブロハンマー１３によって、反力架台用の杭１４を複数本、地盤Ｇの土砂層Ｇｓに所要深さ打設し、その後同図の(b) に示すように、反力架台用の架台本体１５を前記クレーンの昇降ワイヤー１８により吊り上げて複数本の杭１４上に横架し、図８の(a) ，(b) に示すような反力架台１６を施工する。   In FIG. 7 (a), a pile 14 for a reaction force frame is provided by a vibro hammer 13 suspended on a lifting wire 17 of a crawler crane (not shown) mounted on a partially built temporary bridge frame 12. Are placed in the earth and sand layer Gs of the ground G to the required depth, and then the base body 15 for the reaction force base is lifted by the lifting wire 18 of the crane, as shown in FIG. The reaction force platform 16 as shown in FIGS. 8 (a) and 8 (b) is constructed on the pile 14 of FIG.

上記のように施工した反力架台１６の架台本体１５上には図８の(a) に示すように、テーブルマシーンである全周回転圧入装置１９を前記クレーンの昇降ワイヤー１７により吊り上げて設置し、しかしてこの全周回転圧入装置１９には、図８の(b) に示すようにダウンザホールハンマーＤＨをセットし、このハンマーＤＨにより、土砂層Ｇｓから岩盤支持層Ｇｒにわたって、仮橋構台用の鋼杭１の外径又は対角線長よりも小さい内径の下孔２（図１０参照）を削孔する。なお、ダウンザホールハンマーＤＨは、掘孔の進行に従ってハンマーロッドを継ぎ足していく必要があり、その継ぎ足し作業は、反力架台１６の上で行なう。   On the gantry body 15 of the reaction force gantry 16 constructed as described above, as shown in FIG. 8 (a), an all-round rotary press-fitting device 19 as a table machine is lifted by the lifting wire 17 of the crane and installed. However, as shown in FIG. 8 (b), the down-the-hole hammer DH is set in the all-round rotary press-fitting device 19, and the hammer DH is used for the temporary bridge gantry from the earth and sand layer Gs to the bedrock support layer Gr. A pilot hole 2 (see FIG. 10) having an inner diameter smaller than the outer diameter or diagonal length of the steel pile 1 is drilled. The down-the-hole hammer DH needs to be added with a hammer rod according to the progress of the digging hole, and the addition work is performed on the reaction force mount 16.

しかして、図９の(a) に示すように所定深度まで掘孔したならば、ダウンザホールハンマーＤＨを引き上げて下孔２から抜き取る。このダウンザホールハンマーＤＨを下孔２から抜き取ると、下孔２に水が入り込んでくるため、下孔２の土砂層Ｇｓ部分が崩壊し、その崩壊した土砂２０が水と共に泥土砂状態となって、図９の(b) に示すように下孔２に充満した状態となる。   If the hole is dug to a predetermined depth as shown in FIG. 9A, the down-the-hole hammer DH is pulled up and removed from the lower hole 2. When this down-the-hole hammer DH is extracted from the lower hole 2, water enters the lower hole 2, so the earth and sand layer Gs portion of the lower hole 2 collapses, and the collapsed earth and sand 20 becomes mud and sand with water. As shown in FIG. 9B, the pilot hole 2 is filled.

