JP4036262B2

JP4036262B2 - Consolidation management method

Info

Publication number: JP4036262B2
Application number: JP2002317205A
Authority: JP
Inventors: 正典岩城; 健深沢; 博文田口; 信幸山根
Original assignee: Toa Corp
Current assignee: Toa Corp
Priority date: 2002-10-31
Filing date: 2002-10-31
Publication date: 2008-01-23
Anticipated expiration: 2022-10-31
Also published as: JP2004150147A

Description

【０００１】
【発明の属する技術分野】
本発明は、造成地盤の品質を面的に把握し管理する造成地盤の締固め管理方法に関する。
【０００２】
【従来の技術】
従来、地盤を造成する際には、それに使用する土砂を地盤上に盛土し、振動ローラ等で締固めることが通常行なわれていた。しかしながら、締固めた後に、充分締固まっているかどうかを種々の試験により確認を行なっていた。
【０００３】
そこで、路床や路盤等に対しては、局部的に地盤の試験を行なっていたが、実際に試験をしても限られた局部的な試験しか行なっていないので、全体がそれで良いかは実際には判らず、より多くの地点で試験を行なったり、場合によっては過大に試験を行なっている場合もあり、造成地盤の品質管理が効率的に行なわれておらず、造成された地盤の状態を迅速に、かつ精度良く把握することができなかった。
【０００４】
そこで、本発明者等は、地盤の密度を管理することによって、従来まで行なわれた試験に代わって造成地盤の品質を面的に把握し、管理することができないかということに着目して本発明を案出した。
【０００５】
【発明が解決しようとする課題】
本発明は、使用する土砂を所定の方法で締固めた際の乾燥密度と、修正ＣＢＲ値または支持力係数または弾性係数との相関関係を予め把握しておき、造成に使用する土砂の湿潤重量、体積、含水比を測定し、埋立てする地盤高さを測量し、揚土し、敷き均した地盤高さを測量し、さらに転圧直前・直後の地盤高さ等を測定することにより転圧後の湿潤密度を算定し、既知の含水比から算定する乾燥密度と、予め把握した相関関係より、所定の値を満足するかどうかの造成地盤の品質を面的に迅速、かつ精度良く把握し管理できる造成地盤の締固め管理方法を提供する。
【０００６】
【課題を解決するための手段】
本発明は、造成に使用する土砂を所定の方法で締固めた際の乾燥密度と、修正ＣＢＲ値または支持力係数または弾性係数の値との相関関係を、予め把握しておき、土運船内の土砂の湿潤重量、体積、含水比を測定した後、造成場所の地盤高さを測量し、リクレーマ船等で揚土した後、ブルドーザで敷き均し、敷き均した直後の高さを測量し、転圧直前に地盤の高さを測量し、振動ローラで転圧し、転圧後の高さを測量し、転圧面積と転圧後の層厚と湿潤重量から転圧後の湿潤密度を算定し、既知の含水比から乾燥密度を算定し、算定した乾燥密度と前記予め把握した管理項目の修正ＣＢＲ値、支持力係数、弾性係数等の数値との相関関係により、所定の値を満足しているかどうかを判断する直接揚土の場合の造成地盤の締固め管理方法からなり、また上記の管理方法における一連の工程内のリクレーマ船等で揚土した後、ダンプトラックで土砂を造成場所へ運搬し、上記の管理方法におけるブルドーザで敷き均し、敷き均した直後の地盤の高さを測量する以降の一連の工程を継続する造成地盤の締固め管理方法からなる。
【０００７】
そして、またさらに、上記の管理方法における一連の工程内の土運船内の土砂の重量、体積、含水比を測定した後、揚土後の体積をレーザプロファイラー等で測量し、造成場所の地盤の高さを測量し、ダンプトラックで土砂を造成場所へ運搬し、運搬した土砂の体積を算出し、運搬した土砂の湿潤重量を算出した後、前記の管理方法におけるブルドーザで敷き均し、敷き均した直後の地盤の高さを測量する以降の一連の工程を継続する造成地盤の締固め管理方法からなる。
