JPS642725B2 - - Google Patents
Info
- Publication number
- JPS642725B2 JPS642725B2 JP4763082A JP4763082A JPS642725B2 JP S642725 B2 JPS642725 B2 JP S642725B2 JP 4763082 A JP4763082 A JP 4763082A JP 4763082 A JP4763082 A JP 4763082A JP S642725 B2 JPS642725 B2 JP S642725B2
- Authority
- JP
- Japan
- Prior art keywords
- sand
- sand pile
- strength
- meter
- pile
- 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.)
- Expired
Links
- 239000004576 sand Substances 0.000 claims description 79
- 238000010276 construction Methods 0.000 claims description 18
- 238000005056 compaction Methods 0.000 claims description 14
- 238000000034 method Methods 0.000 claims description 11
- 239000002689 soil Substances 0.000 description 9
- 238000010586 diagram Methods 0.000 description 6
- 238000004804 winding Methods 0.000 description 4
- 239000000725 suspension Substances 0.000 description 3
- 238000012360 testing method Methods 0.000 description 3
- 239000000463 material Substances 0.000 description 2
- 238000005259 measurement Methods 0.000 description 2
- 235000008733 Citrus aurantifolia Nutrition 0.000 description 1
- 235000011941 Tilia x europaea Nutrition 0.000 description 1
- 238000009430 construction management Methods 0.000 description 1
- 239000012530 fluid Substances 0.000 description 1
- 239000004571 lime Substances 0.000 description 1
- 239000007788 liquid Substances 0.000 description 1
- 230000000149 penetrating effect Effects 0.000 description 1
- 230000035515 penetration Effects 0.000 description 1
- 239000002893 slag Substances 0.000 description 1
- 239000004575 stone Substances 0.000 description 1
Classifications
-
- E—FIXED CONSTRUCTIONS
- E02—HYDRAULIC ENGINEERING; FOUNDATIONS; SOIL SHIFTING
- E02D—FOUNDATIONS; EXCAVATIONS; EMBANKMENTS; UNDERGROUND OR UNDERWATER STRUCTURES
- E02D3/00—Improving or preserving soil or rock, e.g. preserving permafrost soil
- E02D3/02—Improving by compacting
- E02D3/10—Improving by compacting by watering, draining, de-aerating or blasting, e.g. by installing sand or wick drains
- E02D3/106—Improving by compacting by watering, draining, de-aerating or blasting, e.g. by installing sand or wick drains by forming sand drains containing only loose aggregates
Landscapes
- Engineering & Computer Science (AREA)
- Life Sciences & Earth Sciences (AREA)
- Structural Engineering (AREA)
- Agronomy & Crop Science (AREA)
- Environmental & Geological Engineering (AREA)
- Soil Sciences (AREA)
- General Life Sciences & Earth Sciences (AREA)
- Mining & Mineral Resources (AREA)
- Paleontology (AREA)
- Civil Engineering (AREA)
- General Engineering & Computer Science (AREA)
- Investigation Of Foundation Soil And Reinforcement Of Foundation Soil By Compacting Or Drainage (AREA)
Description
【発明の詳細な説明】
本発明は、軟弱地盤改良用砂杭の造成工法に関
するものであつて、強度にばらつきがある原地盤
に対して、所要径、所要強度を有する砂杭を造成
することにより均一な改良地盤にすることができ
る砂杭造成工法を提供することを目的としてい
る。DETAILED DESCRIPTION OF THE INVENTION The present invention relates to a method for constructing sand piles for improving soft ground, and is a method for constructing sand piles having a required diameter and required strength for original ground that varies in strength. The purpose of this study is to provide a sand pile construction method that can create a more uniform and improved ground.
砂杭による軟弱地盤改良工事の設計において
は、改良区域内の複数地点における土質調査の結
果をまとめて設計用原地盤強度を設定し、この設
計用原地盤強度に対して、想定される上部構造物
の重量、形状等から、目標とする改良地盤強度と
それに対応する砂杭径、ピツチ等のパイル諸元を
決定している。 When designing soft ground improvement work using sand piles, the results of soil surveys at multiple points within the improvement area are compiled to determine the original ground strength for design. The target improved soil strength and corresponding pile specifications such as sand pile diameter and pitch are determined based on the weight, shape, etc. of the object.
