JPS62260919A - Small pile for reinforcing foundation ground to earthquake - Google Patents
Small pile for reinforcing foundation ground to earthquakeInfo
- Publication number
- JPS62260919A JPS62260919A JP10315886A JP10315886A JPS62260919A JP S62260919 A JPS62260919 A JP S62260919A JP 10315886 A JP10315886 A JP 10315886A JP 10315886 A JP10315886 A JP 10315886A JP S62260919 A JPS62260919 A JP S62260919A
- Authority
- JP
- Japan
- Prior art keywords
- reinforcing
- foundation ground
- ground
- small
- piles
- Prior art date
- Legal status (The legal status is an assumption and is not a legal conclusion. Google has not performed a legal analysis and makes no representation as to the accuracy of the status listed.)
- Granted
Links
- 230000003014 reinforcing effect Effects 0.000 title claims abstract description 33
- 238000000034 method Methods 0.000 claims abstract description 22
- 239000011162 core material Substances 0.000 claims abstract description 19
- 239000002783 friction material Substances 0.000 claims abstract description 18
- 230000002787 reinforcement Effects 0.000 claims abstract description 17
- 239000004576 sand Substances 0.000 claims abstract description 16
- XLYOFNOQVPJJNP-UHFFFAOYSA-N water Substances O XLYOFNOQVPJJNP-UHFFFAOYSA-N 0.000 claims abstract description 8
- 239000003673 groundwater Substances 0.000 claims description 6
- 239000004567 concrete Substances 0.000 claims description 5
- 239000011148 porous material Substances 0.000 claims description 5
- 238000010276 construction Methods 0.000 abstract description 13
- 239000000853 adhesive Substances 0.000 abstract description 3
- 230000001070 adhesive effect Effects 0.000 abstract description 3
- 239000008187 granular material Substances 0.000 abstract description 2
- 239000004568 cement Substances 0.000 description 4
- 238000010586 diagram Methods 0.000 description 4
- 230000000694 effects Effects 0.000 description 4
- 239000002689 soil Substances 0.000 description 4
- 239000000463 material Substances 0.000 description 3
- 238000006243 chemical reaction Methods 0.000 description 2
- 239000007769 metal material Substances 0.000 description 2
- 239000011150 reinforced concrete Substances 0.000 description 2
- 230000000452 restraining effect Effects 0.000 description 2
- 238000007711 solidification Methods 0.000 description 2
- 230000008023 solidification Effects 0.000 description 2
- RZVAJINKPMORJF-UHFFFAOYSA-N Acetaminophen Chemical compound CC(=O)NC1=CC=C(O)C=C1 RZVAJINKPMORJF-UHFFFAOYSA-N 0.000 description 1
- PEDCQBHIVMGVHV-UHFFFAOYSA-N Glycerine Chemical compound OCC(O)CO PEDCQBHIVMGVHV-UHFFFAOYSA-N 0.000 description 1
- 235000008331 Pinus X rigitaeda Nutrition 0.000 description 1
- 235000011613 Pinus brutia Nutrition 0.000 description 1
- 241000018646 Pinus brutia Species 0.000 description 1
- 229910001294 Reinforcing steel Inorganic materials 0.000 description 1
- 239000004826 Synthetic adhesive Substances 0.000 description 1
- 241000769223 Thenea Species 0.000 description 1
- CYUOWZRAOZFACA-UHFFFAOYSA-N aluminum iron Chemical compound [Al].[Fe] CYUOWZRAOZFACA-UHFFFAOYSA-N 0.000 description 1
- 238000009412 basement excavation Methods 0.000 description 1
- 238000005452 bending Methods 0.000 description 1
- 239000003795 chemical substances by application Substances 0.000 description 1
- 238000005056 compaction Methods 0.000 description 1
- 230000006835 compression Effects 0.000 description 1
- 238000007906 compression Methods 0.000 description 1
- 230000006378 damage Effects 0.000 description 1
- 239000003925 fat Substances 0.000 description 1
- 239000010419 fine particle Substances 0.000 description 1
- 235000003642 hunger Nutrition 0.000 description 1
- 239000007788 liquid Substances 0.000 description 1
- 239000000203 mixture Substances 0.000 description 1
- 239000004570 mortar (masonry) Substances 0.000 description 1
- 239000002245 particle Substances 0.000 description 1
- 230000000630 rising effect Effects 0.000 description 1
- 238000004904 shortening Methods 0.000 description 1
- 230000037351 starvation Effects 0.000 description 1
- 239000004575 stone Substances 0.000 description 1
- 238000006467 substitution reaction Methods 0.000 description 1
Landscapes
- Piles And Underground Anchors (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
- Foundations (AREA)
- Placing Or Removing Of Piles Or Sheet Piles, Or Accessories Thereof (AREA)
Abstract
Description
【発明の詳細な説明】
ＬｌＬ些孔肚列川
本用明は、ボックス・掘δ；１道路等の半地下ｔ＋１７
造物や浄化槽・下水管等の中空埋設物などの土木捕遺物
あるいは地上の１！！築構造物を地下水位の比較的高い
砂質地盤に安全に構築するための基礎地盤の耐震補強方
法に関するものである。[Detailed description of the invention] LlL small hole 肚行川本用明 is a box/drill δ; 1 semi-underground t+17 of a road, etc.