【０００８】
【発明の実施の形態】
以下図面を参照して本発明の造成地盤の管理方法の各実施の形態につき説明する。
【０００９】
まず、造成に使用する土砂を直接揚土する場合の一実施形態における造成地盤の締固め管理方法について説明する。
【００１０】
最初に造成に使用する土砂を所定の方法で締固めた際の乾燥密度と、修正ＣＢＲ値または支持力係数または弾性係数との相関関係を予め把握しておくが、例えば参考までに、舗装構造において要求される品質として、上部構造物や車両荷重を支える支持力の設計上のＣＢＲ値、弾性係数、支持力係数等の仕様値は下記の通りである。
【００１１】
【表１】

土運船内の土砂の重量Ｗ_t1をメリックスケール等により、また土砂の体積Ｖ₁を検収作業等により、さらに土砂の含水比ｗ₁を実測により夫々測定する。
【００１２】
そこで、図１に示すように揚土及び敷き均し前の造成場所の地盤２の天端高さＨ₁を測量するが、本実施形態では、図１に示すサンドバギー３のハンドル４側に、パソコン及びＲＴＫＧＰＳアンテナ装着用の治具を取り付け、その治具に、ハードディスク及び冷却ファンを取り除いて、フラッシュメモリで作動し、タッチパネルで操作するパソコン及びＲＴＫＧＰＳ受信機をそのパソコン自体の発熱によっても作動可能な温度を保つのに必要な空間を有し、かつタッチパネルを操作可能な状態に収納したボックス５とＲＴＫＧＰＳアンテナ６および傾斜計を取り付けて、パソコンディスプレイに表示した測線に沿わせてサンドバギー３を走行させ、傾斜計で補正しながら三次元座標を測量することにより、ＧＰＳとレーザープロファイラー等によって造成場所の地盤２の天端高さＨ₁を測量する。
【００１３】
次に、リクレーマ船等によって土砂を揚土し、図１のサンドバギー３による測量直後に図２のごとく、図１のサンドバギーと同様な機能を有するブルドーザ８で敷き均しを行い、敷き均した直後の地盤の高さＨ₂をブルドーザ８で測量し、敷均層厚Ｔ₁を、Ｔ₁＝Ｈ₂−Ｈ₁で得る。
【００１４】
さらに、図３において、敷均時から転圧前までの沈下量Ｓ₁を図１と同様な機能を有するサンドバギー３により測量し、沈下量Ｓ₁を、Ｓ₁＝Ｈ₂−Ｈ₃で求めた後、図４のごとく図１のサンドバギーと同様な機能を有する振動ローラ９により転圧し、振動ローラ９で転圧後の地盤天端高さＨ₄を測量し、転圧層厚Ｔ₂を、Ｔ₂＝Ｔ₁−（Ｈ₃−Ｈ₄）で求める。
【００１５】
上記の工程の間、土運船におけるメリックスケールにより、土砂の湿潤重量Ｗ_t1と含水比ｗ₁を測定しておくことにより、敷き均し湿潤密度ρ_t1は、敷均層厚Ｔ₁と敷均面積Ａとから、ρ_t1＝Ｗ_t1／（Ｔ₁×Ａ）で算定され、敷き均し時乾燥密度ρ_d1はρ_d1＝ρ_t1／（１＋ｗ₁／１００）で算定され、さらに転圧層厚Ｔ₂と転圧高さＨ₄から、圧縮沈下量βは、β＝（Ｔ₁−Ｔ₂）／Ｔ₁。
転圧面積Ａから、転圧時湿潤密度ρ_t2は、ρ_t2＝ｗ_t1／（Ｔ₂×Ａ）で算定され、転圧時乾燥密度ρ_d2はρ_d2＝ρ_t2／（１＋Ｗ₁／１００）と算定され、以上の工程の繰り返しによる転圧層数をｎとすると、造成層厚はΣＴ₂、全沈下量はΣＳ₁、平均乾燥密度ρ_dave＝Σρ_d2／ｎで算定され、算定した乾燥密度と、予め求めた修正ＣＢＲ値又は支持力係数又は弾性係数の値との相関関係により、図５の造成地盤１０が所定の値を満足しているかどうかを判断し、造成地盤１０の状態を把握することができる。
【００１６】
次に、造成に使用する土砂を間接揚土し、その施工区域が１箇所の場合の他の実施形態における造成地盤１０の締固め方法について説明する。
【００１７】
使用する土砂を所定の方法で締固めた際の乾燥密度と修正ＣＢＲ値又は支持力係数又は弾性係数との相関関係を予め把握しておく工程は、前記の実施形態と同様であり、さらに揚土船で土砂の重量Ｗ₁、体積Ｖ₁及び含水比ｗ₁を測定の後、一方では図１と同様にサンドバギー３で造成場所の地盤２の高さＨ₁を測量し、他方ではリクレーマ船等で揚土する。
【００１８】
