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&)* &00)$ 00 90 #,-²³ ´C*$ 00 µ< #¶? $ 0 · ¸ ¹N&8 
@A  #BºF$ 9»< &B+& 0

BC9B&J. Jpn. Soc. Soil Phys.
FRfµyNo. +*-, p. - +, ,**0

   !"#$   *The Technique for Improving Soil Physical Characteristics by Preventing theFormation of Soil Crust by Dressing the Sandy Pyroclastic Deposits
Yoshio YOKOI** Hokkaido College of Agriculture, Nishi-senbiri-,/ῌ+, honbetu, nakagawa-gun *23ῌ-01/, Japan
Abstract
E#ects of dressing pyroclastic deposits to the crust forming soils distributing in Biei hill area
are summarized as follows.
+) Crust forming soils in Biei hill area shows di$culty in plowing, which becomes the limiting
factor for the crop production. This soil is not clayey, but easily dispersed after rain fall, andreadily forms crust on drying.

This crust forming soil has remarkably large solid percentage,high bulk density, and low coarse porosity. The soil hardness also increases remarkably on
drying.
,) Pyroclastic deposits improves these soil physical properties, and the yield of ﬁeld crops
increase steadily by dressing the pyroclastic deposits to the thickness of /ῌ+* cm.

Largerdressing of pyroclastic deposit showed little e#ect on the yield of ﬁeld crops due to the decreaseof soil fertility.
-) Soil dressing decreased the speciﬁc resistance on traction when ﬁeld is plowed. Soil dressing of /ῌ+* cm thickness was e#ective enough to the decrease the speciﬁc resistance to the lowest
value.
.) Critical thresholds of the necessity of soil dressing for improving the physical properties ofsoils were evaluated. These values were (+) siltclay contents*.-/ kg kg+, (,) Crust hardness
*.2 MPa, (-) bulk density+.-/ Mg m-.

When either one of the three criteria is applicable, it isjudged that soil dressing is necessary.

The goal value of the improving soil texture was set at*.-/ kg kg+.
Key words : crust, pyroclastic deposits, soil dressing, hill area

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et al, +33,, +33/, +331 a ; +331 b ; +333 ,#? Q|#4}~z{i|i|>&P #%      D, G N" YZ

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



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'-.5 o'  *.+ L*+, D-. E/>-"./V `*G x *-.+0F D 12 +313 GH3456kPa G  -.+32.+ kPa

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¹º»¼

5



Distribution of pyroclastic deposits covering the Biei hill area in the middle-south part of
Kamikawa district (mapped according to Ikeda and Mukaiyama, +32-).



 

SCLLiC   

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BCDEF J sª *./+

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

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 LS 3*J &J  +.+ Mg m- 1
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kg

Table +

 #The moisture content of large soil clod
and the soil hardness after plowing up.

s(kg kg+)

(MPa)

*4,*
*4+/
*4*/

+4.
04,
.34*

#
»

(mm)
(,.)
(-,)
(.*)

'

J

(῏,) |p= $' µ¶3$·k9qo (rsῌ +32-) dvt23O!ῌ+  o p=9O , +G²k9  lm/j W|/j Ln/j - ,;$ ῍ QA X 9$e !+9Ce.!«9dO~§[\=g   h i /jO¢ ~X

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Oo!pqrsP (tuv ,**.)

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PO+* cm ¸  *.*3, kg

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-

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Table ,

E#ect of dressing pyroclastic deposits to the crust forming soils on the physical properties ofsoils.

<=>

[\]^
E
Q  LM   F4G noN pqr
s tu^ v lwxym lm- m-m lm- m-m lm- m-m lm- m-m lMg m-m lkg kg+m lMPamh ijk`lkg kg+m
lcmm

c

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SCL
SL
SL

*40,.
*4//1
*4/+3
*4./2

*4*//
*4*1*4+-2
*4+1/

*4*,/
*4*1,
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*4+2,

*4,30
*4,32
*4,,2
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+4,2
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z
z

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LiC
CL
CL

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*4.,0
*4.,3
*4-30

*4+-1
*4,1,
*4-**
*4-//

*4*/3
*4*0*
*4*11
*4*2+

*4,33
*4,.,
*4+3.
*4+02

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+4,,
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z
z

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*421
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LS
LS

z
z

z
z

z
z

z
z

+4+*
+4+2

z
z

z
z

+m Z/<=>% a T ,;<=>% b T,m Q *}0., kPa, 0.,}32.+ kPa,  32.+ kPa ~$ῌῌ- [\]^_`Ea012345EIcdefg
Table -

E#ect of dressing pyroclastic deposits to the crust forming soils on the chemical properties ofsoils.

c
lcg kg+m ^uy*.+ N c

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lcmm

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142
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.42
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+2*
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*4,3
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<=>

CEC

*.*1- m- m-  +/ cm  *.+1/ m- m-   !"lmg kg+m lmg kg+m

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./012345 #$67 8

8VELMNHI"JYW  RS Q

9: ,;<=>?@A +.,2 Mg m- $B

A *.+-1 m- m-  W V / cm CD)E ?F4GHI"J*.,1, m- m-  +/ cm  *.-// m- m- ?KELMNOP Q

V Z/<=>?KJ X

8      !"#$# %&'  #() *+    %,-.
#(%/0+123456

x +*- ¼ D,**0E

<=qCD@ErF<s. Y
GHIJ#tK.uv< Dwx+
,**.E-y-y, Lz@{d Mj|T}~23456 # "NO*1KTz P 23456 !KT 2345; !89:<= +2ῌ 7" !89: 2345; <=Q3.. MPa   +* cm = *.0 MPa >"#?

 +* cm =! $@% "?!

2*ῌ DUVWXY ,**/E -Z. 3,ῌ 5

A& 'B9:  / cm =P 1*ῌ >(<zRR#STP

 2345;<= ..+ MPa   +* cm!%*1

 *.3 MPa >?! C+ $@% "  / cm = + +* cm =[

*+?!

2345; *.2 MPa D+/ mmE s.+1#

D(ῌ,E )9:F" 

"23456

G-*0!  " 23456 -NOTd <= ,./ Mg ha+  / cm =

 H< #(+ ( IJ5K,-.+ Mg ha+  ,.ῌ $d-./L! 4MNOPQ# "IJ5K,+/ cm d?!

 +"0RS-107TU( 0RS2VG

0WX1

F YZ  ῌ- #$ 

! ! 
1#Z

f#( K\?!

0s.

 ]^_Od  / cm
>$d  +* cm = ,.20 Mg ha$@  CEC [\ ]^ 3&4_P`a

= ,2ῌ $d

5L!

 +/ cm $dPL!

>  pH b*  _P`

cde6?!

1 7 8 /f9 :!" *+ ;Kgh<= 

+ +* cm+ <! ! ]`  / cm =a$@!

P

! ! 

+* cm -Z.$d&'bc K\?}~"Us.+1

PP #(L!     ->i!" gdd <= -0.2 Mg ha+ d 1.ῌ

h"U?T )9:?j% kl

.! #(efK@mn<AT +* cm oB [\ / cm =dd ./.* Mg ha+ d]^K_P`?  ghK;p?#2*ῌ oB( ¡MI¢dd !89:< +,.+ Mg ha+ Q
$@ 5!>ha+ g-£!

 

 +* cm oB -- Mg

  +* cm $dPhiC'B9:  / cm = +/ cm =

$dP¤

¥¦6j <=P*¥§k }~!"¨l  #( %*1mnV' ©ª-F«"

UoB + 23456 .T# " ozdKMBT!

!Z/K\-?* z@m  }~T
-y-y- L¬­®z¬ j|T}~#L¬­®z¬¯}~-p°T 0 L
ῌῌ,Fig. ,

2345;»e

The relationship between the amountof dressed soil and the hardness of soil
crust.

z¬­®

±²q³r´"U µ3¶·$¸z¬¹±²sq³Q-Y - tusº!

(ῌ- £T#$ <= 0* kPa vw"U±²

sq³ $@%?!  / cm =

EF : 5+f$%Y&"a=G¹Jº58!E-&1) »¼

9

ῌ. a=-f$%Y& '& K
Table .

E#ect of dressing pyroclastic deposits to the crust forming soils on the yields of ﬁeld crops.

 9Mg ha7+;


c
9cm;

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/
+*
+/

ῌ-

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¡¢
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342 9 32;

+2
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32

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Fig. -

C9ῌ;¡¢; ,²*( c * cm 9t; J +** 8!E³tJb

8´>Le³
Relationship between the amount ofdressed soil and the speciﬁc resistanceof traction.

 .* kPa,  +* cm     
'$()

/ cm ! "# $%&*. 

ῌ.

8Bµ=¶·¸

Fig. . Change in contents of silt  clay in proportion to the amount of dressed soil.

61 cm)!/*8!0b! 9+, +33.; 35

 - -c,D0/  .d!E
8( LeTf"#gh8M/0!

0 -&1) HI ij,234Jkl

Em n5J +K o6,-+J
Kp4 q,DE8" "L, +* cm

+,-./0( 12345

1rs6c/( t8ghu7 v

5( -6/ 35 -*60* Mg m7+ 8!