それから、反力架台１６上に設置していた全周回転圧入装置１９（テーブルマシーン）を図１０の(a) に示すようにクレーンの昇降ワイヤー１７により吊り上げて撤去した後、同図の(b) に示すように鋼杭１（Ｈ形鋼）をクレーンで吊り込み、そして図１１の(a) に示すようにバイブロハンマー２２により鋼杭１を打撃しながら下孔２に強制圧入する。バイブロハンマー２２としては、高出力超高周波型バイブロハンマー（ICE ・20RF又はICE ・28RF )が好ましい。この高出力超高周波型バイブロハンマーでは、起振力が１１３〜１６０ｔと、普通型バイブロハンマー（ＳＲ・４５で起振力４７ｔ）の約３〜４倍となり、未削孔部の岩盤に対し強烈な切削圧入を行い、岩盤支持層Ｇｒに対する鋼杭１の支持力を増大させることができる。   Then, the entire circumference rotary press-fitting device 19 (table machine) installed on the reaction stand 16 is lifted and removed by the crane lifting wire 17 as shown in FIG. As shown in FIG. 11, the steel pile 1 (H-shaped steel) is suspended by a crane, and is forcedly inserted into the pilot hole 2 while striking the steel pile 1 with a vibro hammer 22 as shown in FIG. The vibro hammer 22 is preferably a high-power, super-high-frequency vibro hammer (ICE 20RF or ICE 28RF). In this high output super high frequency type vibro hammer, the vibration force is 113 to 160t, which is about 3 to 4 times that of the normal vibration vibrator (SR · 45, vibration force 47t), which is strong against the rock in the uncut hole. It is possible to increase the support force of the steel pile 1 with respect to the rock support layer Gr.

図１１の(b) に示すように、鋼杭１を岩盤支持層Ｇｒの所定深度まで打撃圧入し終えたならば、鋼杭１の沈下量を測定し、支持力を算出して記録する。   As shown in FIG. 11 (b), when the steel pile 1 has been hit and pressed to the predetermined depth of the rock support layer Gr, the amount of settlement of the steel pile 1 is measured, and the bearing force is calculated and recorded.

上述した図７〜図１１の実施形態は、仮橋構台の鋼杭１を根固めする施工例であるが、本発明に係る鋼杭の根固め工法は、仮橋構台の鋼杭に限らず、土留め用鋼杭、地滑り抑止杭、その他、根固めを必要とする全ての鋼杭に適用可能である。図１２の(a) は、土留め用鋼杭１として利用する場合を示したもので、この図に示す地盤Ｇは、シルト（泥土）、粘性土、礫土等よりなる土砂層Ｇｓと、その下方の岩盤支持層Ｇｒとからなる。また同図の(b) は地滑り抑止杭として利用する場合を示したもので、この図に示す地盤Ｇは、表土層Ｇａと粘性土層Ｇｂと礫土層Ｇｃと岩盤支持層Ｇｒとからなる。   The embodiment of FIGS. 7 to 11 described above is a construction example for solidifying the steel pile 1 of the temporary bridge gantry. However, the steel pile consolidation method according to the present invention is not limited to the steel pile of the temporary bridge gantry. It can be applied to steel piles for earth retaining, landslide deterrent piles, and all other steel piles that require consolidation. (A) of FIG. 12 shows the case where it is used as a steel pile 1 for earth retaining. The ground G shown in this figure includes a sediment layer Gs made of silt, mud soil, gravel soil, etc. It consists of the lower rock support layer Gr. (B) of the figure shows a case where it is used as a landslide prevention pile. The ground G shown in this figure is composed of a topsoil layer Ga, a cohesive soil layer Gb, a gravel soil layer Gc, and a bedrock support layer Gr.