次に、ダンプトラックで土砂を造成場所へ運搬し、図２に示したようにブルドーザ８により敷き均し時の地盤天端高さＨ₂を測量し、敷均層厚Ｔ₁を、Ｔ₁＝Ｈ₂−Ｈ₁で求め、図３において、敷き均し時から転圧前までの沈下量Ｓ₁を、サンドバギー３により測量し、沈下量Ｓ₁＝Ｈ₂−Ｈ₃で求め、図４に示す振動ローラ９により、転圧時の地盤天端高さＨ₄を測量し、転圧層厚Ｔ₂を、Ｔ₂＝Ｔ₁−（Ｈ₃−Ｈ₄）で求める。
【００１９】
以上の図２に示すブルドーザ８で敷き均し、その直後の地盤の高さを測量する工程以降は、図１から図５までの前記実施形態と同じ工程の測量を行い、図５の造成地盤１０が所定の値を満足しているかどうかを判断し、造成地盤１０の状態を把握することができる。
【００２０】
なお、この実施形態におけるダンプトラックによる土砂の運搬（重ダンプ）では、湿潤重量Ｗ_t1、体積Ｖ₁、含水比ｗ₁はいずれも変化しないものとする。
【００２１】
さらに、造成に使用する土砂を間接揚土し、複数の施工区域がある場合のさらに他の異なる実施形態における造成地盤の締固め方法について説明する。
【００２２】
この場合も土運船内の土砂の重量Ｗ₁、体積Ｖ₁及び含水比ｗ₁を測定するまでの工程は先に述べた図１から図５の実施形態と同じであり、土運船からリクレーマ船により揚土後の体積Ｖ₂をリクレーマ船のレーザプロファイラー等で測量し、体積変化率αを、α＝Ｖ₁／Ｖ₂で算定する。なお、上記揚土後の土砂の湿潤重量Ｗ_t1及び含水比ｗ₁はいずれも変化しないものとする。
【００２３】
また、図１のサンドバギー３により造成場所の地盤２の敷き均し前の前測で地盤天端高さＨ₁を測量した後、ダンプトラックで土砂を運搬するが、その後の図２のブルドーザ８による敷均作業、図３のサンドバギー３による沈下量Ｓ₁の測量、図４の振動ローラ９による転圧、そして図５の造成地盤１０の特性の把握の各工程は、前記の各実施形態におけると同様な工程を継続する。
【００２４】
なお、ダンプトラックによる土砂の運搬における湿潤重量Ｗ_t3は、ダンプ運搬後の残留体積の実測値をＶ_Rとした体積Ｖ₃＝（Ｖ₂−Ｖ_R）、またはダンプに積み込んだ土砂の体積の実測値をＶ₃として、Ｗ_t3＝Ｗ_t3×Ｖ₃／Ｖ₂であり、含水比ｗ₁は変化しないものとする。
【００２５】
【発明の効果】
以上説明した本発明の造成地盤の締固め管理方法によれば、使用する土砂を所定の方法で締固めた際の乾燥密度と、修正ＣＢＲ値または支持力係数または弾性係数との相関関係を予め把握しておき、造成に使用する土砂の重量、体積、含水比を測定し、埋立した地盤高さ、敷き均した地盤高さ、転圧直前・直後の地盤高さ等を測定することにより、転圧後の湿潤密度を算定し、既知の含水比から算定する乾燥密度と予め把握した相関関係より、所定の値を満足するかどうかの造成地盤の品質を面的に迅速に、かつ精度良く把握することができる。
【００２６】
従って、本発明を採用することにより、従来のごとく、多数の地点で試験をおこなったり、過大に試験を行なう必要がなくなり、造成地盤の品質管理を面的に効率良く管理でき、品質管理を向上させる上で有効である。
【図面の簡単な説明】
【図１】敷き均し前の地盤天端高さをサンドバギーで測量する説明図である。
【図２】ブルドーザにより敷均時の地盤天端高さを測量する説明図である。
【図３】図２に続く転圧前までの沈下量をサンドバギーで測量する説明図である。
【図４】図３に続く振動ローラにより転圧時の地盤天端高さを測量する説明図である。
【図５】図４までの測量後の算定により造成地盤の特性を把握する説明図である。
【符号の説明】
２地盤
８ブルドーザ
９振動ローラ
１０造成地盤
Ｗ₁ 土砂の重量
Ｖ₁ 土砂の体積
ｗ₁ 土砂の含水比[0001]
BACKGROUND OF THE INVENTION
The present invention relates to a compaction ground compaction management method for grasping and managing the quality of the ground.
[0002]
[Prior art]