Civil engineering artifacts such as structures and hollow buried objects such as septic tanks and sewer pipes, or 1 on the ground! ! This paper relates to a seismic reinforcement method for foundation ground for safely constructing structures on sandy ground with a relatively high groundwater level.
Ａ製Δ皮凱
一般に、砂・砂れき・埋立地・しゅんせつ地盤等で・地
下水位が比較的高い砂質地盤では、地震時に液状化現象
が生じ易くて地盤が破壊する恐れがあり、震災時の交通
輸送路を確保する必要から、この上うな砂質地盤に主要
幹線掘割道路を構築する場合には、第１２図に示すよう
１こ、例えば道路幅力弓５〜４ｆ）ｍ″Ｃ−深さが５〜
１０ｍ程度の鉄筋コンクリート製の道路２では、そのコ
ンクリート路床２ａの厚みを１ 、５ ｔｎ程度にする
と共に、側壁から外方に相当突出せしめるように耐震設
計することが義務づけられている。In general, in sand, gravel, reclaimed land, dredged ground, etc., sandy ground with a relatively high groundwater level is prone to liquefaction during an earthquake, which may cause the ground to collapse. Because it is necessary to secure a traffic transportation route, when constructing a main trunk road on sandy ground, the width of the road should be 1 mm, for example, 5 to 4 f) m''C- as shown in Figure 12. Depth is 5~
For roads 2 made of reinforced concrete with a length of about 10 m, the concrete subgrade 2a is required to have a thickness of about 1.5 tn and to be seismically resistant so that it protrudes considerably outward from the side walls.
しかし、このような構造では路床厚や突出幅が大きくて
大量の鉄筋やコンクリート資材を必要とするだけでなく
、工期が良くて施工費が高くなる等の問題、τ気があり
、その改善が要請されていた。However, such a structure not only requires a large amount of reinforcing bars and concrete materials due to the large thickness of the subgrade and protrusion width, but also has problems such as short construction times and high construction costs. was requested.
この要請に応えるため、第１３図に示すように道床下方
の砂質土中に液剤やセメント１０を混入して固化したり
、第１４図に示すように道路２の両性側に連続壁１１を
設ける等の固化方法による改善案があった。In order to meet this demand, as shown in Fig. 13, a liquid agent or cement 10 is mixed into the sandy soil below the road bed and solidified, and as shown in Fig. 14, a continuous wall 10 is installed on both sides of the road 2. There were suggestions for improvement through solidification methods, such as installing a
また、第１５図に示すように道路２の下側及び両側部の
地盤１を締固める方法や、さらにＰｔ５１６図に示すよ
うに砂やれき等から成る排水杭１２を打設する工法があ
った。In addition, there is a method of compacting the ground 1 under and on both sides of the road 2, as shown in Figure 15, and a method of driving drainage piles 12 made of sand, gravel, etc., as shown in Figure Pt516. .
免ル嵩′ しようとするも 、綿
しかしながら、上記固化方法では、例乏ばソイルモルタ
ル不軌等には引張強度がなくて地震により容易にせん断
されてしまったり、連続壁１１では路床２ａの中央部に
沈下が生じ易い等の問題点があり、また上記締固め方法
では、施工範囲が広くて工事が大型になり、工期が良く
なったり施工費が高くつく等の問題点があり、さらに排
水抗力法では水平水頭差がない部分での排水：上行われ
ず、しかも道路２の浮上りは防止できても排水による沈
下が生じてしまう等の問題点があった。However, with the above solidification method, for example, soil mortar failures do not have tensile strength and are easily sheared by earthquakes, and in the case of continuous walls 11, the center of the subgrade 2a In addition, the compaction method described above has problems such as the construction area is wide and the construction work is large, the construction period is short, and the construction cost is high. In the drag method, drainage is not carried out in areas where there is no horizontal water head difference, and even if it is possible to prevent the road 2 from rising, there are problems such as subsidence due to drainage.
１囚１す■σ
本発明は、上記従来の問題点を解決するためになされた
もので、その目的とするところは、安価で短期間に施工
することが出来るだけでなく、補強効果の高い基礎地盤
の耐震補強方法を提供することにある。The present invention was made in order to solve the above-mentioned conventional problems, and its purpose is to not only be able to construct it at low cost and in a short period of time, but also to have a highly reinforcing effect. The object of the present invention is to provide a method for seismically reinforcing foundation ground.