8,wx@yz{J9|}~E:;% 930/ 9: +33+; 3<35

 $< ,**+; "#'=5JP+( =>?@AB( - cm

CD

1 > !0/4 UTS) 

E 9FG +323; HI( 'J +|(, '+JK?) q/

K8/L"# +, MN#5O PQ

8 L K!E# MGR!E#8 j h  ,/35 9FG +323;

ST U ) C Q! "#V@WX$%Y&Tf$%Y&~D0

WX$%Y&8!0( '-Z

E8 ,ABC WX+[0  /6+* cm, \]^(8_`a -.0./0( ya34V< 8? @  +*- ¼ ,**0

10

ῑῌ/ »
Table /

P-? @

Critical physical properties of soils indicating the necessity for the dressingof pyroclastic deposits.

 *

/6
f+

ab7dlcMdl kg kg 
4567jNkAL6 MPa
U V Mg mf-

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@?e<"'Jf"g*P-

/ῌ ῕

ΐ

&yg"HI*45678%?^'z;?"h*9: <P^! 
+ &yg 45678%? JKL"{i ! C So'Q-|

?

=TMV }~"'!?H(1*).     +32*  ! "#$% 
" & 

+j"k4567U"8%* 45678%? ?OlU


'!$

  () ")

Vm(VnZV 4d ?jN$j"km(VG, ; @ g\*

! *+

C "h(  /F+* cm 34h+" )* ((  !,!"# ;<)4 ?opN8P3-). /0"11$2 #
3  3$45678%&'9:(.;

l8)
- H5IJKLMNq5O (  /F+* cm PQ67RG()

<)=: >" 45678% &'**+*3"?#@,-./A0 B

? @g *+* Jr"s.*)."B()-./* ῌ ab7cM
d4 *.-/ kg kgf+ <) ῍ 4567jN *.2 MPa <)

()
1 ῏. 2C

349:+4DE /F+*

cm  ) G) H5IJKLMN5O /F῎ U V +.-/ Mg mf- <) ! ;i;

X)*P-/<Z+* cm PQ67RG8P* () 9

ῐS4 :3+";/<()
G) =T>%*06 45678%U(V῏tuonv  wx a>B*

y ")Z^z{() A | )C DEFG"HI*45678%?"JY

2¡R}¢£~¤¥¦§¨£~© ª x?

@W$$XA&Z[\ K῏. "L*A& ?2]3()=: /F+* cm "^_E`
6 1./ cm  ab7 c Md4e.DE *.-/kg kgf+ ! g*0*h()

ab7cMd4#i

?45678%*.2 MPa +/ mm AL

6O ( ;<)6P-()
" lQmM?RnC ? @So1?TS?"pq( U

V +.-/

Mg mf- WX YG( ZRr ,**.  U VV-[sZ).?"^  +313 : A |?²S% HIg² VM g³ A |´µ ?2 ¢¶b· pp. ,.3῏,0-.
Asgedom, G.G. and Hasegawa, S. (,**/) : The e#ect ofraindrop impact and initial soil conditions on
surface crust. J. Jpn. Soc. Soil Phys., +** : 0/῏1/.

&2¡°>3¸ +323 : &?2¡ "'g\@,9S tu( +.-/ Mg mf-

pp. +*1῏++,.

<)g\P-() ; -./ª¤w +331 : 

A06

1῏/ ^!B() G) ]vw

x  (M^#_CῌRn`^
$?#@,ab[\; ^ 2i

C¯" s῍ ῔ ῒ ῎"/<*4567jNkAL6

C«¬­®§£~"°)Z±V^z{()

"^_45678%

pq"¹*¤¥³ 2º¤b +. : .3῏
3/.
Casagrande, A. (+3.2) : Classiﬁcation and Identiﬁc- : <9:./0wug(ov ¼;]Z  

ation of Soils. Trans. ASCE, ++-, pp. 3*+῍33+.

  +3/* :  

Tanaka, U., Yokoi, Y. and Kyuma, K. (+33,) : Mor-

+1 : +03῍+1,.



ῌ





Nutr., -2 (.) : 0//῍00..
Tanaka, U., Wada, T., Yokoi, Y. and Kyuma, K. (+33/) :ῌ +32* : 



phological characteristics of soil surface crusts
formed under simulated rainfall. Soil Sci. Plant.

 +320 : ῌ pp. +3+῍,*/  

11

 ! "#Evaluation of crusting susceptibility of someJapanese soils based on water permeability and!   ., : --῍.*.

morphology of crusts. Soil Sci.Plant Nutr., .+ :$%& ' ,**+ : ()*+,-./01 !"#$!23%& $%& ' : pp. -.῍,0-῍,1..
Tanaka, U., Yokoi, Y., Kyuma, K. and Kosaki, T.
(+331 a) : Mechanisms and processes of crust for--/.

'()*ῌ45

6 +32- : $+,!7-"8

mation : I. E#ect of initial moisture conditions

9:./0 12;3 "<=>? 23 - :on aggregate stability and crusting. ibid., .- : 33῍+0-῍+1,.

+*1.

 +323 : $4Tanaka, U., Yokoi, Y., Kyuma, K. and Kosaki, T.

 BC8 +/* : 3+῍+32.

(+331b) : Mechanisms and processes of crust for-%9= +32- :  D=EFGHI pp.

mation : II. E#ect of slaking and impact of rain-

67@;A5

0,῍2, pp. +,-῍+,..

drops on crusting under di#erent moisture con-

%23= +311 : %23J:BF;%&ῌ
pp. ,.῍,/ %23= <,K=Lῌ>?

ditions. ibid., .- : +*3῍++/.
Tanaka, U., Yokoi, Y., Kosaki, T. and Kyuma, K. (+333) :@ῌMABC ,**. : <,N

Mechanisms and processes of crust formation :O ao PQRST/UVWXYZ

III. Relations between natural rainfall character-[\D +/ EFG]YC^

!$

"8! $%BFC^HI_ $%C^`a0/ pp. ++-῍++3.
bcCJῌKL

j W % .0 - : +1῍,+.

M +32. : N?

d A

HOhV WiXj + kl mI.n(o +- : 1*῍2/.
pῌq^

g? 03 0 : 0..῍0.2.

Jῌ-

ῌr"s` ,**+ : q9:.

/0r;st" W mI.
_ῌr"s` +33. : $ab"8 "O#./0 (>Jῌkl-Iῌ?mn +332 : $o-"; p<9:./0

2 !  ! ? /, : ,--῍,-3.

bcCJῌOPQRSῌ-TU +303 : efPg

YZ[\ῌ]5

istics and degree of crusting. ibid., ./ : /-1῍/.3.

5?}~ +33+ :   h wi<Nn(o ./ , : +*/῍+++.
Jῌkl-Iῌr"s` ,**. : o-";O;cde   1* : //῍0/.

t" uOwxv Ew;Jt ,*** : ug(o!

v2hOwx

yfiXz {|jC^

g? 1+ - :$xB8 20 : /1῍0-.

yz{|} ,**/ : ]~  p. +2-.

-+/῍-+0.

῍ῌst" "Owxvug(o  ¡W4oOY¢£7@;¤¥¢Y¦ ?

§CL¨LiC ;/0r 3©] ª ¤Y«4¬­ ®¯w­(°/±aP²³]

´ µYZ¶ A · ¸Yug(o¹v¦ A ug(ov;0 ]º]»º  ¤º(LM k +*- l m,**0n12





!"#$%&'()*+,-.( /) /0+* cm 1

2345678 9 :;<=.; / >?@ABCDEFGHIJK(LMNOIP6Q)RST5UP, ῌ VWXYZ3 *.-/ kg
kg[+ \8 ῍  *] 2 MPa \8 ῎ ^'3 +.-/ Mg m[- \81 _` a_b1)

cRQTd1efghij : ,**/ h 3 i +. j
fLhij : ,**0 h , i - j
J. Jpn. Soc. Soil Phys.
+¬:­®
No. +*-, p. +- ,, ,**0

 *ῌ**ῌ*ῌ***ῌ *****ῌ

Ageing Changes of Consolidated Farmland Foundation in Stepped Paddy Field
Chikara OGURA*, Kiyokazu NEMOTO**, Tamotsu FURUYA*, Hiroshi OSARI*, Takahiro SHIONO***and Hajime NARIOKA***** National Research Institute of Agricultural Engineering, ,ῌ+ῌ0 Kannondai, Tsukuba,
Ibaraki -*/ῌ20*3, Japan** Shirakawa-Omotegou Enviromental Network, +ῌ/ Omotegou-Horinouchi Shirakawa,
Fukushima 30+ῌ*.*2, Japan*** National Agricultural Research Center for Kyushu Okinawa Region, ,.,+ Suya, Koshi,
Kumamoto 20+ῌ++3,, Japan**** Graduate School of Bioresources, Mie University, +/11 Kurimamachiya-cho, Tsu,
Mie /+.ῌ2/*1, Japan
Abstract
The project areas to consolidate paddy ﬁelds have been shifting from ﬂat to sloping terrain
since around +32*.

Studies from various aspects on shifting to sloping areas were carried out tosolve the foreseeable problems about such consolidation of paddy ﬁelds.
nical problems occurred while implementing these projects.