Conventionally, when creating the ground, it has been usual to deposit earth and sand used for the ground on the ground and compact it with a vibration roller or the like. However, after compaction, it was confirmed by various tests whether it was sufficiently compacted.
[0003]
Therefore, although the ground test was performed locally on the roadbed and roadbed, etc., only a limited local test was performed even if the test was actually performed. In some cases, testing is performed at more points, and in some cases, excessive testing is performed, and quality control of the created ground is not performed efficiently, and the condition of the created ground Could not be grasped quickly and accurately.
[0004]
Therefore, the present inventors pay attention to whether the quality of the created ground can be grasped and managed in place of the conventional tests by managing the density of the ground. Invented the invention.
[0005]
[Problems to be solved by the invention]
In the present invention, a correlation between a dry density when the earth and sand to be used is compacted by a predetermined method and a corrected CBR value, a bearing capacity coefficient, or an elastic coefficient is grasped in advance, and the wet weight of the earth and sand used for creation Measure the volume and water content, measure the height of the ground to be landfilled, measure the height of the ground that has been unearthed and spread, and measure the height of the ground immediately before and after rolling. The wet density after pressing is calculated, and the dry density calculated from the known water content ratio and the correlation obtained in advance are used to quickly and accurately determine the quality of the ground that will satisfy the specified value. Provide a compacted ground compaction management method that can be managed.