１亀６ ａγ決士るｒこめの−・ｐ１
本発明の基礎地盤の耐震補強方法は、剛性が高い芯材の
周囲に砂との摩擦力が大きい摩擦材を付着せしめた補強
不軌を土木構造物あるいは建築構造物の下方または側方
の基礎地盤中に群打設することを特徴とするものであり
、該基礎地盤が地下水１ケの比較的高い砂質地盤であり
、また上記補強不軌をｊγを換率灼７％で均等に群打設
することを待量とし、さら（こ該補強不軌の杭頭な構造
物から離間せしめることを特徴とするものである。1 Kame 6 aγKetsuru Komeno-・p1 The seismic reinforcement method for foundation ground of the present invention is a civil engineering structure that uses a reinforcement failure in which a friction material with a large frictional force with sand is attached around a core material with high rigidity. It is characterized by being poured in groups in the foundation ground below or on the side of objects or building structures, and the foundation ground is sandy ground with relatively high groundwater level, and the reinforcement failure described above is The method is characterized in that the concrete is evenly cast in groups at a conversion rate of 7%, and furthermore, it is separated from the reinforced pile-cap structure.
また、本：傾の第２の発明の耐震補強方法は、剛性が高
い芯Ｈの周囲に砂とのｒ−担力が大きく地盤中の過剰間
隙）ｉ（！−ｆｉを消散させる徘ボ摩擦材を定心せしめ
た排水補強小杭を土木構造物あるいは建築構造物の下方
または側方の基礎地盤中に群打設することを１、！Ｆ徴
とするものである。In addition, the seismic reinforcement method of the second invention of the book: Til is based on the structure that the core H with high rigidity has a large r-bearing force with the sand, and the excessive gap in the ground)i (!-fi) is dissipated by the floating friction. 1.!F refers to the driving of small drainage reinforcing piles with centered timber into the foundation ground below or to the sides of civil engineering structures or architectural structures.
禾１■性
以下、本発明の実施例について図面を参照しながら説Ｕ
月する。Below, embodiments of the present invention will be explained with reference to the drawings.
Moon.
第１図において、１は地下水位ＷＬの比較的高い砂質地
盤であって、その中に鉄筋コンクリート製の掘割道路２
が構築されている。In Figure 1, 1 is sandy ground with a relatively high groundwater level WL, in which a reinforced concrete excavated road 2 is constructed.
is being constructed.
該掘削道路２の下側および外側近傍の砂質地盤１中には
多数の補強不軌３がほぼ均等間隔で群打設されている。In the sandy ground 1 near the bottom and outside of the excavated road 2, a large number of reinforcement failure tracks 3 are driven in groups at approximately equal intervals.
各補強不軌３の太さ・打設本数・間隔等は、後述するよ
うに本発明者の実験によると、ｎ ＥＡ／Ａｓ （Ｋｇ
ｆ ／ｃ ｍ ２） ［ただし、＋１は補強不軌の本
数、Ｅはヤング率、Ａは１本の補強不軌の断面積、Ａｓ
は施工地盤の底面積で・ある。１というパラメーターで
決定されることが解ると共に、その置換率（Ａ Ｘｎ
／ Ａ！３） Ｘ １００は７９６程度が効果的で・あ
り、それ以下では沈下して構造物が破壊−ｒるおそれが
あり、それ以北でも効果は変わらず無意味であることか
解った。The thickness, number and spacing of each reinforcing track 3 are n EA/As (Kg
f / cm 2) [However, +1 is the number of reinforcement failures, E is Young's modulus, A is the cross-sectional area of one reinforcement failure, As
is the base area of the construction ground. It can be seen that it is determined by the parameter 1, and the substitution rate (A
/ A! 3) X 100 is effective at around 796, and if it is less than that, there is a risk of subsidence and destruction of the structure, and even north of that, the effect remains the same and is meaningless.
該補強手拭３は、１＠２図に示すように芯材３ａとその
外表面に付着された摩擦材３らから構成されている。The reinforced hand towel 3 is composed of a core material 3a and friction materials 3 attached to its outer surface, as shown in Figures 1@2.
該芯材３ａは、例えばＰＣ棒・鉄筋棒・アルミ今金棒・
鉄筋かご等の金属材料あるいは合成ＯＩ脂等の非金属材
料で引張り・圧縮・曲げ・座屈等に強い剛性を有する材
質であって、ヤング率Ｅ≧１０”ｋｇｆ／ａｍ２のもの
あれば、いずれでもよく、その直径は５〜１（ｌｏ＋ｏ
−程度のものが好ましい。The core material 3a is, for example, a PC rod, a reinforcing bar, an aluminum iron rod,
Metal materials such as reinforcing steel cages or non-metallic materials such as synthetic OI fats, which have high rigidity against tension, compression, bending, buckling, etc., and have Young's modulus E≧10”kgf/am2. However, its diameter may be 5 to 1 (lo+o
− is preferable.