However, further tech-For example uneven rice growing

areas appeared in the central areas of paddy lots after consolidation. Areas where rice was
growing unevenly were becoming overlaid with piled surface soil during consolidation works.
The survey revealed the lack of plowsole, and sedimentation of the original surface soil occurredin the same location where uneven rice was growing right after consolidation. The survey also
revealed that the uneven rice ﬁelds remained after +/ years of consolidation, and that bearing
capacity of foundation soil around the central part of a paddy lot was lower than the periphery.
The consolidations have long-term e#ects on the conditions of soil and rice cultivation. Therefore, it is important to consolidate farmland foundations in order to make farmland adequate forrice production.
Key words : Stepped paddy ﬁeld, Farmland consolidation, Plowsole, Bearing capacity+    MN;</+32* OPQ"RSTU!VWLXYZ[!"#$%&'()\G]^_EH=`a;<D=/ 7 bcdce*+,-./ "+01,234% 567;"RS /0῍ Lfg_ +32, Ohi8(9:;</ 0=> ?@ A? BC<=D+* a j@kl

E" F23GH.4%ID=9:,JKL;<D=V_ bce" ,1.-῍ 6rs Ft

* uCvwxy z-*/ῌ20*3 {|}~ ,ῌ+ῌ0**   z30+ῌ*.*2 }  +ῌ/*** Fwx z20+ῌ++3, }p ,.,+**** M&v&v¡2:¢£vwx¤ z/+.ῌ2/*1 M}¥¦§¨¨ +/11 : RS TU ! ©ª «

!mn=RSop"qcL /0.-῍HI W +*- ¼ ,**0

14  +33*

FzG +32, & ?@  &J   

!"#$%&   '()*+,-.) /,&0 ED-D

12&340 +302  

56789:;< & = egGJuHIJ2 KD G +32- E gijk  
G K.)''S& ijL&@MN,OD 9:4P ¡F ¢QG +32- 

G& , yD£RggS 9:,O E&a{D>?@ /AB  8l-nG&0iyz¤S¥K) ?!

&0C 56789:;< +31, 'DE'FG) H>/AB    {¦&JN)OI&J?@KLM   &J%%§¨ HEC©&!|&@N) OPLM'DC) H)H'4`! ¦HIJ2'

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Uneven rice growing of ﬁrst planting
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Fig. .

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Soil proﬁle before and after consolidation.

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Bearing capacity before and after consolidation.

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Hm"nop:2(+*Q:q1r6 j  +/;F)*+s HIAKL m \] Vtu, vwL:x2yz{1s}~,i%2*Q:"q1r:2(6 Qcd,

M5P|

?@/, r1

m u#*5XQ:Z{+*:1%6
; : ,**0 ; +  +0 Y; : ,**0 ; .  +, 
J. Jpn. Soc. Soil Phys.
q©ª«
No. +*-, p. ,- -* ,**0   
*ῌ *ῌ

*Critical Flocculation Concentration of Montmorillonite, Beidelite, Illite
and their Mixed Suspensions
Machiko SUZUKI*, Taku NISHIMURA* and Makoto KATO** United Graduate School, Tokyo University of Agriculture and Technology,
Saiwaicho, Fuchu +2-ῌ2/*3, Tokyo Japan
Abstract
Little is known about colloidal properties of beidelite, a member of smectite group.
colloidal behavior of mixed-clay suspension is not wholly clear.

Also,

In this study, critical ﬂoccula-tion concentration (CFC) of Na-saturated montmorillonite, beidellite and illite suspension, and of
mixtures between of them was measured.

Na-saturated clay minerals having diameter smaller

than , mm were mixed with NaCl solution to prepare di#erent electrolyte concentration. Flocculation of these suspensions was detected by transmission of 1** nm wave length light. CFCs ofmontmorillonite, beidellite and illite were *.*,, *.**/ῌ*.*+, and *.*+,/ῌ*.*,/ mol L +, respectively,
depending on clay concentration of *.- to *.+ kg m -.

CFCs of the mixed clay suspension were

smaller than the greater CFC of the either single clay suspension.

Observation of ﬂocs and x-ray

di#raction pattern suggested that binding between di#erent clay minerals occurred in the processof ﬂocculation.
Key words : Flocculation, Critical Flocculation Concentration, Montmorillonite, Beidellite, Illite+    al., '+322,  pq$ + kg m - : pH $ 3.2 
Na lmn$ NaCl  *.*.. mol L + :yzi&~VWcd- ?xpqCBA

!"#$%& '()ῌ*+ +32.,- cd] XvyztuaUbi&~pq./0 123456789:;<a + kg m - i&~acAB&- d $=>?@AB&- !"#CBA DEF$G

x '+332,  Na lmnXvyza

HB$ IJK:LM 'Egashira and Otsubo, +32-,

Ubc pq *.+- kg m - lmn$ pH+* : *.*+

4NOPQRST&UM 'Nishimura et al., ,**+,

*.*- mol L +  NaCl :yzcd~VW$VW?@AB&- Chatterjee et al., '+333,  XY

cAB&- ῌo '+330,  pq - kg m - :Z[\!"#]^_`aUbcd$ !"pH+*  Na  *.*+, mol L + #ef\ghi&jkcABHB- NaCl :yztuH&~VWcd- Oster et al.,lmnopqrstu$Xvtuwxyztu'+32*,  Na lmn CFC  pq{|}i&~ga  yz 'Critical *./- kg m -  *.*+, mol L + Hd~cA

Flocculation Concentration, CFC, ~- Keren etB&-*  ¡*[*[¢ £+2-ῌ2/*3 ¤¥o¦§¨ -ῌ/ῌ2 : Xv yz  yz  !"# #



24

 Oster et al., +32*  Na 
CFC   + kg m -  , kg m *.*// mol L+R Li 45 

 Arora and Cole-man +313  Na  2.- L +?, b +*- ¼ ,**0

X 67 @RXR 

8 K 45 Mg 45[

@ X 67%

XR X 67 PQ < =<S24
hU f7R

CFC  pH  1 !" *.**3 mol L +  *.+2/ mol_&9  > @ &>#$%  Goldberg and Forster

7, DLVO ?@ AB Keren et al.,+33*  Na    +* kg m +322 ; Hsu and Liu, +332 Keren et al., +322 S

pH  1  1.0 & CFC  *.*3 mol L + +332 *.+. mol L + 

$%

*.+- kg m -  + kg m -  DLVO ?@C\D=-'( )*+,& , : + -.

CFC

 / Na 010234  Na 

5

6 7 

CFC  CFC ' 

%89 :;< =)*)* Na 010234 

Y  $% ))*  *.+ kg m - *.+/ kg m - *., kg m - *.- kg m  %C 

.

%89



CFC

7> ? @A  . 8B

g% ,   *.- kg m -@ACῌ:;< =7$ 

DE ?FG3HI10J
C:;%KL +332  G3HI1


0J

1 M



  CFCJ

% +*῍ 89 G3HI
@R G3HI1:%M,Na -

^?

b

CFC _`a@RZ[CFC _>7R$%

%¡EF Cancela[G +/¢,* g %1£¤HG 3** mL

89 I¥; @\ d¦ , mm

¡ >%§¨



 " #$cSde1c7f%%#$

et al., +330 ; Olejnic et al., +31++%VW%X YZ[ @\!
]

+ : + 89&9 M *., kg m - *.-, 6- :;VW%XR

kg m -;S>7$%TU
Frenkel et al., +33,  F?

9

89:;VW%$7R   

N% O PQ 0% +*῍ #D$, 6-   % + : , , : + + : +

'
7

©J

,

¡ >%§¨, $ E, mm

% . ª\K G +, kg m -

 %

L

  , : + -. %89&9 C:-   " !] %¨\M>,  

;f @A 'g%h()*Xi7 O « +*/¬  , ­#O«  ®¯ ,. ))* 010234    N%*"jk89 

l3m+,n%Kb :; =h(, .** mL-../῍+** mL %#D89­PQ °RU7±S °RU&9
E%°RU7>7ª\K-.

²TU³%VM

Na 45,



H,O, N%M´«.µn + mol L +NaCl N % 



7@A

#DE%9¶ - ª\K,+ 

010234  jk  - 6-/  1£¤H%#D²TU%o[p qrs./tVM , : + -.

« 2*῍ e·N 010234

u%M´E% +*¢+/ ª\K O*.+, L%#D ,. ­CY¸_dvwG F dvxyz{ % jkVM %M´ Y  1£¤HWX

 USA G|}~ [ %   USA

E% AgNO- N %%#VM Y7>

014~j [ % $ 0

7ª\K=G

Project Z[

2 Source Clay12  d 3 -Y010234 jk  Mg 45[@ X 6789

, 8 Lim and Jackson +320:;,,,¹,¹+ :;VW:;VW ºº¶ UVmini-+,.* Z[\ % 5]^= º

º _<`º »º%+,

_<`%a]

» :  !$ 4 56 !$ῐ ῎lnῌ
῍
῏
+**

ῌ


῍ *.*/ kg m- *.- kg m- 
 !"#$ %&' .** nm ()*+,-./01 232$ 4 56!$

6 !K7e?9:"¼

25- 
-+ 

 CFC

 !"$ 4 56 !"$!" CFC @ Table , §1

6



¨' *.*/ O/0( NaCl @ CFC K201


! CFC #$ P?© *.*,

6 !7289:"#$ %&'mol L+ -./01 4 56 ! CFC #$ '1** nm ()*;+-./01 70<$ =>-#*.+ kg m- Kª *.*+ mol L+ -$ *.+/ kg m- *.- kg%&' 1** nm 3?@AB201m- -#©e* *.**/ mol L+ -.«$ ¬ 20 -"CB#DEFG-H/01­®¯°-)*2±§²³@201+-* mL I>J NaCl "KLI"@M

BN$ OPQRS01.?3T< NaCl KUVWXYZ@[\20]^@_`$

6 !#$ 'bO´e82±§O
²³@201 Oster et al., +32* µ¶-#$ 

6 !$ 4 56 !$ 9:a:#$' + kg m- K , kg m- ($ Na

6 ! CFC#$ Y·?©B *.*// mol L+ -./0-* mL I>J"@ ,/ mL Ibc +... cm

de8=>201 f0$  *.- kg m- 

Table +

 !g -* mL Ibc +1.. cm -=>201,

hijklm%nop-q$ r3? . cm

Speciﬁc
ChargeCEC
SurfaceDensity¸molc kg+¹ ¸m, +
g ¹ ¸molc m,¹s - . mL tr2$ @CB201-

 - (u$ vwtr2$ @CB2

01 f0$ Ux'yT0a:#$ IUVWX@z<
01 UVWX#$ I>J{|}3?UVWX{f~KI>JX3?{g}nWX@
2$ .?3T<z<0I>JWX3?7e@2

Properties of clay minerals

Montmorillonite
IlliteBeidellite*4120**4+0-**4//-*+4,/0º+*0,41+1º+*0+4,*,º+*/

0,0
0*
.0

* pH of montmorillonite, illite and beidelite for CEC
measurement was /.1, 0.* and /.2, respectively.