[0006]
[Means for Solving the Problems]
In the present invention, the correlation between the dry density when the earth and sand used for creation are compacted by a predetermined method and the value of the corrected CBR value, bearing capacity coefficient, or elastic coefficient is grasped in advance, and After measuring the wet weight, volume, and water content of the soil, we measure the ground height at the site where it was built, pump it up with a reclaimer, etc., level it with a bulldozer, and measure the height immediately after leveling. Measure the height of the ground just before rolling, roll with a vibrating roller, measure the height after rolling, and determine the wet density after rolling from the rolling area, layer thickness after rolling and wet weight. Calculate and calculate the dry density from the known water content ratio. Satisfy a predetermined value by the correlation between the calculated dry density and the numerical values such as the corrected CBR value, bearing capacity coefficient, and elastic coefficient of the management items obtained in advance. From the control method of compaction of the created ground in the case of direct excavation In addition, after excavating with a reclaimer ship etc. in the series of processes in the above management method, the earth and sand are transported to the creation site by a dump truck, leveled with a bulldozer in the above management method, and immediately after leveling It consists of a compacted ground compaction management method that continues a series of processes after surveying the height.
[0007]
And still further, after measuring the weight, volume and moisture content of the earth and sand in the ship in the series of steps in the above management method, measure the volume after unloading with a laser profiler etc. After surveying the height, transporting the earth and sand to the site where it was dumped, calculating the volume of the transported earth and sand, calculating the wet weight of the transported earth and sand, leveling with the bulldozer in the above management method, It consists of a compacted ground compaction management method that continues a series of processes after surveying the height of the ground immediately after.
[0008]
DETAILED DESCRIPTION OF THE INVENTION
Hereinafter, each embodiment of the management method of the created ground according to the present invention will be described with reference to the drawings.
[0009]
First, a compaction ground compaction management method in one embodiment in the case of directly unloading earth and sand used for creation will be described.
[0010]
First, the correlation between the dry density when the earth and sand used for creation are compacted by a predetermined method and the corrected CBR value, bearing capacity coefficient, or elastic coefficient is grasped in advance. As the quality required in the above, specifications such as the CBR value, the elastic coefficient, and the supporting force coefficient in the design of the supporting force for supporting the superstructure and the vehicle load are as follows.
[0011]
[Table 1]

The weight W _t1 of the earth and sand in the ship is measured by the Merrick scale, the volume V ₁ of the earth and sand is checked by an inspection operation, and the moisture content w _{1 of the} earth and sand is measured by actual measurement.
[0012]
Therefore, as shown in FIG. 1, the height H ₁ of the top end of the ground 2 at the construction site before unloading and leveling is measured, but in this embodiment, on the handle 4 side of the sand buggy 3 shown in FIG. A jig for mounting a personal computer and RTKGPS antenna is attached, and the hard disk and cooling fan are removed from the jig. The flash memory operates and the personal computer and RTKGPS receiver operated by the touch panel are also activated by the heat generated by the personal computer itself. Sand buggy 3 along the measuring line displayed on the personal computer display with the space required to maintain the possible temperature and the box 5 with the touch panel operated, the RTKGPS antenna 6 and the inclinometer are installed. GPS and laser profiler, etc. by measuring the 3D coordinates while running Therefore surveying the crest height H ₁ of ground 2 Construction place.
[0013]
Next, the earth and sand are unloaded by a reclaimer ship, etc., and immediately after surveying by the sand buggy 3 in FIG. 1, as shown in FIG. 2, the sand is leveled by the bulldozer 8 having the same function as the sand buggy in FIG. The height H ₂ of the ground immediately after the measurement is measured with the bulldozer 8, and the spread layer thickness T ₁ is obtained by T ₁ = H ₂ −H ₁ .
[0014]
Further, in FIG. 3, surveyed by sand buggy 3 having a similar function to subsidence S ₁ to rolling pre- and 1 from the time ShikiHitoshi, the subsidence S _1, at S ₁ = H ₂ -H ₃ After the determination, as shown in FIG. 4, rolling is performed by the vibrating roller 9 having the same function as the sand buggy of FIG. 1, the ground top height H ₄ after the rolling is measured by the vibrating roller 9, and the rolling layer thickness T ₂ is obtained by T ₂ = T ₁ − (H ₃ −H ₄ ).