また、上記摩擦材３ｂは、直径５〜２０ｍｍ程度の荒目
砂等の粒状体であって、例えばエポキン系接着剤等の合
成！［ｌ接着剤により上記芯材３ａの外表面に強固に接
着され、周囲の砂との間で摩擦係合できるようになって
いる。この砂との摩擦力は砂の内部摩擦力よりも大きく
なっている。尚、芯材３ａの外表面に凹凸加工または多
数の棒状、扱状等の小突出物を形成または固着して、上
記摩擦材３ｂとしてもよい。Further, the friction material 3b is a granular material such as coarse sand with a diameter of about 5 to 20 mm, and is made of, for example, a synthetic adhesive such as Epoquin adhesive. [1] It is firmly adhered to the outer surface of the core material 3a with an adhesive, so that it can frictionally engage with the surrounding sand. This frictional force with the sand is greater than the internal frictional force of the sand. Incidentally, the friction material 3b may be formed by forming or fixing an uneven surface on the outer surface of the core material 3a or by forming or fixing a large number of small protrusions such as rods or handles.
再び第１図において、上記補強不軌３は砂質地盤１の下
方の支持層４にわずかに（例えば１０ｃｍ程度）差込ん
だり根固めしてもよく、あるいは支持層４の表面上に単
に置いた状態にしてもよく、さらに支持Ｊｒ４４の表面
から多少離して浮かせた状態に設置してもよい。Referring again to FIG. 1, the reinforcing track 3 may be inserted slightly (for example, about 10 cm) into the support layer 4 below the sandy ground 1, or may be hardened, or simply placed on the surface of the support layer 4. Furthermore, it may be placed in a floating state somewhat apart from the surface of the support Jr 44.
一方、補強手拭３の杭頭部は掘割道路２の路床２ａの下
面に固定することなく、これから離間しておく。尚、路
床２ａの下面にグラベルマ・／トを敷設し、この中に上
記抗頭を自由に挿入してもより１゜
本実施例は以上のように構成されているので、例えばｆ
５３図（Ａ）に示すように上記地盤１に地震によるせん
断応力τが発生して、第３図（Ｂ）に示すようにせん断
変形を生じてもこれと同一の挙動をする補強手拭３は相
当高い引張剛性を有するので、上記変形に伴って該補強
不軌３内には打力Ｔが生じ、その反力として補強手拭３
の周囲の砂質土には、第３図（Ｃ）に示すような、拘束
力′Ｆ′が生じて地盤１を締固めることが理解される。On the other hand, the pile heads of the reinforcing hand towels 3 are not fixed to the lower surface of the roadbed 2a of the dug road 2, but are spaced apart therefrom. It should be noted that even if a gravel mat is laid on the lower surface of the roadbed 2a and the above-mentioned cross head is freely inserted into it, the difference will be less than 1°.
As shown in Fig. 53 (A), even if shear stress τ occurs in the ground 1 due to an earthquake, and shear deformation occurs as shown in Fig. 3 (B), the reinforced hand towel 3 behaves in the same manner as shown in Fig. 3 (B). Since it has considerably high tensile rigidity, a striking force T is generated in the reinforcing groove 3 due to the above deformation, and as a reaction force, the reinforcing towel 3
It is understood that a restraining force 'F' is generated in the surrounding sandy soil to compact the ground 1 as shown in FIG. 3(C).
また、第４図＜Ａ）に示すように、地盤１に掘割道路２
等の荷重による圧縮力Ｐが働くと、補強手拭３にも圧縮
応力Ｒが生ずるが、該補強手拭３は相当高い圧ｍ剛性を
示すので、その反力として補強手拭３の周囲の砂質土に
第４図（Ｂ）に示すような拘束力Ｒ′が生じ、上記圧縮
力Ｐに抵抗して地盤１の沈下が抑８１１することが理解
される。In addition, as shown in Figure 4<A), there is a road 2 cut into the ground 1.
When the compressive force P due to the load of It is understood that a restraining force R' as shown in FIG. 4(B) is generated, which resists the compressive force P and suppresses the subsidence of the ground 1.
第５図は本願１２の発明の実施例を示すもので、掘割道
路２の下側および外側の地盤１中には２０〜３０ｃｍ程
度の直径を有する多数の排水補強手拭５がほぼ均等に群
打設されている。FIG. 5 shows an embodiment of the invention of the present application 12, in which a large number of drainage reinforcing hand towels 5 having a diameter of about 20 to 30 cm are almost evenly distributed in the ground 1 below and outside the cut road 2. It is set up.