KP/8z<01"3? ῌ @@2$  ῍ @ 8
=>(

8
Table ,

201! pH # /.2$

6

!K4 56 ! pH # /./ -./01
,,,

X 

X  #$ Rigaku RAD-, k@ 01 Cu-Ka

@J -* kV$ J

+* mA - 201 9:"' CFC @20(I@I>

$ 

"{g}KUx20"n8t2$

CFC of NaCl for single clay suspensions

CFC
Clay
concentration Montmorillonite Beidellite
Illite¸kg m-¹¸mol L+¹¸mol L+¹ ¸mol L+¹
*4+
*4+/
*4,
*4-

*4*,
*4*,
*4*,
*4*,

*4*+
*4**/
*4**/
*4**/

*4*,/
*4*+/
*4*+/
*4*+,/

7ff20 X @H$ CFC I X ]^K201,,-  K¡X   CEC #$ Ca c¢0I@ NH.£ - 2$

ce0 Ca @¤¥ 

P/8CB201 Ca c¢0( !$6 !$ 4 56 ! pH #7e¦e /.1$ 0.*$ /.2-./01 f0$ ¡X#$ EGME P/8z<
01 Table + 1

Table -

CFC of NaCl for mixed clay suspensions(mol/L) (M : montmorillonite, I : illite, andB : beidelite)

Clay
concentration

Mixing
ratio

M:I

M:B

B:I

*4, kg m-

+:+

*4*+/

*4*+

*4**1/*4- kg m-

,:+
+:+
+:,

*4*+/
*4*+,/*4*+,/

*4*+
*4*+
*4*+

*4**/
*4**1/*4**1/

xyz{ | +*- } L,**0N

26

  



0234< BDBC(=>=?@ABC !"#9(j 

$ %&' CFC  ()*+,-, 

 CFC-.,.+ /01 + : + 

234

Table -  , 56

7/08



 - /0()*+,- BDBChi(e CFC 

234



CFC kl =>=?@ABC(BDBC7/08 G0I
9 CFC 7:8- ;<=>=?@ABC7 M BDBC7 I EB

FDBC7 B (8:8 -Q =>=?@ABC(EBFDBC7 + : + /08
G0=>=?@ABC(BDBC7 + : + /08 G0 *., kg mH- *.- kg mH- 9BDBCI
CFC (J7:8 - K,=>=?@ABC CFCLM*.*, mol LH+N O$P

XY8 efg8

 *., kg mH- *.- kg mH- 234 CFC m,P *.*+ mol LH+  =>=?@ABC(EBF
DBC CFC <nJ7:8 EBFDBC(BDBC7 + : + /08

G0



 *., kg mH- *.- kg mH- 234 CFC  m,*.*+,/ mol LH+ ( *.*+/ mol LH+ 9 =>=?@ABCP *.**1/ mol LH+  EBFDBC(BDBC CFC

I234RSTUQ$ VW BDBCXY

<nJ7:8 BDBChi

JQ

- NaClXY8 ZTUQ ()*+,- XY9/0234[

NaCl\I]^_`aJbRcd 8  /7tu BDBCvῌs&0wK$

Fig. +

XY8 - BDBC opqrs

Tactoids of ﬂocculated clay suspensions (clay concentration is *.- kg m-, NaCl concentrationis the corresponding CFC. Arrow in the photographs shows tactoids in the suspension ).
A : montmorillonite, B : beidellite, C : + : + mixture of montmorillonite and beidellite, D : , : +mixture of montmorillonite and beidellite¦§ : =>=?@A !"  234¨©56

27

  Oster etr,#vw /.-/ mmxyz , mm H+ Fig. +-A

al., +32*     !"!", _`aef {'-+  # $%& '(   Fig. +-B  =>=?@A !")*'+,' -: + : , 



0156

*.- kg m7-

1234:

'%& 89/0 CFC :;9<* =>=?@A: Table -: + : , 

234 =>=?@A: + : + + : , , : +  234NCD-.,., / + : , , : + 01234 CFC_`aef {'-+=>=?@A!": + : + B | _`aef pqr Fig. +-B CFC , + : +  B CD *.- kg m7-

C |_`a, _`a ef }~ CFC E*.*+,/ mol L7+K, Nr #vwr -.. mmxyz *.21

CFGH+

 , : +  BI CFC( =>=?@A,J' CFC KLG:< 

mm stdH+ [_`a:ef

=>=?@A !", 7:F N qr=>=?@A !": + : , , : + B CFC ,!"

7+

B

B !

..+ mmxyz + mm stdH+ pq-=

CFGH( !",>=?@A0156  | _`a u$, : + 

'+

ef!": , : + 

H+MN *.*+ mol L: , : + " CFC=>=?@A_`a Fig. +-D , #vwr

'  { Fig. +A, C, D  =>=B:O$ *

?@A  B,:* _`a    !"=>=?@A, CFC PQ     ' _`a,9 '( -- 

  RST56
*

CFC PU '  VW :N_`a

''+ X  van Olphen, +30- Quirk, 01234 ef _`a, =>=?

and Aylmore +31+ , Y Z[=>=?@A@AI:234 ef _`a J'



#\

]^

_`a Tactoidd:ef*gh ijkbc

T: :<   *'X _`alK=>=?@AVW !"VWL N =>=?@AYmno_`a
ef pqr mnY_`a,st[u$Fig. ,

- H+N

 ,

 Al ¡d¢ C£¤¥ H=>=?@A

Sedimentation volume of clay suspensions(M : montmorillonite, I : illite, and B : beidelite. Numbers in the ﬁgure
denote ratio of clay minerals. Clay concentration is *.- kg m -)

9  +*-  O,**0P

28

 Si  !"#"$%&
 ' ()*+,!)-./01
2!34567-ῌ. ΐ῎ῒ῏89:;<=>?@ABC Fig. , DE
F7 "#"$%& 0 GHIJ/')K+LMN
Na Q#LRSTU/')V

ONorrish, +3/.P*E WXY >?@)*+N1ZF!34567"#"$%& ! [F0  C:;EF\; >?@)]^N1ZF7 [F  ! C:;EF\;0 W6_6`-\;*+1>?@CDEF OFig. ,P7 :;GHI
CFC XYab !C:;

EFGHI/0 c῔X;)deFFfghELM
N1Zb!=3iCEF7 ,60c῔X;

ZbjklmnopqCrsEFXY >?@)*Fig. -

X-ray di#raction patterns of montmorillonite, illite and their mixture. (clay concentration is *.- kg m-)ῌ montmorillonite
῍ illite῎ supernatant of + : + mixed clay suspension
῏ sediment of + : + mixed clay suspension

Fig. .

X-ray di#raction patterns of beidellite, illite
and their mixture (clay concentration is *.kg m-)ῐ beidellite
ῑ illiteῒ supernatant of + : + mixed clay suspension
ΐ sediment of + : + mixed clay suspension+N1ZF!34!>?@AB! -tM7
X ῑ῍ῐ

-ῌ/

"#"$%&!

C + : + /:;EF\;Suvw!>xI WEb:;My"#"$%&


W6_6GHI X z{|XYC

Fig. - DEF7 }v89vw X z{|XYC~

! "#"$%&nm

{|k0 +.- nm *.0.

*.-, nm /ZF7  {|k0+.*/

nm *./+ nm *.-- nm /ZF7 ,650C:;E

FvwSuvw>xIk!-tEF OFig.
-P7



!

C + : + /:;EF\;S

uvw >xI WEb:;My
W6_6GHI X z{|XYC Fig. . D

EF7  {|k0*.1/ nm*.-0 nm/ZF7 ,650C:;EFvwSuvw
>xIk!-tEF OFig. .P7
X z{|/0 "#"$%&῔῔

 6:;GHIab >x89)[6bF,!)52/7`-89/0ghE1 NaCl abg
h>xEF>x >xE10 89)[6ba,,!2589'/X;)+bF,!)D^67 ,XY0 gh/ "#"$%&

/0ghE1 NaCl ab  O"#"$%& !

EN0

 P 89)MGHI/0gh)deF
XY! -tEb7

%& : %&%'()  

A. (+333) : A DFT study pm clay-cation-water in- 

teraction in montmorillonite and beidellite, Com-

CFC  

putation Materials Science, +. : ++3ῌ+,..