そして、従来はこの設計上与えられたパイル諸
元通りに砂杭を造成すれば、自ら所定の改良地盤
強度が得られるものとして施工がなされている
が、設計用原地盤強度として設定する値が平均的
なものであるため、実際の原地盤強度のばらつき
が改良地盤強度にそのまま現れて、均一な改良地
盤とはならないという問題点があつた。 Conventionally, construction work has been carried out under the assumption that if sand piles are built according to the pile specifications given in the design, a predetermined improved ground strength will be obtained by itself, but the value set as the design original ground strength is Since it is an average value, there was a problem that variations in the actual strength of the original soil were directly reflected in the strength of the improved soil, and the improved soil was not uniform.
この問題点の解決手段として、原地盤強度の変
化に応じて砂杭径と砂杭強度の何れか一方若しく
は双方を変化させることが本出願人により既に提
案されている（特願昭56−149708号特開昭58−
50216号参照）。 As a solution to this problem, the applicant has already proposed changing either or both of the sand pile diameter and sand pile strength in accordance with changes in the original ground strength (Japanese Patent Application No. 56-149708). No. JP-A-58-
(See No. 50216).
一方、砂杭造成時に砂杭造成用中空管の下端部
に設けた砂排出兼締固め部材を強制上下動機構
（例えば、液圧シリンダ装置）により作動させて
砂の排出と締固めを行うことは従来特公昭53−
19843号により知られているが、この場合の砂排
出兼締固め部材の押力Ｆ、造成砂杭径Ａ、造成砂
杭強度Ｂ、原地盤強度Ｃの間には、下記の関係式
が成立する。 On the other hand, during sand pile construction, the sand discharge and compaction member installed at the lower end of the hollow pipe for sand pile construction is operated by a forced vertical movement mechanism (for example, a hydraulic cylinder device) to discharge and compact the sand. This is the fact that the special public interest public interest rate was 1973.
As is known from No. 19843, the following relational expression is established between the pushing force F of the sand discharge and compaction member, the diameter A of the sand pile, the strength B of the sand pile, and the strength of the original ground C. do.
Ｆ＝Ｋ・Ａ・Ｂ・Ｃ
Ｋ：常数
本発明は、前記関係式より、Ｆを砂杭造成時の
施工管理指標として利用すれば前記提案通りの施
工を合理的に行うことができる点に着目したもの
であつて、砂杭造成用中空管の下端部に設けた砂
排出兼締固め部材を強制上下動機構により作動さ
せながら砂杭を造成する過程において、砂排出兼
締固め部材の押力が設定値を保つように、造成砂
杭径と造成砂杭強度の何れか一方若しくは双方を
変化させる点に特徴を有する。 F=K・A・B・C K: constant The present invention is based on the above relational expression, and the point that if F is used as a construction management index when constructing sand piles, construction can be carried out rationally as proposed above. We focused on the sand pile construction process, in which the sand discharge and compaction member installed at the lower end of the hollow pipe for sand pile construction is operated by a forced vertical movement mechanism. The method is characterized in that one or both of the sand pile diameter and the strength of the sand pile are changed so that the pushing force remains at the set value.
以下、図面に基いて本発明を具体的に説明す
る。 Hereinafter, the present invention will be specifically explained based on the drawings.
第１図において、１は砂杭造成用中空管、２は
中空管、３は外管、４は砂排出兼締固め部材、５
は液圧シリンダ装置（強制上下動機構）、６は砂
投入用ホツパ、７は貫入機、８は給気管、９は懸
吊ワイヤ、１０は巻取りウインチ、１１，１２は
液圧管路である。 In Figure 1, 1 is a hollow pipe for sand pile construction, 2 is a hollow pipe, 3 is an outer pipe, 4 is a sand discharge/compaction member, and 5
1 is a hydraulic cylinder device (forced vertical movement mechanism), 6 is a sand charging hopper, 7 is a penetrating machine, 8 is an air supply pipe, 9 is a suspension wire, 10 is a winding winch, and 11 and 12 are hydraulic pipe lines. .