上記排水補強手拭５は、第６図に示すように芯材５ａと
その外周部に定着された排水摩擦材５ｂから構成されて
いる。該芯材５ａは上記実施例の芯材３ｕとほぼ同じ剛
性と外径寸法を有すると共に、その外周部には排水摩擦
材５ｂの定着効果を高めるための表面加工・処理が施さ
れている。As shown in FIG. 6, the drainage reinforcing hand towel 5 is composed of a core material 5a and a drainage friction material 5b fixed to the outer periphery of the core material 5a. The core material 5a has substantially the same rigidity and outer diameter as the core material 3u of the above-mentioned embodiment, and its outer periphery is subjected to surface processing and treatment to enhance the fixing effect of the drainage friction material 5b.
また、上記排水摩擦材５ｂは、例えば、れきや砂利等を
セメントで固めたものであるが、多数の連通した空隙を
有すると共に、周囲の砂と摩擦係合することが出来、上
記芯材５ａに確実に定着できるものであればいずれの材
料でもよい。Further, the drainage friction material 5b is, for example, made of rubble, gravel, etc. hardened with cement, and has a large number of communicating voids and can frictionally engage with the surrounding sand. Any material may be used as long as it can be reliably fixed to the surface.
再び第５図において、上記排水補強小杭５の下端部は支
持層４に根固めしてもしなくてもよく、またその枕頭は
地表面および掘削道路２の外周部に敷設されたグラベル
マツトロ内に自由１こ差込まれている。該グラベルマノ
トロは、例えば砂利またはポーラスコンクリート等によ
り５０〜１００ｃｍ程度の厚さに構成されている。Referring again to FIG. 5, the lower end of the drainage reinforcing small pile 5 may or may not be hardened to the support layer 4, and the head of the pile may be attached to the gravel pine tree laid on the ground surface and on the outer periphery of the excavated road 2. A free piece is inserted inside. The gravel manotro is made of, for example, gravel or porous concrete, and has a thickness of about 50 to 100 cm.
従って、本実施例では地震が生じた場合、上記第３図お
よび第４図で説明した補強手拭３と同様の挙動を示して
地盤１を強化すると共に、排水摩擦材５ｂを通じて杭周
辺の地盤１内に生°二た過剰間隙水を吸水して上昇せし
め、−上記グラベルマント６を通じて排水することも出
来る。しかし、本発明の排水補強手拭５は、単に杭周辺
て゛の過剰間隙水圧を消散させる程度のものであって、
地盤沈下の原因になる排水効果は積極的；こｐＨ待して
いな次に、上記排水補強手拭５の打設方法について説明
する。Therefore, in this embodiment, when an earthquake occurs, the ground 1 is strengthened by showing the same behavior as the reinforcing hand towel 3 explained in FIGS. 3 and 4 above, and the ground 1 around the pile is strengthened through the drainage friction material 5b. It is also possible to absorb and raise the excess pore water generated within the gravel mantle and drain it through the gravel mantle 6. However, the drainage reinforcing hand towel 5 of the present invention merely dissipates excess pore water pressure around the pile;
The drainage effect, which causes ground subsidence, is positive; the pH is not high.Next, the method for installing the drainage reinforcing hand towel 5 will be explained.
まず、１７Ａ図に示ｔようにケーシング７内でアースオ
ー〃−８を回転させて土砂を掘削しながら排出し、ケー
シング７を地盤１中に打込む。First, as shown in Fig. 17A, the earthing machine 8 is rotated within the casing 7 to excavate and discharge earth and sand, and the casing 7 is driven into the ground 1.
例えば、ｎＥＡ／Ａｓ ＝５０００とすると、掘削径３
０ｃ１１１、杭中心の打設間隔１．５−２．０Ｉ＋＋ど
なる。For example, if nEA/As = 5000, excavation diameter 3
0c111, driving interval between pile centers 1.5-2.0I++ roar.
次に、アースオー７ｙ−８を引抜いて、？ｌ５７Ｂ図に
示すように排水摩擦材５ｂをケーンング７内に投入する
。この排水摩擦材５ｂは、図示のように細粒分を取り除
いて粒径を均一にした砂利または砕石とセメントとを混
合して、がらねすしたらのである。Next, pull out Earth-O 7y-8 and ? As shown in Figure 157B, the drainage friction material 5b is put into the caning 7. As shown in the figure, this drainage friction material 5b is made by mixing gravel or crushed stone, which has a uniform particle size by removing fine particles, with cement, and then rinsing the mixture.
続いて、第７Ｃ図に示すように芯材５ａをバイブロ又は
打込みで挿入し、その後、第７Ｄ図に示すように上記ケ
ーシング７を引抜き、最後に、第７ＦＪｌに示すように
排水補強手枕５の上部に水平に砂利９を敷き均す。この
とき、上記排水補強手枕５の杭頭を２０ｃｍ程度砂利９
中に挿入する。このように、芯材５ａの周囲にポーラス
な排水摩擦材５ｂが形成され、しかも砂利がセメントに
より芯材５ａに定着されている。Next, as shown in Fig. 7C, the core material 5a is inserted by vibratory or hammering, then the casing 7 is pulled out as shown in Fig. 7D, and finally, the drainage reinforcing hand pillow 5 is inserted as shown in Fig. 7FJl. Spread gravel 9 horizontally on the top. At this time, the pile head of the drainage reinforcing hand pillow 5 is about 20 cm thick with gravel 9.
insert it inside. In this way, the porous drainage friction material 5b is formed around the core material 5a, and the gravel is fixed to the core material 5a by cement.