CFC

Egashira, K. and Otsubo, M. (+32-) : Swelling and min-!"#$eralogy of smectites in paddy soils derived from%&%'()





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*, : ++

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Science Society of America Journal, /. : 1+.ῌ1+2.
Hsu, J.P. and Liu, B.T. (+332) : Critical Coagulation DE;#IE U

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of electrolyte concentration of ﬂocculation of(,**+) : Critical coagulation concentration andclay suspensions, Soil Science, +,1 : +-.ῌ+-3.

permeability of the Fukaya clayey soils, Clay

Cancela, D.G., Taboada, R.E., Huertas, F. J., Laguna, H.

Science for Engineering ed. K. Adachi & M.

A. and Rasero, S.F. (+330) : Interaction of trialkyl
phosphates with montmorillonites, Clays andClay Minerals, .. : +1*ῌ+2*.

Fukue, pp. ,3+ῌ,3/, Balkema Publ.
Norrish, K. (+3/.) : The swelling of Montmorillonite,
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quasi-crystalline regions in clay systems, Soil Sci-

nite, Clays and Clay Minerals, ,+ : +3+ῌ+32.

ence Society of America Proceedings, -/ : 0/,ῌOster, J.D., Shainberg, I. and Wood, J.D. (+32*) : Floc-0/..

culation value and gel structure of Sodium/Cal-van, Olphen, H. (+30-) : An introduction to clay col-cium Montmorillonite and Illite suspensions, Soilloid chemistry. pp. /3ῌ+*2, A division of John

Science Society of America Journal, .. : 3//ῌ3/3.

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J. Jpn. Soc. Soil Phys.
῏῍ῌῐῑ῎
No. +*-, p. -+ῌ-2 ῍,**0῎

E#ect of Ordinary Portland-Cement on Properties ofClayey Soil in Mie Prefecture
Md. Zakaria HOSSAIN*, Hajime NARIOKA* and Toshinori SAKAI** Graduate School of Bioresources, Mie University, +/11 Kurima Machiya-cho,Tsu-shi, Mie /+.ῌ2/*1, Japan
Abstract
The clayey soils of Kameyama Mountain in Mie prefecture were studied experimentally in thelaboratory with the idea of improving some of its engineering properties by using a very small
amount of ordinary Portland cement. Laboratory tests on shear strength, compressive strength,
consistency limits, compaction and speciﬁc gravity of soil were carried out with cement content
of *ῌ, *.,ῌ, *..ῌ and *.0ῌ by weight. It was observed that the cohesion which is a major
component regarding the strength of soil was increased with the increase in the amount of cement
and angle of internal friction at higher cement content was decreased. Compressive tests under
two di#erent room temperatures showed the compressive strength to be increased with theincrease in the quantity of cement depending upon the temperature providing on it. Plasticity
index, a measure of soil plasticity was found to decrease with the increase in the percentage of
cement mixed with it. A close observation of results plotted in the plasticity chart also noticed
that the addition of cement reduced the compressibility, dry strength and toughness of soil whilst
increasing the volume change ratio and speciﬁc gravity of soil.
Key words : soil-cement, shear strength, compressive strength, plasticity chart, compaction curve+.

Introduction

It is evident that the natural soils possessvery complex properties and vary widely intheir behavior depending on the in-situ conditions. Therefore, soil of a particular location
may not be fully useful as per the expectationof the users owing to its variable characteristics. To overcome these problems, the users
may have the following three options such as+) using the in-situ soil in its existing state
accepting all its limitations, ,) using a better
material by replacing the in-situ non-ideal soil
and -) using some techniques that modify thein-situ soil to make it more suitable for proper
applications. There are a lot of methods suchas mechanical, chemical, thermal, electrical andphysical, etc used to improve the properties ofsoils (ACI, +33* ; Wilhelmsson, +331). However,none of the methods is ever unique in morethan a limited number of soils due to its wider
variability and complexity (Awal and Mamun,+332).
The improvement of soil properties using
cement began nearly a half century ago withthe concept of the process of deductive reasoning (Mitchell, +310). It is found from the previous studies that the uses of cement to improve
the soil properties is somewhat unique because
the cement, major component of which is calcium oxide, produce a conditioned material withsoil by interacting with the water content ofsoil particles. Therefore, the soil-cement produced by mixing cement with soil is not a simple mixture of soil and cement but a uniquecomposite material (Ahuja and Swartzendruber,+31, ; Boswell, ,***). Because of its chemical
make-up, cement is able to provide beneﬁts for

῏



32

both granular and ﬁne graded soils. By addition of water to cement, cementitious reaction
immediately begins and thereby, as the products, it forms quickly CaOῌSiO,ῌH,O andCaOῌAl,O-ῌH,O. These products act as a glue
to bind material together, reduce moisture ﬂow
channels, and improve gradation and stabilityof soils (Prusinski and Bhattachaja, +332). Literature review indicates that to date, percentage of cement used to improve the properties
of soil is 0 to +.῍ or more. The idea of using avery small amount of cement proposed in thispaper is a newer one and important for thesake of cost saving in soil-cement construction
works.
In this paper, an investigation was carriedout in the laboratory to improve some engineering properties of clayey soils of Kameyama
city in Mie Prefecture based on known properties of soil, cement and their combination.
The e#ect of variable percentage of cement on
the shear stress-shear displacement relationships, shear stress-normal stress relationships,
cohesion, angle of internal friction, consistency
limits, plasticity charts, compaction curves, optimum water content, dry unit weight, specificgravity and compressive strengths of soil were
investigated with di#erent room temperatures.
,.

Materials and methods

The soil samples were collected from theKameyama Mountain in Mie prefecture, andtested at the laboratory. The particle size distribution curve is shown in Fig. +. The particle
size distribution curve of the soil indicates that,nearly, --῍ of the soil is clay, --῍ is silt, +.῍
is ﬁne sand, +.῍ is medium sand, and 0῍ iscoarse sand, which means that more than 00῍
percent of the soil is in the clay and silt fraction. The other properties of the soil used inthese tests are depicted in Table +. According
to the uniﬁed classiﬁcation system, the soil usedin this research is classiﬁed as CH.
Any type of cement can be used for improving the engineering properties of soil. Ordinary Portland cement (Type I), which is the+*-,**0

Fig. +

Particle size distribution curve of soil.

Table +

Properties of soilParameters

Properties

Dry bulk density (rd)Optimum water content (Wopt)
Speciﬁc gravity (rs)Cohesion (c)Angle of internal friction (f)+4/- g.cm,*4/῍,41*++/14. kPa-,42Sand, 1/ mm
Silt, /ῌ1/ mm
Clay, / mm

-.῍
--῍
--῍

Liquid limit
Plastic limit
Plasticity index

0+4*῍
,142῍
--4,

most common for construction works and alsoavailable widely in the local market, is used inthis investigation. The detailed properties ofthis cement can be found elsewhere (JSCE, ,**-).
The soil sample was air-dried in room temperature of nearly ,/ and humidity of about .*῍for +* days, and, then, grinded it to ease thesieving process. For removing unnecessary elements from the soil and for reducing variability of the particle sizes of the soil, it was sieved
by Japanese Industrial Standard (JIS) Sieve
No. . (. mm opening), and, then, the required
amount of soil was taken, and the desired quantity of cement was mixed properly. The calculated amount of water to be necessary to obtain a water-cement ratio of *./, and optimum
water content of soil was taken and added gen-῏῎ : E#ect of Ordinary Portland-Cement on Properties of Clayey Soil in Mie Prefecture

tly to the dry mix, and, ﬁnally, the components
were mixed thoroughly. The mixing process
was done manually in a bowl with a scoop. In
each batch, nearly - kg soil was required forwhich manual mixing was considered to beenough. Dry mixing was carried out in such a
way of both pulverization and mixing at thesame time with physical observation by naked
eye. The procedure involved several passes ofscoop through dry mix to ensure an even distribution of cement in the mixture. Nearly +* to+/ minutes were required to obtain a homogeneous soil-cement mixer. Water content up to
the optimum one was added, gradually, to themix while continuously stirred. As mentioned
above, additional water calculated as water tocement ration of *./ beyond the optimum watercontent was added to allow for the hydration of
cement. A careful inspection revealed that thecolor of the soil-cement mixer, ﬁnally, changed
to slightly light ash whereas the initial color of
the soil was light brown. However, this changeof color was not well profound because theamount of added cement was very small.
The index property testing included ten water content, four liquid and plastic limit tests,
four particle size analyses using sieve and hydrometer tests, as well as three speciﬁc gravity
tests. These tests were performed according to
ASTM test procedures (ASTM, +333), and compaction tests were performed according to themodiﬁed standard proctor method, ASTM D+//1ῌ3+.
For the unconﬁned compressive strength(UCS) test, specimens were manually compacted in a +,./ cm height by 0.* cm diameter
mould. The specimens were compacted inthree layers using a /.3 mm diameter handrammer with rammer weight of + kg and falling height of -** mm. Each layer was compacted by ,* blows. All the samples were moist
cured for 1 days, and, then, the samples were
tested for unconﬁned compressive strength ata loading rate of *.+ mm per minute. It is notedthat the temperature of Mie Prefecture varies
from nearly ,ῌ+0῍ during winter season (from33

November to March) and +1ῌ-.῍ during summer season (from April to October). The variation of temperature that occurs naturally due
to the change of seasons, is necessary to be investigated its e#ect on behavior of soil. In
order to assess the e#ect of temperature in Mie
Prefecture, Japan, curing was done in 3῍ (considering average temperature of winter season)
and ,/῍ (considering average temperature ofsummer season) for separate set of samples with
di#erent cement contents (*ῌ, *.,ῌ, *..ῌ and*.0ῌ). Average strength values were calculated for each set of the four samples. These tests
were carried out in accordance of ASTM standards.
For shear tests, specimens of 0* mm diameterand ,* mm height were prepared in cutter-ringplacing into the mould of standard proctor test.
Compaction was done in accordance of ASTM
D +//1ῌ3+. After one week moist curing, thespecimens were tested by direct shear test apparatus with shear speed of *.+ mm/min. All
the shear tests were carried out under constantnormal stress of +** kN/m,, ,** kN/m,, -** kN/m, and .** kN/m, for each soil-cement sample.
Vertical displacement, shear stress and shear
displacement were measured at intervals of -*seconds for each normal stress condition. These
tests were also carried out in accordance of
ASTM standards.
It is noted here that the shear and compressive strengths of the specimens depend on thewater content, dry density after compaction as
well as degree of compaction. In order to avoid
these discrepancies, all the specimens were prepared with optimum water content and compaction was done in accordance with standard
modiﬁed proctor test.
-.