以上説明した本発明の実施形態の鋼杭の根固め工法は、岩盤支持層Ｇｒに、根固めする鋼杭１（Ｈ形鋼）の対角線長Ｄｇよりも小さい内径Ｄｉの下孔２をダウンザホールハンマーＤＨにより削孔し、この下孔２に、鋼杭１として例えばＨ形鋼１１〜６１をバイブロハンマー、好ましくは高出力超高周波型バイブロハンマー２２にて強制圧入するようにしたもので、鋼杭１であるＨ形鋼１１〜６１のフランジａが岩盤支持層Ｇｒに対し直接圧入されることから、Ｈ形鋼１１〜６１の外周部に充分な摩擦力を確保し得ることが期待される。また、フランジａの先端部は、岩着となり、Ｈ形鋼１１〜６１のフランジａの角部が岩盤支持層Ｇｒの下孔２内壁を削ってその内壁に食い込んで、岩盤本来の持つ反力を確保することができる。   In the steel pile rooting method according to the embodiment of the present invention described above, the pilot hole 2 having an inner diameter Di smaller than the diagonal length Dg of the steel pile 1 (H-shaped steel) to be solidified is formed in the bedrock support layer Gr. A hole is drilled by DH, and for example, H-shaped steels 11 to 61 are forcibly press-fitted into the lower hole 2 with a vibro hammer, preferably a high-power, super-high frequency vibro hammer 22, as a steel pile 1. Since the flange a of the H-section steel 11 to 61 that is 1 is directly press-fitted into the rock support layer Gr, it is expected that a sufficient frictional force can be secured on the outer peripheral portion of the H-section steel 11 to 61. Further, the tip of the flange a becomes rocky, and the corner of the flange a of the H-shaped steels 11 to 61 cuts into the inner wall of the lower hole 2 of the rock support layer Gr and bites into the inner wall. Can be secured.

また、本発明の根固め工法では、モルタル、セメントミルク、コンクリートＫ等の根固め材を使用しないから、実施形態に示すような仮橋構台の工事においては、地盤Ｇの下孔２に鋼杭１を打設した後、即時に杭打機（クローラクレーン）の乗載が可能となるから、工期を大幅に短縮することができる。また、モルタル等を使用する根固め工法の場合は、工事完了後に鋼杭の引抜きが困難となり、従って切断して地中に残置しなければならず、不経済であり、環境への問題も残るが、本発明の根固め工法ではモルタルやセメント等を用いないから、工事完了後に鋼杭の引抜きが可能となり、環境にも優しくなる。   In addition, since the root hardening method of the present invention does not use a root hardening material such as mortar, cement milk, concrete K or the like, in the construction of the temporary bridge gantry as shown in the embodiment, the steel pile is placed in the pilot hole 2 of the ground G. Since the pile driver (crawler crane) can be mounted immediately after placing 1, the construction period can be greatly shortened. In addition, in the case of the consolidation method using mortar, etc., it becomes difficult to pull out the steel pile after the completion of construction, so it must be cut and left in the ground, which is uneconomical and environmental problems remain. However, since the mortar or cement of the present invention does not use mortar, cement or the like, the steel pile can be pulled out after the construction is completed, and it becomes environmentally friendly.

また、岩盤支持層への根入れ長さを計算する時に、前述したように、現在の土木仕様書では、岩盤に対する杭の支持層としての扱い、分類がなく、全てＮ値換算した砂礫層として扱われ、岩盤支持層へ杭を打ち込んでも、その根固め処理方法のみで支持力及び引抜力が計算されてしまうので、岩盤支持層の中へ５〜１０ｍ以上根入れしないと、支持がとれなくなる計算となり、図７〜図１１の実施形態で示した仮橋構台用鋼杭のような根固め工事においては、鋼杭の根入れ長さは例えば７．５ｍと比較的深く設計される。しかるに、仮橋構台用鋼杭では岩としての考え方が未解であり、砂質、粘性土としての計算となるため、根固め、根入れ共に支持力が不足することになるが、本発明に係る鋼杭の根固め工法によれば、前述したように鋼杭周面側に充分な周面摩擦力を確保できることから、岩としての考え方をすれば上記例示した７．５ｍの有効根入れ長さを確保でき、尚且つ先端部を打撃圧入しているために計算以上の支持が発現するものと考えられる。   In addition, when calculating the penetration depth to the bedrock support layer, as described above, the current civil engineering specification treats it as a pile support layer for the bedrock, and does not classify it as a gravel layer converted to N value. Even if the pile is driven into the rock support layer, the support force and the pulling force are calculated only by the rooting treatment method. In the rooting work such as the steel pile for temporary bridge gantry shown in the embodiment of FIGS. 7 to 11, the penetration length of the steel pile is designed to be relatively deep, for example, 7.5 m. However, the steel pile for the temporary bridge gantry is not yet understood as a rock, and it is calculated as sandy and cohesive soil. According to the steel pile consolidation method, as described above, a sufficient peripheral frictional force can be secured on the steel pile peripheral surface side. Therefore, if it is considered as a rock, the effective penetration length of 7.5 m exemplified above Therefore, it is considered that the support beyond the calculation is expressed because the tip is hit and pressed.