砂杭造成用中空管１を用いて軟弱地盤Ｇ中に砂
杭を造成するには、先ず、懸吊ワイヤ９を弛めた
状態で中空管１を軟弱地盤Ｇの所定深度まで貫入
し（貫入工程）、次いで、砂排出兼締固め部材４
を作動させて中空管１内に投入されている砂の排
出と締固めを行いながら、中空管１を懸吊ワイヤ
９により連続的に引揚げて、順次上方に向つて砂
杭を造成していく（砂杭造成工程）。この砂杭造
成工程は途中に複数の砂補給工程を挾んで断続的
に続き、その間、砂の排出を良好にするために給
気管８より中空管１内へ圧気を供給するのが通例
である。 In order to construct a sand pile in soft ground G using the hollow pipe 1 for sand pile construction, first, the hollow pipe 1 is penetrated into the soft ground G to a predetermined depth with the suspension wire 9 loosened. (penetration process), then sand discharge and compaction member 4
While operating the pump to discharge and compact the sand that has been put into the hollow tube 1, the hollow tube 1 is continuously pulled up by the suspension wire 9, and sand piles are built upward one by one. (sand pile creation process). This sand pile construction process continues intermittently with multiple sand replenishment processes in between, and during this period, it is customary to supply pressurized air from the air supply pipe 8 into the hollow pipe 1 in order to improve sand discharge. be.
砂排出兼締固め部材４の押力Ｆは、液圧シリン
ダ装置５のピストンのストロークエンド直前にお
ける油圧圧力として例えば次に述べる態様で検知
される。 The pushing force F of the sand discharge/compaction member 4 is detected as the hydraulic pressure just before the end of the stroke of the piston of the hydraulic cylinder device 5, for example, in the manner described below.
液圧管路１２に設けた流量計１３は単位時間当
りの流量に対応するパルス信号を発し、このパル
ス信号は計器１５において時間で積分され、液圧
シリンダ装置５のピストンの下降動開始時からの
経過時間に流量計１３を通過した液量に相当する
パルス数が算出されて、これが電圧で出力されて
計器１６に入る。 A flow meter 13 provided in the hydraulic line 12 emits a pulse signal corresponding to the flow rate per unit time, and this pulse signal is integrated over time in a meter 15, and is calculated from the time when the piston of the hydraulic cylinder device 5 starts its downward movement. The number of pulses corresponding to the amount of liquid that has passed through the flow meter 13 during the elapsed time is calculated, and this is output as a voltage and input to the meter 16.
計器１６には計器１７が設定された、液圧シリ
ンダ装置５のピストンがそのストロークエンド直
前まで動くのに必要とする液量に対応する値の設
定電圧が入力されており、ここで計器１５からの
電圧との比較がなされて、両者が等しくなつたと
きに計器１８に信号が送られる。 A set voltage corresponding to the amount of fluid required for the piston of the hydraulic cylinder device 5 to move to just before the end of its stroke, which is set to the meter 17, is input to the meter 16, and here the voltage is input from the meter 15. A signal is sent to meter 18 when they are equal.
一方、液圧管路１１に設けた液圧センサ１４で
時々刻々検知された液圧は電圧に変えられて計器
１８に送られており、計器１８は、計器１６から
前記信号が送られた時点における液圧センサ１４
からの電圧を記憶するとともに、これをさらに計
器１９に送る。 On the other hand, the hydraulic pressure detected moment by moment by the hydraulic pressure sensor 14 provided in the hydraulic pressure line 11 is converted into voltage and sent to the meter 18, and the meter 18 is configured to detect the voltage at the time when the signal is sent from the meter 16. Hydraulic pressure sensor 14
It stores the voltage from and further sends it to the meter 19.
計器１９では、計器１８から送られた、液圧シ
リンダ装置５のピストンのストロークエンド直前
における液圧に対応する電圧と、予め記憶されて
いる液圧シリンダ装置５のシリンダ有効断面積の
データに基いて、Ｆを演算する。 The meter 19 uses the voltage corresponding to the hydraulic pressure just before the stroke end of the piston of the hydraulic cylinder device 5 sent from the meter 18 and the data of the cylinder effective cross-sectional area of the hydraulic cylinder device 5 stored in advance. Then, calculate F.
このようにして検出されたＦ値は、計器２０に
おいて計器２１から送られた設定Ｆ値を比較され
るが、この設定Ｆ値は例えば次のようにして定め
られる。 The F value thus detected is compared in the meter 20 with the set F value sent from the meter 21, and this set F value is determined, for example, as follows.