Results and discussion

E#ect on consistency limits and plasticity index
The liquid limit, plastic limit and plasticity
index of soil with di#erent cement content areplotted in Fig. , showing that the liquid limit
decreases upon addition of cement with soil.
-. +ΐῐ῎῔῕ῑ ῒ +*- ῏ ῌ,**0῍

34Plastic limits, on the other hand, does not decrease with the addition of cement. Therefore,
the plasticity index is to decrease with theincrease in the percentage of cement content.
The decrease in the plasticity index might bedue to the reduction of clay particles with addition of cement. This is expected because of theliming e#ect of cement, which increases the silt
and ﬁne sand content by cementing the ﬁner
particles into bigger ones. From the plasticity
chart (Fig. -), it is shown that the addition ofpercentage of cement with soil tends to reducethe compressibility, dry strength and toughness of soil as well as tends to increase thevolume change ratio of soil.
From Fig. ., it is clear that, upon addition of
cement, the pore spaces between the soil particles are ﬁlled up by the cement particle, and thespeciﬁc gravity does increase with the increaseof cement content. At *.0*ῌ cement content,

Fig. ,

Variation of consistency limits of soilcement with di#erent cement content.

Fig. -

the speciﬁc gravity is about ,.1+1.
-. , E#ect on dry unit weight and optimum
water content
From Figs. / and 0, it is found that, for thesame energy supplied, the maximum dry bulk
density does decrease with the increase of cement content, and, at *.0*ῌ cement content, thedry bulk density becomes about +./3 g/cm-. On
the other hand, the optimum water content
increases with the increase of cement content,
and, at *.0*ῌ cement content, the optimum
water content becomes about ,+.3ῌ.
-. - E#ect on shear stress-displacement relationships
The shear behavior, a principal engineering
property of soil-cement, is demonstrated using
the shear stress-displacement curves. The shear
stress and shear displacement relationships ofcontrolled specimens (*ῌ cement) with variable normal stress are depicted in Fig. 1. It

Fig. .

Variation of speciﬁc gravity of soil-cementwith di#erent cement content.

Plasticity chart of soil-cement with di#erent cement content.
(A-line is based on Ipῌ*.1- (wL-,*) and B-line is based on wLῌ/*)῍ῌ : E#ect of Ordinary Portland-Cement on Properties of Clayey Soil in Mie Prefecture

should be pointed out here that all the specimens used in shear tests were prepared withthe optimum water content obtained throughthe standard modiﬁed proctor test as reported
in section -.,. The optimum water contents
were obtained as ,*./, ,+.*, ,+./ and ,,.,ῌ for
specimens containing cement of *.*ῌ, *.,ῌ,*..ῌ and *.0ῌ, respectively. It is observed thatthe shear stress increases with the increase of

Fig. /

Fig. 0Fig. 135

displacement, naturally, but, due to the di#erent normal stress, the increment rate varies
depending on the amount of cement mixing.
Figs. 2 to +* show the variation of shear stresswith displacement under di#erent normal stressand cement content. For all cement contents,
the shear stresses are increased as compared tothe *.*ῌ soil-cement. The variation between
shear stress and displacement gets smoother

Compaction curves of soil-cement with di#erent cement content.
(Z.A.V.C. means zero air void curve)

Variation of Wopt and unit weight of soil-cement with di#erent cement content.

Shear stress vs. shear displacement (*ῌsoilcement).

Fig. 2

Shear stress vs. shear displacement (*.,ῌ
soil-cement).



36

with more cement content under all types ofnormal stress. For every curve, there is a peakor ultimate stress which is greater than the
failure stress.
-. . E#ect on shear strength
The shear strength of a soil is its maximum
resistance to shear stresses before the failure.
It is a most important factor to investigate because it controls the stability of a soil mass under loads. Fig. ++ shows the variation of shear
strength due to the variation of normal stressof soil-cement with di#erent cement content. It
shows that owing to the increase in normal

Fig. 3

Shear stress vs. shear displacement (*..ῌ
soil-cement).

Fig. +*

Shear stress vs. shear displacement (*.0ῌ
soil-cement).

Fig. +++*-,**0stress the shear strength also increases. Under+** kN/m, normal stress, the shear strength for*.0ῌ cement content is highest (about -/* kN/m,) than those for other cement contents (*ῌ,*.,*ῌ, *..*ῌ), and for ,** kN/m, normal stress,
the shear strength for all cement content except *ῌ are more or less same (about -2* kN/m,), but, for *ῌ cement content the shear
strength is about +3* kN/m,. For -** kN/m,,some di#erent trends are shown that shear
strength for *.,*ῌ is the highest value (about/** kN/m,) than those for other cement contents and this same trend is also shown for .**kN/m, normal stress where the highest shear
strength is about 0** kN/m, at *.,*ῌ cement
content. From the straight lines drawn in Fig.
++, the following equations can be obtained.
t*.*ῌ*.0s*.*ῌ+/1..

ῌ

t*.,ῌ+.+s*.,ῌ+01.0

῍t*..ῌ*.2s*..ῌ,.2.-῎

t*.0ῌ*.-s*.0ῌ-+0./

῏

where, t is the shear strength of soil-cement
under direct shear test in kN/m, and s is theapplied normal stress (overburden pressure) in
kN/m,. Therefore, the angles of internal friction of the soil-cement are calculated as -,.2*,.2.+*, -3..* and ++.-* ; and cohesion are obtained
as +/1.., +01.0, ,.2.- and -+0./ kN/m, for *ῌ,*.,ῌ, *..ῌ and *.0ῌ soil-cement, respectively.
The e#ect of di#erent amount of cement contents on cohesion and angle of internal friction
is shown in Fig. +,. It is found that there is nota signiﬁcant improvement of cohesion up to

Shear stress vs. normal stress of soil-cement with di#erent cement content.

῏῎ : E#ect of Ordinary Portland-Cement on Properties of Clayey Soil in Mie Prefecture*.,ῌ cement content, but, when cement content
is higher than *.,ῌ, the cohesion starts to increase to a great deal even up to -/* kN/m, at*.0*ῌ cement content. The angle of internal
friction also slowly increases with the increaseof cement content up to *.,ῌ, but, when cement content is higher than *.,ῌ, then it starts
to decrease, and the rate of decreasing getshigher with the higher cement content, and at*.0*ῌ cement content, the angle of internal friction is about ++.- degree. This might be due tothe anti-synergetic action between cohesion andinternal friction. However, our understandingon this phenomenon is also rudimentary.
-. / E#ect on unconﬁned compressive strengthwith two curing temperatures
Test results on the unconﬁned compressive
strength of the soil-cement with three di#erent
mix proportions are depicted in Fig. +-. In order to obtain the e#ect of curing temperatureon the test samples, two types of specimens
were cured in room temperature of 3῍ and,/῍ and tested for unconﬁned compressive
strength. For both samples, it is observed thatthe compressive strength increases with theFig. +,

Fig. +-

Variation of c and f of soil-cement with
di#erent cement content.

Variation of compressive strength of soilcement with di#erent cement content.

37

increase of cement content, but, the increasingrate is higher for specimens cured at ,/῍ thanfor specimens cured at 3῍. This is obvious,
because, when the curing temperature is high,quick formation of the calcium silicate and aluminum silicate is occurred, that results in rapid
setting time and harden time. It is also notedthat the increasing rate gets slow for cement
contents above *..*ῌ. This might be the causeof reduction of internal friction with the increase of cement content as can be seen in Fig.
+,. At *.0*ῌ cement content, the compressive
strength is about /** kN/m, for specimens
cured at ,/῍ and -** kN/m, for specimens
cured at 3῍. Here, the plotted compressive
strengths are average values of four samples.
The most important results of this study
depicted in Figs. ++ and +- shows that boththe shear and compressive strengths were improved compared to the controlled specimens.
As expected, there is a fairly consistent trend
in the increase of strengths with the addition ofsmall amount of cement. This might be due tothe cause of ionic action comes from cement,water and soil. Cement releases Caῌῌ ions in
the mixture of soil-cement when added certain
amount of water in it. These ions are attracted
to negative ions comes from clay minerals resulting in clay particles together. The main
source of observed strengths in this case is dueto the formation of C-S and C,S compoundswith the presence of clay minerals that ﬁnallyresult to form C-S,H- in water.
..