第８図は、曲述のパラメーターｎＥＡ／Ａｓ値と地盤の
地震せん断強度の増加率との関係を示すグラフであり、
これによりｎＥＡ／Ａｓ値が地震せん断強度のパラメー
タとなることが理解て゛きる。FIG. 8 is a graph showing the relationship between the descriptive parameter nEA/As value and the rate of increase in the seismic shear strength of the ground,
From this, it can be understood that the nEA/As value is a parameter of earthquake shear strength.
第９図は、地震時のせん断応力比と鉛直方向の変形量を
示すグラフであり、パラメーターｎＥＡ／Ａｓが増加す
るにしたがって変形しにくいことが解る。FIG. 9 is a graph showing the shear stress ratio and the amount of vertical deformation during an earthquake, and it can be seen that deformation becomes more difficult as the parameter nEA/As increases.
！５１０図およＶ第１１図は、地震力と過剰間隙水圧比
とを示すグラフであり、地震力が大きくなっても過剰間
隙水圧がそれほど大きくならないことが解る。! Figure 510 and Figure V11 are graphs showing the seismic force and excess pore water pressure ratio, and it can be seen that even if the seismic force increases, the excess pore water pressure does not increase so much.
４哩へ飢及
（１）地震時のせん断ひずみに伴って、不軌が地盤と同
一の単純せん断変形して、その摩擦材により周囲の砂質
土が締固められるので、地盤が補強され、制置および砂
腹状化抵抗等の効果がある。4. Starvation (1) Due to the shear strain caused by the earthquake, the failure track undergoes simple shear deformation in the same way as the ground, and the surrounding sandy soil is compacted by the friction material, reinforcing the ground and causing control. It has the effect of resisting sand deposits and sand flattening.
（２）施工が簡単で材料費や施工費が安く、工期が短縮
できる等の効果がある。(2) It is easy to construct, has low material and construction costs, and has the advantage of shortening the construction period.
第１図は本願第１発明方法の一実施例を示す説明図、第
２図（Ａ）は補強小杭の一部拡大斜視図、（Ｂ）はその
平断面図、第３図（Ａ）〜（Ｃ）および第４図（Ａ）（
Ｂ）はそれぞれ補強小杭の作用の説明図、第５図は本願
１２発明の一実施例を示す説明図、第６図の（Ａ＞は排
水補強手枕の一部拡大斜視図、ＣＢ）はその平断面図、
第７Ａ図〜第７Ｅ図は排水補強手枕の施工作業を順次示
す説明図、ｆ：ｔＳ８図はパラメーターｎＥＡ／Ａｓ値
と地盤の地震せん断強度の増加率との関係を示すグラフ
、第９図は地震時のせん斯応力比と鉛直方向の変形量を
示すグラフ、第１０図および第１１図は地震力と過剰間
隔水圧比とを示すグラフ、第１２図〜第１６図は従来の
耐震施工例を示す図である。
１・・砂質地盤、２・・・掘側道路、３・・・補強小杭
、３ｄ・・・芯材、３ｂ−摩擦材、４・・・支持層、５
・・・排水補強手枕、５ａ・・・芯材、５ｔ＋・・・排
水摩擦材、６・・・グラベルマットっ
第１図
第２回
（Ａ）
（Ｂ）
第５図
員８図
ｎＥＡ、／Ａｓ（Ｋｇｆ／ｃｍ２）
＼ハｓ ’ Ｑ’！ａ＜＄１：するべｊＣＨ（Ｃｍ’
）第９図
第１１図
シ球−ン郵（１ぐ３る七＝ム、邊γｒγＮ−力。
第１２図
第１３図
第１４図FIG. 1 is an explanatory diagram showing an embodiment of the method of the first invention of the present application, FIG. 2 (A) is a partially enlarged perspective view of a reinforced small pile, (B) is a plan sectional view thereof, and FIG. 3 (A) ~ (C) and Figure 4 (A) (
B) is an explanatory diagram of the action of the reinforcing small pile, FIG. 5 is an explanatory diagram showing one embodiment of the 12 invention of the present application, FIG. 6 (A> is a partially enlarged perspective view of the drainage reinforcement hand pillow, and CB) is Its plan sectional view,
Figures 7A to 7E are explanatory diagrams showing the construction work of the drainage reinforcement hand pillow in sequence, Figure f:tS8 is a graph showing the relationship between the parameter nEA/As value and the rate of increase in the seismic shear strength of the ground, and Figure 9 is A graph showing the shear stress ratio and the amount of vertical deformation during an earthquake. Figures 10 and 11 are graphs showing the seismic force and excess spacing water pressure ratio. Figures 12 to 16 are examples of conventional seismic construction. FIG. 1...Sandy ground, 2...Dig side road, 3...Reinforcement small pile, 3d...Core material, 3b-Friction material, 4...Support layer, 5