また図７〜図１１の実施形態で示した仮橋構台用鋼杭の根固め工事では、図９の(a) に示すようにダウンザホールハンマーＤＨで所定深度掘孔した後、このダウンザホールハンマーＤＨを下孔２から抜き取ると、下孔２は水が入り込んで崩壊状態となり、空洞部は全て無い状況となるが、その後図１０〜図１１に示すように鋼杭１がバイブロハンマー２２によって強制圧入されることから、下孔２内部の土砂２０が密に圧縮されて、摩擦力を増大させ、Ｈ形鋼の場合ではフランジ部のみではなくＨ形鋼周面全体が圧密され、極めて安定した根固め状態となる。なお、下孔２が崩壊しない状況にある場合は、削孔時の発生土砂を事前に埋め戻すことによって、上記の下孔崩壊時と同様な作用効果を発揮させることができる。   In addition, in the rooting work of the steel pile for the temporary bridge gantry shown in the embodiment of FIGS. 7 to 11, the down-the-hole hammer DH is drilled to a predetermined depth with the down-the-hole hammer DH as shown in FIG. 9 (a). When it is extracted from the lower hole 2, the water enters the collapsed state with the water entering the lower hole 2, and there are no cavities. Thereafter, the steel pile 1 is forcibly pressed by the vibro hammer 22 as shown in FIGS. 10 to 11. Therefore, the earth and sand 20 inside the pilot hole 2 is densely compressed to increase the frictional force, and in the case of H-section steel, not only the flange part but the entire H-section steel peripheral surface is consolidated, and extremely stable root consolidation. It becomes a state. In addition, when it exists in the condition where the lower hole 2 does not collapse, the effect similar to the time of said lower hole collapse can be exhibited by refilling the generated earth and sand at the time of drilling beforehand.

また、本発明の根固め工法は、モルタル、セメントミルク、コンクリート等の根固め材を使用しないため、地下水や河川の汚染を防止し、仮橋構台等の解体時の鋼杭の引抜きも容易に行なうことができる。   In addition, since the rooting method of the present invention does not use rooting materials such as mortar, cement milk, concrete, etc., it prevents contamination of groundwater and rivers, and it is easy to pull out steel piles when dismantling temporary bridge piers, etc. Can be done.

１ 鋼杭
２ 下孔
３ 切除部
４ カッティングプレート
５ 補強プレート
６ 支持力増大プレート
７ 切欠部
８ 支持力増大用凸部
１１ Ｈ形鋼
２１ Ｈ形鋼
２２ 高出力高周波型バイブロハンマー
２３ 支持力増大プレート
２４ 支持力増大プレート
２５ 補強プレート
３１ Ｈ形鋼
４１ Ｈ形鋼
５１ Ｈ形鋼
６１ Ｈ形鋼 DESCRIPTION OF SYMBOLS 1 Steel pile 2 Pilot hole 3 Cutting part 4 Cutting plate 5 Reinforcement plate 6 Supporting force increase plate 7 Notch part 8 Supporting force increasing convex part 11 H-section steel 21 H-section steel 22 High-power high-frequency vibro hammer 23 Supporting capacity increase plate 24 Supporting force increasing plate 25 Reinforcing plate 31 H-section steel 41 H-section steel 51 H-section steel 61 H-section steel

Claims (6)