[0015]
During the above process, by measuring the wet weight W _t1 and the water content w ₁ of the earth and sand with a merlic scale on an earth ship, the spread wet density ρ _t1 is equal to the spread layer thickness T ₁ and the spread. and a uniform area a, is calculated by _{_{ρ t1 = W t1 / (T}} 1 × a), when laid leveling dry density [rho _d1 is calculated by _{_{_{ρ d1 = ρ t1 / (1}}} + w 1/100), further compacting From the layer thickness T ₂ and the rolling pressure height H ₄ , the compression settlement amount β is β = (T ₁ −T ₂ ) / T ₁ .
From compaction area A, the rolling pressure time wet density _{_{_{ρ t2, ρ t2 = w t1}}} / are calculated by (T ₂ × A), the rolling pressure time dry density [rho _d2 is _{_{_{ρ d2 = ρ t2 / (1}}} + W 1/100 ), Where n is the number of compacted layers by repeating the above process, the formation layer thickness is ΣT ₂ , the total settlement is ΣS ₁ , and the average dry density ρ _dave = Σρ _d2 / n Based on the correlation between the dry density and the corrected CBR value, bearing capacity coefficient, or elastic coefficient value obtained in advance, it is determined whether or not the constructed ground 10 in FIG. 5 satisfies a predetermined value, and the state of the created ground 10 Can be grasped.
[0016]
Next, a method for compacting the formation ground 10 according to another embodiment in the case where the earth and sand used for the formation is indirectly pumped and the construction area is one will be described.
[0017]
The step of grasping in advance the correlation between the dry density when the earth and sand to be used is compacted by a predetermined method and the corrected CBR value, bearing capacity coefficient, or elastic coefficient is the same as that in the above-described embodiment. After measuring the weight W ₁ , volume V ₁ and water content w ₁ of the earth and sand with a clay ship, on the one hand, the height H ₁ of the ground 2 of the creation site is measured with the sand buggy 3 as in FIG. 1, and on the other hand the reclaimer Unloading by ship.
[0018]
Next, the dump truck transports the earth and sand to the creation site, and as shown in FIG. 2, the ground top height H ₂ at the time of spreading is measured by the bulldozer 8, and the spread layer thickness T ₁ is set to T _1. = H ₂ -H ₁ , and in FIG. 3, the amount of settlement S ₁ from the time of spreading and before rolling is measured by sand buggy 3, and the amount of settlement S ₁ = H ₂ -H ₃ is obtained, The ground top height H ₄ at the time of rolling is measured by the vibrating roller 9 shown in FIG. ₄ , and the rolling layer thickness T ₂ is obtained by T ₂ = T ₁ − (H ₃ −H ₄ ).
[0019]
After the step of laying and leveling with the bulldozer 8 shown in FIG. 2 and measuring the height of the ground immediately after that, the same steps as those in the above-described embodiment of FIGS. It can be determined whether 10 satisfies a predetermined value, and the state of the created ground 10 can be grasped.
[0020]
In addition, in the conveyance of the earth and sand by the dump truck (heavy dump) in this embodiment, the wet weight W _t1 , the volume V ₁ , and the water content ratio w ₁ are not changed.
[0021]
Further, a method for compacting the ground for formation in still another embodiment in the case where the earth and sand used for the formation is indirectly pumped and there are a plurality of construction areas will be described.
[0022]
Also in this case, the process until the weight W ₁ , volume V ₁ and water content w ₁ of the earth and sand in the earth ship is measured is the same as that of the embodiment shown in FIGS. The volume V ₂ after being unloaded by the ship is measured with a laser profiler or the like of the reclaimer ship, and the volume change rate α is calculated by α = V ₁ / V ₂ . It is assumed that the wet weight W _t1 and the water content ratio w ₁ of the earth and sand after the above earthing are not changed.