...Drainage reinforcement hand pillow, 5a...Core material, 5t+...Drainage friction material, 6...Gravel mat Figure 1 Part 2 (A) (B) Figure 5 Figure 8 nEA, / As(Kgf/cm2) \Has 'Q'! a<$1: SurubejCH(Cm'
) Fig. 9 Fig. 11 S-ball-N-Yu (1g3ru7=mu, 邊γrγN-force. Fig. 12 Fig. 13 Fig. 14)
Claims (8)
擦材を付着せしめた補強小杭を土木構造物あるいは建築
構造物の下方または側方の基礎地盤中に群打設すること
を特徴とする基礎地盤の耐震補強方法。(1) Driving small reinforcing piles in groups into the foundation ground below or to the side of a civil engineering structure or architectural structure, with a friction material that has a high frictional force with sand attached around a core material with high rigidity. A method for seismic reinforcement of foundation ground characterized by:
あることを特徴とする前記特許請求の範囲第１項に記載
の基礎地盤の耐震補強方法。(2) The seismic reinforcement method for foundation ground according to claim 1, wherein the foundation ground is sandy ground with a relatively high groundwater level.
ことを特徴とする前記特許請求の範囲第１項または第２
項に記載の基礎地盤の耐震補強方法。(3) Claim 1 or 2, characterized in that the reinforcing small piles are driven in groups evenly at a replacement rate of about 7%.
Seismic reinforcement method for foundation ground as described in section.
とを特徴とする前記特許請求の範囲第１項ないし第３項
のいずれかの項に記載の基礎地盤の耐震補強方法。(4) The method for seismically reinforcing a foundation ground according to any one of claims 1 to 3, characterized in that the pile heads of the reinforcing small piles are separated from the structure.
盤中の過剰間隙水圧を消散させる排水摩擦材を定着せし
めた排水補強小杭を土木構造物あるいは建築構造物の下
方または側方の基礎地盤中に群打設することを特徴とす
る基礎地盤の耐震補強方法。(5) Drainage reinforcing small piles with a drainage friction material fixed around a highly rigid core material that has a large frictional force with sand and dissipates excess pore water pressure in the ground should be installed below or on the side of a civil engineering structure or building structure. A method for seismically reinforcing foundation ground, which is characterized by pouring concrete in clusters into the foundation ground.
あることを特徴とする前記特許請求の範囲第５項に記載
の基礎地盤の耐震補強方法。(6) The seismic reinforcement method for foundation ground according to claim 5, wherein the foundation ground is sandy ground with a relatively high groundwater level.
することを特徴とする前記特許請求の範囲第５項または
第６項に記載の基礎地盤の耐震補強方法。(7) The method for seismically reinforcing a foundation ground according to claim 5 or 6, characterized in that the drainage reinforcing small piles are equally driven in groups at a replacement rate of about 7%.
とを特徴とする前記特許請求の範囲第５項ないし第７項
のいずれかの項に記載の基礎地盤の耐震補強方法。(8) The method for seismically reinforcing a foundation ground according to any one of claims 5 to 7, characterized in that the pile heads of the small reinforcing piles are separated from the structure.