使用材料や施工態様（砂排出兼締固め部材５の
上下往復動態様）が同じであれば、造成砂杭の砂
の密度、すなわち造成砂杭強度は一定であると考
えられるから、この造成砂杭強度一定の態様で試
験打ちをして、その測定結果から例えば、第３図
に示すＦと砂杭径と原地盤強度（Ｎ値）の相関図
を作成し、設計用原地盤強度N0とこれに基いて
決定された砂杭径（図の場合は700mm）に対応す
るＦ値のF0を設定Ｆ値とする。そして、この設
定Ｆ値は深度によつて変える場合もあるし、変え
ない場合もある。 If the materials used and the construction method (the vertical and reciprocating behavior of the sand discharge/compaction member 5) are the same, the density of the sand in the constructed sand pile, that is, the strength of the constructed sand pile, is considered to be constant. Perform test driving with a constant pile strength, and from the measurement results, for example, create a correlation diagram of F, sand pile diameter, and original ground strength (N value) shown in Figure 3, and calculate the design original ground strength N 0 Based on this, the F value F 0 corresponding to the sand pile diameter (700 mm in the case of the figure) is determined as the set F value. This set F value may or may not change depending on the depth.
なお、この試験打ち時の測定においては、Ｆの
測定は前述のようにしてなされ、砂杭径の測定は
砂杭造成用中空管１に付属する深度計と砂面計
（共に図示しない）を用いて従来周知の手法でな
され、原地盤強度の測定は、通常の試験機による
外、その説明は省略するが砂杭造成用中空管１を
利用してなすことができる。 In addition, in the measurement during this test driving, F was measured as described above, and the sand pile diameter was measured using the depth meter and sand level meter (both not shown) attached to the hollow pipe 1 for sand pile construction. The strength of the original ground can be measured using a conventional testing machine or, although the explanation thereof will be omitted, using a hollow pipe 1 for sand pile construction.
計器２０で検出Ｆ値と設定Ｆ値（F0）を比較
した結果、両者が一致しないと、信号が制御装置
２２に送られ、これから出された制御信号によ
り、造成砂杭径に関係する要素、例えば巻取りウ
インチ１０の巻取り速度が制御される。 As a result of comparing the detected F value and the set F value (F 0 ) with the instrument 20, if the two do not match, a signal is sent to the control device 22, and the control signal issued from this is used to determine the factors related to the sand pile diameter. For example, the winding speed of the winding winch 10 is controlled.
そして、実際の原地盤強度がN0より大きい所
では検出Ｆ値はF0を上廻り、巻取りウインチ１
０は速くされて、杭径は700mmより小さくされ、
実際の原地盤強度がN0より小さい所ではこれと
逆になる。 Then, in places where the actual ground strength is greater than N 0 , the detected F value exceeds F 0 , and the winding winch 1
0 is made faster, the pile diameter is made smaller than 700mm,
The opposite is true where the actual ground strength is lower than N 0 .
この砂杭径制御の補助手段として、周囲の地盤
に対して間けつ的にジエツトを作用させることも
考えられる。 As an auxiliary means for controlling the sand pile diameter, it is also possible to apply jets to the surrounding ground intermittently.
なお、実際のＦ一定の管理においては、F0の
上下に多少の巾を持たせて、検出Ｆ値がその上限
と下限の間に収まるようにするのが普通である。 Note that in actual management of a constant F, it is common to provide some width above and below F 0 so that the detected F value falls between the upper and lower limits.
このようにして、Ｆが設定値を保つように砂杭
径を制御すると、原地盤強度の変化に応じて砂杭
径が変化するため、均一な改良地盤が得られるこ
とは、第２図の模式図に示す通りであつて、図
中、ａは設計用原地盤強度、ｂは実際の原地盤強
度、ｃは改良地盤強度である。 In this way, if the sand pile diameter is controlled so that F maintains the set value, the sand pile diameter will change according to changes in the original ground strength, so a uniform improved ground can be obtained, as shown in Figure 2. As shown in the schematic diagram, in the diagram, a is the design original soil strength, b is the actual original soil strength, and c is the improved soil strength.
以上、砂杭強度を一定として砂杭径を変化させ
る場合について説明したが、砂杭径を一定として
砂杭強度を変化させる場合および砂杭径と砂杭強
度の双方を変化させる場合も、同様な手法でＦが
一定になるように可変値を制御することにより、
地盤を均一に改良する砂杭造成を行うことができ
る。 Above, we have explained the case of changing the sand pile diameter while keeping the sand pile strength constant, but the same applies to the case of changing the sand pile strength while keeping the sand pile diameter constant, and the case of changing both the sand pile diameter and sand pile strength. By controlling the variable value so that F is constant using a method,
Sand piles can be constructed to uniformly improve the ground.