Conclusions

A very nominal dosage rate of ordinary Portland cement such as *.,ῌ, *..ῌ and *.0ῌ wasused for improving the engineering propertiesof clayey soils. The test results revealed thatthe addition of small amount of cement not only
increased the cohesion of soil signiﬁcantly but
also improved the compressive strength of soil.
There was a slight decreasing trend in the frictional resistance with the cement content above*..ῌ ; however, overall shear strength was increased with the increase in the amount of ce-6¯3®5 ° +*- ± ²,**0³38

ment. In the present study, it was also revealed
that the maximum shear strength occurred at
the shear displacement of nearly ,ῌ. mm formost of the cases. It was also found that theincrease in the percentage of cement not only
reduced the plasticity index, a measure of soil
plasticity, but also reduced the compressibility,
toughness and dry unit weight of soil. The
small amount of ordinary Portland cement canalso be e#ectively used for improving the volume change ratio and speciﬁc gravity of clayeysoils. It should be pointed out here that theamount of cement was very small and, therefore, the improvement in the shear and compressive strengths were not highly signiﬁcant.
Also, there were some scatters in the strengths
properties owing to the little experimental data.
Further investigations are suggested to study
the strength characteristics and other basic
properties for a wider range of cement mixing.
Nonetheless, the result depicted in this paper isfairly encouraging, especially for improving
the engineering properties of clayey soil.
References
ACI Committee (+33*) : State-of-the-Art Report on

Soil Cement, American Concrete Institute, + :+ῌ,-.
ASTM, D.,*-.3+. (+333) : Annual Book of StandardsSoil and Rock, American Society for Testingand Materials . : 2ῌ,*.
Ahuja, L.R. and Swartzendruber, D. (+31,) : E#ect
of Portland cement on aggregation and hydraulic properties. Proceedings of the Soil Science Society of America, ++. : -/3ῌ-00.
Awal, A.S.M.A. and Mamun, A.A. (+332) : Improvement of Bangkok Clay by Using Ordinary Portland Cement, Proceedings of the International
Symposium on Problematic Soils, Balkema,
Rotterdam, + : 0*-ῌ0*0.
Boswell, W.F. (,***) : Soil Stabilization/Soil Cement
Mark-Lang, Inc.’s Approach, Soil-Cement andOther Construction Practices in GeotechnicalEngineering, ASCE, 3/ : ,0ῌ-/.
JSCE committee, (,**-) : Guideline for Experiment
on Materials of Civil Works, Japan Society of
Civil Engineers, + : +ῌ,..
Mitchell, J.K. (+310) : Fundamentals of Soil Behavior, John Wiley and Sons, Inc. New York.
Prusinski, J.R. and Bhattacharya, S. (+333) : E#ectiveness of Portland Cement and Lime in Stabilizing Clay Soils, Transportation Research
Board, Record No. +0/,, , : +32ῌ,*0.
Wilhelmsson, B. (+331) : Strength properties of cement mortars with lime and dolomite, MIMERrapport : +ῌ+,.

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J. Jpn. Soc. Soil Phys.
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No. +*-, p. -3.1 ,**0

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and Invading Vegetation in a Bog
Toshiki FUJIMOTO*, Ippei IIYAMA*, Mai SAKAI*, Osamu NAGATA** and Shuichi HASEGAWA** The Graduate School of Agriculture, Hokkaido University, Sapporo *0*ῌ2/23, Japan** National Agricultural Research Center for Hokkaido Region, Sapporo *0,ῌ2///, Japan
Abstract
To assess the e#ect of vegetation change on water balance in terms of wetland ecosystemconservation, we evaluated the evapotranspiration, the largest output from the Bibai mire, withthe lysimeter method in a bamboo grass-invading area and in a Sphagnum bog. Cumulative
evapotranspiration in ,**. and ,**/ except for snow season was greater in the Sphagnum bog thanin the bamboo grass-invading area. Therefore, we should deny a hypothesis such that because thebamboo grasses had higher ability of evapotranspiration than the indigenous plants, groundwater table lowering would take place when the bamboo grasses invaded into the Sphagnum bog,
resulting in the expansion of the bamboo grass-invading area even more into the indigenous
vegetation area. Based on the measured evapotranspiration rates under several groundwatertable levels in the lysimeter method, we concluded that the Sphagnum growth would not be
disturbed even if groundwater table level dropped down to ,* cm while the evapotranspiration
rate in the bamboo grass area would be a#ected signiﬁcantly with groundwater table levelchanging. And from comparison of the data from the lysimeter method with those from the othertwo methods, it was suggested that the lysimeter method can evaluate the evapotranspiration
rate in a ﬁeld scale as precisely as the Bowen ration method or the Penman method.
Key words : evapotranspiration, lysimeter method, water table, bamboo grass-invading area,
Sphagnum bog

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47
J. Jpn. Soc. Soil Phys.
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No. +*-, p. .3/0 ,**0
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**Change of Soil Moisture in Clustered Field of Wild Iris
Toru HOSHI*, Katsumi FUJII** and Eiichi KURASHIMA*** United Graduate School of Agriculture, Iwate University, -ῌ+2ῌ2 Ueda, Morioka,
Iwate *,*ῌ2//*, Japan** Faculty of Agriculture, Iwate University, -ῌ+2ῌ2 Ueda, Morioka, Iwate *,*ῌ2//*, Japan
Abstract
The main aim of farm-land consolidation projects is to preserve the environment, while keeping
high agricultural productivity. In this research, soil moisture of a clustered ﬁeld of wild iris (Irisensata var. spontanea) in Hanamaki, Iwate, was measured to grasp its temporal change, and to
consider their relationships with meteorological and hydrological conditions. In this area, thenumber of ﬂower stalks has decreased remarkably since the farm land consolidation project.
The results revealed that the soil at the test site is almost saturated, and the temporal change inshallow soil moisture is larger at the distant point from pond water and a cut-o# wall than thenear point. Although change of the volumetric water content by precipitation was not signiﬁcant, its reduction by fall of pond water level was clear.

Thus, it was suggested that a moderatechange in soil moisture between drying and wetting is essential for the growth of wild iris andenvironmental preservation.
Key words : Farm land consolidation project, Measure against environmental preservation, Clustered ﬁeld of wild iris, Soil moisturez{|z}~4D B pB;

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53

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Relation between volumetric water content
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Boobie, M. and Robert, J.L. (,**-) : Laboratory evaluation of a commercial dielectric soil water sensor. Vadose Zone Journal, , : 0/*ῌ0/..
Decagon Devices, Inc (,**-) : http : //www.ech,o.com/
probes.html.

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CῌN  C-N lE SUMIGRAPH NC-+***

 !BCDE TXi  GC-2A
>?

, 2 (! #%&-   <RS+,( 2( DsῌD*  &!Tp



q34TXi@  (f! , mm AB!

& +,- . /01 2+** cm- kl!C& ( pq3

34 5 01 67 8#94 +,- D E pq34 +.+2 Mgῌm-:;<01=> .?@ABCDEF!,+ G @AH/!H/* ha IJ "

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RS MNT> U %F VW!X>01 & @

8FY01&Z'[(!)8 \]K1K]

G6H=FIH 2( Dane and Hopmans,K=^_`abc *K dR,**,¥¦ ,/§

M¡¢(f! F!$£¤¨©H!T&,. ª«:;ef(f 

 U  ¬­ ®¯C°±² J³!8´& 01&Z'  %F+RS +* m ,g -¢5-KF( L2(¬­ ®¯C°±²

RS+,( +,hM +,./ ,,./ -,./ .,./ /,./

MO µ 8FYNORSPQ ¶/ cm R

  DsῌD*

TXi 0,./ cm => <j-! , ./ +** cm kl

S¶+** cm

TXim0> -- cm

7-:j-! vF@TXi@ a-n1 2 +,(oῌ+ a pq34ri5s34 hM6t !
7=> oῌ+ b uv89TXi CῌN 

MOef( U ·J³F!R¸!&¹9   DsῌD*ef(fD ef& ~(!7= &+,-!Tw<:;x,- 

y!MSMNT> X <=!z-5{RS  DsῌD*

D Taylor +3.3ῌ+

/01!Tw&+,- Q=¥ a pq34 - ./ TXi5s34 , ./ b
uv89 , ./ TXi CῌN  , ./ => ¤UNºN R»D "#¥Fig. +

Soil proﬁle at the sampling point in the Bibai mire showing (a) bulk density (n-), soil particle
density (n,), (b) carbon content (n,) and C/N ratio (n,). Solid lines denote the averagevalues.

¼w : Y[\!"Currie +30*  +321     N,-air   N,  








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

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$%& OS--S-D '(")"*

G

+!"