[0023]
In addition, after the ground top height H ₁ was measured by the sand buggy 3 in FIG. 1 before the leveling of the ground 2 at the construction site, the earth and sand are transported by the dump truck, but the bulldozer in FIG. The steps of leveling work 8, surveying the subsidence amount S ₁ by the sand buggy 3 in FIG. 3, rolling by the vibration roller 9 in FIG. 4, and grasping the characteristics of the ground 10 in FIG. Continue the same steps as in the form.
[0024]
The wet weight W _t3 in the transport of earth and sand by the dump truck is the volume V ₃ = (V ₂ −V _R ) where the actual measurement value of the residual volume after the dump transport is V _R , or the volume of the earth and sand loaded in the dump truck. _Assuming that the actual measurement value is V ₃ , W _t3 = W _t3 × V ₃ / V ₂ , and the water content w ₁ does not change.
[0025]
【The invention's effect】
According to the compaction ground compaction management method of the present invention described above, the correlation between the dry density when the earth and sand to be used is compacted by a predetermined method and the corrected CBR value, bearing capacity coefficient, or elastic coefficient is calculated in advance. By grasping and measuring the weight, volume and moisture content of the earth and sand used for creation, by measuring the height of the landfill, the leveled ground, the height immediately before and after rolling, The wet density after rolling is calculated, and the dry ground calculated from the known moisture content and the correlation obtained in advance are used to quickly and accurately determine the quality of the ground that satisfies the specified value. I can grasp it.
[0026]
Therefore, by adopting the present invention, there is no need to conduct tests at a large number of points or overtests as in the past, and the quality control of the created ground can be managed efficiently and in an improved manner. It is effective in making it happen.
[Brief description of the drawings]
FIG. 1 is an explanatory diagram for measuring the height of the top of the ground before leveling with sand buggy.
FIG. 2 is an explanatory diagram for measuring the height of the top of the ground at the time of spreading with a bulldozer.
FIG. 3 is an explanatory diagram for measuring the amount of settlement before rolling, following FIG. 2, with sand buggy.
FIG. 4 is an explanatory diagram for measuring the height of the top of the ground at the time of rolling by the vibrating roller following FIG. 3;
FIG. 5 is an explanatory diagram for grasping the characteristics of the created ground by calculation after surveying up to FIG. 4;
[Explanation of symbols]
2 Ground 8 Bulldozer 9 Vibrating roller 10 Land of preparation W ₁ Sediment weight V ₁ Sediment volume w ₁ Sediment moisture content

Claims

Preliminarily grasp the correlation between the dry density when the earth and sand used for preparation are compacted by a predetermined method and the value of the modified CBR value, bearing capacity coefficient or elastic coefficient, and wet the earth and sand in the earth transport ship After measuring the weight, volume, and water content, measure the ground height at the site of construction, unload it with a reclaimer, etc., level with a bulldozer, measure the height immediately after leveling, and immediately before rolling The height of the ground is measured, rolled with a vibrating roller, the height after rolling is measured, and the wet density after rolling is calculated from the rolling area, the layer thickness after rolling, and the wet weight. Whether the dry density is calculated from the moisture content of the water and whether the calculated dry density satisfies the predetermined value based on the correlation between the calculated CBR value, the bearing capacity coefficient, the elastic modulus, etc. How to control the compaction ground to determine whether or not.

After dumping with a reclaimer ship etc. in a series of steps in the management method according to claim 1, the earth and sand are transported to a building place by a dump truck, and spread and leveled with a bulldozer in the management method according to claim 1. A compacted ground compaction management method that continues a series of processes after the ground height is measured immediately after.

After measuring the weight, volume, and moisture content of the earth and sand in the ship in a series of steps in the management method according to claim 1, the volume after the earthing is measured with a laser profiler or the like, and the height of the ground at the creation site Surveying the soil, transporting the earth and sand with a dump truck, calculating the volume of the transported earth and sand, calculating the wet weight of the transported earth and sand, leveling with a bulldozer in the management method according to claim 1 A compaction management method for the ground that continues the series of steps after the ground level is measured immediately after leveling.