そして、砂杭径を一定として砂杭強度を変化さ
せる場合は、例えば、砂排出兼締固め部材５の上
下往復動に微振動を付加したり付加しなかつたり
すること、および付加している微振動の振動数と
振巾の何れか一方または双方を変化させることが
考えられ、また、砂杭径と砂杭強度の双方を変化
させる場合は、例えば、砂排出兼締固め部材５の
上下往復動の速度やストローク長を変えることが
考えられる。 When changing the sand pile strength while keeping the sand pile diameter constant, for example, it is possible to add or not add a slight vibration to the vertical reciprocating motion of the sand discharge/compaction member 5, and to change the added slight vibration. It is possible to change one or both of the frequency and amplitude of vibration, and when changing both the sand pile diameter and sand pile strength, for example, the sand discharge and compaction member 5 can be reciprocated up and down. It is possible to change the speed of movement and stroke length.
以上の説明から明らかなように、本発明では、
砂杭造成用中空管の下端部に設けた砂排出兼締固
め部材を強制上下動機構により作動させながら砂
杭を造成する過程において、砂排出兼締固め部材
の押力が設定値を保つように、造成砂杭径と造成
砂杭強度の何れか一方若しくは双方を変化させて
いるので、強度にばらつきがある原地盤を均一な
改良地盤にする砂杭造成工事を合理的にしかも効
率良く行うことができ、品質が保証された改良地
盤をうることができる。 As is clear from the above description, in the present invention,
During the process of building sand piles, the sand discharge and compaction member installed at the lower end of the hollow pipe for sand pile construction is operated by a forced vertical movement mechanism, and the pushing force of the sand discharge and compaction member remains at the set value. As described above, since either or both of the sand pile diameter and the strength of the sand pile are changed, the sand pile construction work can be done rationally and efficiently to transform the original ground with uneven strength into uniform improved ground. It is possible to obtain improved ground with guaranteed quality.
なお、以上の説明は砂杭についてなされている
が、砂に代えて砂利、砕石、鉱滓、石灰、その他
の砂類似材料を用いた場合にも本発明は適用され
る。 Although the above explanation has been made regarding sand piles, the present invention is also applicable to cases where gravel, crushed stone, slag, lime, or other sand-like materials are used instead of sand.
第１図は本発明の一実施態様の説明図、第２図
は地盤の改良態様を示す模式図、第３図はＦ設定
の説明図である。
なお、図中、１：砂杭造成用中空管、２：中空
管、３：外管、４：砂排出兼締固め部材、５：液
圧シリンダ装置。
FIG. 1 is an explanatory diagram of one embodiment of the present invention, FIG. 2 is a schematic diagram showing an aspect of soil improvement, and FIG. 3 is an explanatory diagram of F setting. In the figure, 1: hollow pipe for sand pile construction, 2: hollow pipe, 3: outer pipe, 4: sand discharge and compaction member, 5: hydraulic cylinder device.
Claims (1)
締固め部材を強制上下動機構により作動させなが
ら砂杭を造成する過程において、砂排出兼締固め
部材の押力が設定値を保つように、造成砂杭径と
造成砂杭強度の何れか一方若しくは双方を変化さ
せることを特徴とする砂杭造成工法。1. In the process of building a sand pile while operating the sand discharge and compaction member installed at the lower end of the hollow pipe for sand pile construction by a forced vertical movement mechanism, the pushing force of the sand discharge and compaction member reaches the set value. A sand pile construction method characterized by changing either or both of the diameter of the sand pile and the strength of the sand pile so as to maintain the same.