Priority Applications (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP10315886A JPS62260919A (en) | 1986-05-07 | 1986-05-07 | Small pile for reinforcing foundation ground to earthquake |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP10315886A JPS62260919A (en) | 1986-05-07 | 1986-05-07 | Small pile for reinforcing foundation ground to earthquake |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPS62260919A true JPS62260919A (en) | 1987-11-13 |
| JPH0552366B2 JPH0552366B2 (en) | 1993-08-05 |
Family
ID=14346694
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP10315886A Granted JPS62260919A (en) | 1986-05-07 | 1986-05-07 | Small pile for reinforcing foundation ground to earthquake |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPS62260919A (en) |
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH035528A (en) * | 1989-05-31 | 1991-01-11 | Shimizu Corp | Base structure of structure |
| KR100257630B1 (en) * | 1995-12-04 | 2000-06-01 | 고사카 요시노부 | An improvement-method of a soft-ground |
| CN103590391A (en) * | 2013-11-27 | 2014-02-19 | 温州宏源水电建设有限公司 | Cement-fly-ash-gravel pile foundation reinforcing construction method |
| JP2014234622A (en) * | 2013-05-31 | 2014-12-15 | 大成建設株式会社 | Sand boil countermeasure structure |
| CN104480958A (en) * | 2014-12-12 | 2015-04-01 | 中交公路规划设计院有限公司 | Bridge prefabricated bearing platform and bridge construction method |
| CN106049410A (en) * | 2016-06-16 | 2016-10-26 | 苏州杰姆斯特机械有限公司 | Underground soil layer reinforcing method of building construction |
| CN106884427A (en) * | 2017-03-30 | 2017-06-23 | 中交第四航务工程勘察设计院有限公司 | Immersed tube tunnel and immersed tube tunnel changeover portion soft soil foundation reinforcing method under water |
| JP2017155586A (en) * | 2017-05-16 | 2017-09-07 | 大成建設株式会社 | Sand boil countermeasure structure |
Families Citing this family (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CN103321217A (en) * | 2013-06-19 | 2013-09-25 | 潘建杰 | Composite foundation pile for lava regions |
-
1986
- 1986-05-07 JP JP10315886A patent/JPS62260919A/en active Granted
Cited By (8)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH035528A (en) * | 1989-05-31 | 1991-01-11 | Shimizu Corp | Base structure of structure |
| KR100257630B1 (en) * | 1995-12-04 | 2000-06-01 | 고사카 요시노부 | An improvement-method of a soft-ground |
| JP2014234622A (en) * | 2013-05-31 | 2014-12-15 | 大成建設株式会社 | Sand boil countermeasure structure |
| CN103590391A (en) * | 2013-11-27 | 2014-02-19 | 温州宏源水电建设有限公司 | Cement-fly-ash-gravel pile foundation reinforcing construction method |
| CN104480958A (en) * | 2014-12-12 | 2015-04-01 | 中交公路规划设计院有限公司 | Bridge prefabricated bearing platform and bridge construction method |
| CN106049410A (en) * | 2016-06-16 | 2016-10-26 | 苏州杰姆斯特机械有限公司 | Underground soil layer reinforcing method of building construction |
| CN106884427A (en) * | 2017-03-30 | 2017-06-23 | 中交第四航务工程勘察设计院有限公司 | Immersed tube tunnel and immersed tube tunnel changeover portion soft soil foundation reinforcing method under water |
| JP2017155586A (en) * | 2017-05-16 | 2017-09-07 | 大成建設株式会社 | Sand boil countermeasure structure |
Also Published As
| Publication number | Publication date |
|---|---|
| JPH0552366B2 (en) | 1993-08-05 |
Similar Documents
| Publication | Publication Date | Title |
|---|---|---|
| CN102966119B (en) | Geogrid reinforced wall and construction method thereof | |
| CN103958780B (en) | The method for forming cementing retaining wall | |
| CN104452829B (en) | A kind of pile-raft foundation float Structure and construction method | |
| US5746544A (en) | Process and structure for reducing roadway construction period | |
| JPS62260919A (en) | Small pile for reinforcing foundation ground to earthquake | |
| JPH06116942A (en) | Construction method of critical sheathing wall | |
| KR20190006668A (en) | Pile foundation structure for double decreasing soft ground subsidence using cement-processed gravel slab for being reinforced by tensile reinforcement, and construction method for the same | |
| JPH02232416A (en) | Foundation pile structure | |
| JP5975726B2 (en) | Ground structure and ground improvement method | |
| JP2814898B2 (en) | Underground storage facility | |
| JPH0617414A (en) | Drainage reinforcement pile | |
| JP4189078B2 (en) | Construction method of underground structure in liquefied ground | |
| JPS62260915A (en) | Reinforcing work for foundation ground for earthquake | |
| JP3728659B2 (en) | Basement extension method | |
| JPS58127822A (en) | Liquefaction preventive structure of foundation ground | |
| JP3155456B2 (en) | Pile structure to be joined to floor slab connected to foam resin material, and construction method of pile structure | |
| US11261576B1 (en) | Rapid consolidation and compaction method for soil improvement of various layers of soils and intermediate geomaterials in a soil deposit | |
| JP7314432B1 (en) | Foundation structure of building and construction method of foundation structure | |
| JP2668922B2 (en) | Seismic structure of excavated road | |
| CN212742411U (en) | Pile anchor support for bank protection slope | |
| JPS631884A (en) | Method of foundation construction of buried sewer | |
| US20220235531A1 (en) | Rapid consolidation and compaction method for soil improvement of various layers of soils and intermediate geomaterials in a soil deposit | |
| JPH0849245A (en) | Liquefaction-suppressing foundation structure | |
| JP3360061B2 (en) | Preceding plate-shaped beam of mountain retaining frame | |
| JPH023857B2 (en) |
Legal Events
| Date | Code | Title | Description |
|---|---|---|---|
| R250 | Receipt of annual fees |
Free format text: JAPANESE INTERMEDIATE CODE: R250 |
|
| R250 | Receipt of annual fees |
Free format text: JAPANESE INTERMEDIATE CODE: R250 |
|
| EXPY | Cancellation because of completion of term |