岩盤支持層を削孔し、その孔に鋼杭を建て込んで根固めする鋼杭の根固め工法において、前記鋼杭として、ウェブとその両端部のフランジからなるＨ形鋼からなり、且つ各フランジの先端部を先細りテーパ状に切除して、その切除部にＨ形鋼より硬質のカッティングプレートを取り付けたＨ形鋼を使用し、しかして岩盤支持層には、根固めする前記Ｈ形鋼の対角線長よりも小さい内径の下孔を削孔機によって削孔し、その下孔に、前記Ｈ形鋼を高出力超高周波型バイブロハンマーによって強制圧入するようにしたことを特徴とする鋼杭の根固め工法。 In the steel pile rooting method of drilling the bedrock support layer and building and solidifying the steel pile in the hole, the steel pile is made of H-shaped steel consisting of a web and flanges at both ends thereof, and The tip of the flange is cut into a tapered shape, and the H-section steel with a cutting plate harder than the H-section steel is used for the cut-out section. A steel pile characterized in that a pilot hole having an inner diameter smaller than the diagonal length of the steel is drilled by a drilling machine, and the H-shaped steel is forcibly press-fitted into the pilot hole by a high-power, super-high-frequency vibro hammer . Rooting method. 前記Ｈ形鋼の各フランジの先端部の外側面中央部に支持力増大プレートを取り付けたことを特徴とする請求項１に記載の鋼杭の根固め工法。   The steel pile rooting method according to claim 1, wherein a supporting force increasing plate is attached to a central portion of an outer surface of a front end portion of each flange of the H-shaped steel. 前記Ｈ形鋼の各フランジ先端部側の両側端面に切欠部を長手方向一定間隔おきに切欠形成したことを特徴とする請求項１又は２に記載の鋼杭の根固め工法。   3. The steel pile rooting method according to claim 1 or 2, wherein notches are formed on both side end surfaces of each of the flanges of the H-shaped steel at regular intervals in the longitudinal direction. 前記Ｈ形鋼の各フランジ先端部側の両側端面に支持力増大用凸部を長手方向一定間隔おきに突設したことを特徴とする請求項１又は２に記載の鋼杭の根固め工法。   3. A steel pile rooting method according to claim 1 or 2, wherein convexities for increasing the supporting force are projected at regular intervals in the longitudinal direction on both side end faces of each flange end of the H-shaped steel. 前記Ｈ形鋼のウェブ先端部側の両側端面に支持力増大プレートを取り付けたことを特徴とする請求項１〜４の何れかに記載の鋼杭の根固め工法。   The steel pile rooting method according to any one of claims 1 to 4, wherein supporting force increasing plates are attached to both side end surfaces of the H-shaped steel on the web front end side. 前記Ｈ形鋼の両フランジの先端部間に補強プレートを介装したことを特徴とする請求項２〜５何れかに記載の鋼杭の根固め工法。   The steel pile rooting method according to any one of claims 2 to 5, wherein a reinforcing plate is interposed between tip portions of both flanges of the H-shaped steel.
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FR3084380B1 (en) * 2018-07-30 2020-10-23 Saipem Sa PROCESS FOR INSTALLING A TUBULAR METAL PILE IN ROCKY SOIL

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JPH0318238U (en) * 1989-07-05 1991-02-22
JPH0726559A (en) * 1993-07-13 1995-01-27 Kagota Boring:Kk H-steel end protecting member for pile driving
JPH07127053A (en) * 1993-09-07 1995-05-16 Tobishima Corp Horizontal resistance increasing pile
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JP2008169564A (en) * 2007-01-09 2008-07-24 Nakano Denki Kk Metallic pipe pile, and method and equipment for manufacturing it
JP2009167602A (en) * 2008-01-11 2009-07-30 East Japan Railway Co Structure of h-shaped steel pile
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Publication number Priority date Publication date Assignee Title
JP2020112010A (en) * 2019-01-17 2020-07-27 ジェコス株式会社 Joint structure for h-shaped steel pile
JP7079448B2 (en) 2019-01-17 2022-06-02 ジェコス株式会社 Joint structure of H-shaped steel pile

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