Priority Applications (16)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP4763082A JPS58164814A (en) | 1982-03-25 | 1982-03-25 | Sand pile formation work |
| AU88128/82A AU552443B2 (en) | 1981-09-22 | 1982-09-08 | Compacting soils |
| DK413282A DK413282A (en) | 1981-09-22 | 1982-09-16 | METHOD AND APPARATUS FOR FOUND BASEMENT IMPROVEMENT |
| US06/419,313 US4487524A (en) | 1981-09-22 | 1982-09-17 | Method and apparatus of forming sand piles for improving a soft ground |
| SE8205390A SE8205390L (en) | 1981-09-22 | 1982-09-20 | SET AND DEVICE FOR SHAPING SAND PILLARS FOR AMPLIFYING LOS MARK |
| IT49138/82A IT1149086B (en) | 1981-09-22 | 1982-09-20 | PROCEDURE AND APPARATUS TO FORM SAND POLES TO IMPROVE SOFT SOIL IN A CONTROLLED WAY |
| KR8204233A KR860001923B1 (en) | 1981-09-22 | 1982-09-20 | Method and apparatus for making a sand pile in the weak foundation |
| GB08226827A GB2106960B (en) | 1981-09-22 | 1982-09-21 | Method and apparatus for forming sand piles for improving soft ground |
| MX194467A MX154481A (en) | 1981-09-22 | 1982-09-21 | IMPROVEMENTS IN METHOD AND APPARATUS TO FORM SAND PILES TO IMPROVE A SOFT SOIL |
| FR8215881A FR2513283B1 (en) | 1981-09-22 | 1982-09-21 | METHOD AND APPARATUS FOR FORMING VERTICAL SAND DRAINS FOR SOIL IMPROVEMENT |
| DE3234918A DE3234918C2 (en) | 1981-09-22 | 1982-09-21 | Method and device for forming sand piles for consolidating soft ground |
| NO823193A NO823193L (en) | 1981-09-22 | 1982-09-21 | PROCEDURE AND APPARATUS FOR ANTIFICATION OF ANGLES FOR AA IMPROVE BLOOD FOUNDATION |
| NLAANVRAGE8203652,A NL189868C (en) | 1981-09-22 | 1982-09-21 | DEVICE FOR SOFT-GROUNDING SOIL COLUMNS IMPROVING SOIL. |
| BR8205533A BR8205533A (en) | 1981-09-22 | 1982-09-21 | PROCESS AND APPARATUS FOR FORMING SAND HILLS FOR IMPROVING A SOFT LAND |
| PH27899A PH20304A (en) | 1981-09-22 | 1982-09-22 | Method and apparatus of forming sand piles for improving a soft ground |
| MY355/87A MY8700355A (en) | 1981-09-22 | 1987-12-30 | Method & apparatus for forming sand piles for improving soft ground |
Applications Claiming Priority (1)
| Application Number | Priority Date | Filing Date | Title |
|---|---|---|---|
| JP4763082A JPS58164814A (en) | 1982-03-25 | 1982-03-25 | Sand pile formation work |
Publications (2)
| Publication Number | Publication Date |
|---|---|
| JPS58164814A JPS58164814A (en) | 1983-09-29 |
| JPS642725B2 true JPS642725B2 (en) | 1989-01-18 |
Family
ID=12780536
Family Applications (1)
| Application Number | Title | Priority Date | Filing Date |
|---|---|---|---|
| JP4763082A Granted JPS58164814A (en) | 1981-09-22 | 1982-03-25 | Sand pile formation work |
Country Status (1)
| Country | Link |
|---|---|
| JP (1) | JPS58164814A (en) |
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH07315365A (en) * | 1994-05-18 | 1995-12-05 | Masao Kusano | Storage box |
Families Citing this family (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| US6881013B2 (en) | 2003-06-19 | 2005-04-19 | Fudo Construction Co., Ltd. | Sand pile driving method |
| US9174511B2 (en) | 2009-07-10 | 2015-11-03 | Keihin Corporation | Vehicular air conditioning apparatus |
Family Cites Families (2)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| CA1056043A (en) * | 1976-06-07 | 1979-06-05 | Northern Telecom Limited | Optoelectronic devices with control of light propagation |
| JPS5820332B2 (en) * | 1979-01-19 | 1983-04-22 | マップエンジニアリング株式会社 | Sand pile creation device |
-
1982
- 1982-03-25 JP JP4763082A patent/JPS58164814A/en active Granted
Cited By (1)
| Publication number | Priority date | Publication date | Assignee | Title |
|---|---|---|---|---|
| JPH07315365A (en) * | 1994-05-18 | 1995-12-05 | Masao Kusano | Storage box |
Also Published As
| Publication number | Publication date |
|---|---|
| JPS58164814A (en) | 1983-09-29 |
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