 O, ,  - . O, m    6aRAABCD
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/0 12  (3 45

Ds aῌD* 

 D s ῌ D * 6 a ,G

H

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2 |mB6aR Millington-Quirk )

!EFGHIJKL "#M$N$ MQ Millington and Quirk +30+

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/0 ^_- 6.`+ aR  bc

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El-Farhan et al. +330 L Ds

- de  Ds aῌD* 0GCurrie +30* ^_^de JK f/GH#0G\Rc Ds-3j+ --BL!"/12ghR6i!"], -RJK k!"45 6
l789m  nom : --B C LV'+¡¢B +` Moldrup et al. ,**. 6M£ Three-Porosity Model TPM :  TPM L N¤O[#+VIP¥[+¦+§Q R¨© D s a ῌ D * J)$Bi TPM

L noGª«¬­m6aR

 (C
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BL Xy Ls L>a p/.+ cm  La L

Ds+**p,a+**-q*.*.a+**D* >a p+*.- cm Bi ? z T B D*
cm, s{+ Bi D*, T L|m}~ ,P +31*ῌ T ῎+.01ῌp*῎
D*, TpD*, *
῍,1-.,῏ ῍ p ῏--B D*, *p*.+12 cm, s{+ ,P +31* 2nor±m : 

Moldrup et al. ,*** (a)

--B D s+** L789:;<=>?@$6
{+** cm ¬ Ds A a+** L-R

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+[+ ·xy R,p*.31

 ` 1V p L *  B1V p*  ,*** (a) -m@+    k#LRno
CpCi *ῑxῑLs tp*
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

m

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p* xpLsqLa t*(x 1/, ¶ Moldrup et al.,¸W  |m6Xe

log,a+**-q*¹**.a+**{logP,
loga+**{logP[#

TPM 6KE

CpCi xp* t*

m

²V

de D s a ῌ D * 0JºB

XL a +** [# P Bi- 6»d³´] µ +*- ¶ r,**0s82

MQ -./$u:|9}~f6Z3"- ῍,  

Millington r+3/3s OY3 MQ -./f Taylor 

r+3.3s '$u

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 a  !" # $|y}~ *./ 't9p!5|9}~%&'()%*+,+ TPM &'( MQ -./01[Q !" Jin and Jury r+330s &! O

21+34%56" 7

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a

89:;<=

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,B

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rfs w1+'x !

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YZ3YY56Z3" [ [Q \]^_`ab}~B!

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' Ds u Q  ῌ ' Ds+**
f Ds+**
ῌ}~:$u:|9}~ !3[Q6Z3" ] jz  $u:j!

't 1056f(a)s 6¡¢rMoldrup et al., ,***

Ds+**ῌD* u?

f *.. 'tOyz!TU5{{|y}~Ow!£¤O656¥x"

1+3" Y3 ῍, rcs &'( rfs w1+'x

r,**-s   ῌ f¦ §¨©

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Y1

Moldrupet al.

Ds+**ῌD* ῌ,ªz« 
 DsῌD*  a ¬ $%&'()%*+,+
Three-Porosity -./ rTPMs &'( Millington-Quirk -./ rMQs 'u4%¬ ­&'(®?¯J't°±3 , KL'u².HI¬

Fig. ,

Changes in the di#usivity Ds/D* with the values of the air-ﬁlled porosity a for peat soil samples
taken from di#erent depths. Solid line and dotted line represent the curves derived from theThree-Porosity Model (TPM) and the Millington-Quirk model (MQ), respectively.
andaremeasured data sets of duplicate samples taken from each soil layer.

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

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45

Ds 9:;< (%=>?*(2

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 DsῌD* 92q W6(R.
:;<C(j +3'??h ) - . :;<e

2 jptO,-B+3 ef
E F Dsῌ

D* GH%I?<+3 * A,B. 6:JCD,-B.

,,./ cm lemn?CD,-.

jGHleel:~ +** cm Q+pd'? e ? M@῍, MbNN*

6(78@῍- 2 A,B CD,-B

83

L@῍, MaN 6:J@῍, McN < O<+3 *

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%=

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leA,B o -,./ cm lemn?,-B %

jGHrs2+F. 2 45  *.,/ PQ+2R , .

pt+3 <ll^e_ DsῌD* STU%= 45  *.,/ :;<EV

rs%=? M@῍, MaN(W+2R , . :;<C( DsῌD* 9%=?* X

,-BYZ[ MPenman, +3.* ; Millington, +3/3 ; Currie,

MbNN (?

DsῌD* GH2d 

McNN* A,B+2 K -!d M@ ῍+@῍- 6(e+32. ; Jin and Jury, +330 ; Moldrup et al., ,*** (a) ;? %^|Moldrup et al., ,*** (b) N 6(< \.

"]. %^_£ ,-K ¤¥¦#§+3 7

a bcd

45*.. + DsῌD*  *.+/ %`e fg2; ,- DsῌD* 92h+3- kBlemn?o .,./ cm/,./ cm 6:J 0,./ cm . 2 p qOGH

rs%=?* K @ ῍, =?
DsῌD* GH<Q?

le $?
zle2O

4%eCh^(~¨©ª«¬­®=

> ?*

i^ ?*

@῍. 2 ,-. jGH+3 * C
D,-B+3,-:'¡¢dk  DsῌD* EVde-.



K L ptOrs+3'?

,- DsῌD* 9h+3'? 2 
$ke* Q_ ,-¯#¬°±§%²h ef ,-¯#¬°2"³GC( ^£uvwx´%µ(* ¶ ,-45 "e - B2 uvwxy{|}+V?* O oῌῌ-,-6:J" D s ῌD * GHI·

Fig. -

Comparison of Ds/D* curves of peat soil
samples with those of triplicate mineralsoil samples.

ῌῌ.

o&,-. jGH·'¸ BP 6:J HP 2K L
A,B
6:JCD,-B%=·Fig. .

Soil water characteristic curves of peatsoils at di#erent depths. BP and HP
stand for Black Peat and High-moor
Peat, respectively.

( @ +*- ¼ ¶,**0·84 

  !"# $%&' ("%)& *+ , %-. /012 3
4"56 -.789:;<=>""?@A

?BCD89EFG#9-.*H"#9-.
2 3&I@)0JKG#9-."M*

istry, -* : +*+-ῌ+*,+.
Currie, J.A. (+30*) : Gaseous di#usion in porous
media Part + - A non-steady state method. British
Journal of Applied Physics, ++ : -+.ῌ-+1.
Currie, J.A. (+32.) : Gas di#usion through soil crumbs :the e#ects of compaction and wetting. Journal of
Soil Science, -/ : +ῌ+*.

L1

Dane, J.H. and Hopmans, J.W. (,**,) : Water reten-

4NO %tion and storage. In : Methods of Soil Analysis :JKC PQ R6A

Part ., Physical Methods, SSSA Book Series /.    (eds J.H., Dane and G.C., Topp), pp. 02*ῌ02-. Soil

SE T "UVW)0&8YZ

Science Society of America, Inc. Madison, Wis-

X6 -.[\]^

consin, USA.
De Jong, E. and Schappert, H. J.V. (+31,) : Calculation

_; (>R`abcAof soil respiration and activity from CO, proﬁlesTin the soil. Soil Science, ++- (/) : -,2ῌ---.

0  "de f! 0gEF; -.[\]^  h]>!:"i;&c6A

El-Farhan, Y.H., Petersen, L.W., Rolston, D.E. and"jEF&c 4

Glauz, R.D. (+330) : Analytical solution for two-;  klmno# region di#usion with two well-mixed end cham-T 4oc p qr$;

A

bers. Soil Sci. Soc. Am. J., 0* : +031ῌ+1*..

-.[\]^ ooEFs

Gorham, E. (+33+) : Northern peatlands : Role in the

%&EF"  3&NO

carbon cycle and probable responses to climatic(tu&0" v@cA

warming. Ecological Applications, + : +2,ῌ+3/.

 klm #'w T (xR6y

Ikkonen, E.N., Kurets, V.K., Grabovik, S.I. and4z){" 8YEG*4i%  |

Drozdov, S.N. (,**+) : The rate of carbon dioxide+}A -.,Pῌ789hL~

emission into the atmosphere from a southern

- >

 -.[\]^"#

Karelian mesooligotrophic bog, Russian Journal

%&



of Ecology, -, (0) : -2,ῌ-2/.

3

4-.[\]^"NO  0  Z>  .
; /0"FA

Jin, Y. and Jury, W.A. (+330) : Characterizing the dependence of gas di#usion coe$cient on soil pro-12Q3 .4 3

perties. Soil Sci. Soc. Am. J., 0* : 00ῌ1+.

²³´µ? ¶+31*· : (^ @ 2 ¸ ,,-ῌ,-/ ¹º»

T E5Lc%NE6;&Langeveld, C.A., Segers, R., Dirks, B.O.M., van den

ccA oc 789~:

Pol - van Dasselaar, A., Velthof, G.L. and Hensen,;<= ¡C)¢P4 C-N £¤A. (+331) : Emissions of CO,, CH. and N, O from¥¦§¨C)¢-.©ª«¬­¥®>@c

pasture on drained peat soils in the Netherlands,

cA

European Journal of Agronomy, 1 : -/ῌ.,.

¯ °±c o AChapman, S. J. and Thurlow, M. (+330) : The inﬂuenceof climate on CO, and CH. emissions from organic soils. Agricultural and Forest Meteorology, 13(.) : ,*/ῌ,+1.

Maljanen, M., Martikainen, P. J., Walden, J. andSilvola, J. (,**+) : CO, exchange in an organicﬁeld growing barley or grass in eastern Finland,
Global Change Biology, 1 (0) : 013ῌ03,.
Millington, R. J. (+3/3) : Gas di#usion in porous
media. Science, +-* : +**ῌ+*,.

Chapman, S. J. and Thurlow, M. (+332) : Peat respira-Millington, R. J. and Quirk, J.P. (+30+) : Permeabilitytion at low temperature. Soil Biology & Biochem-of porous solids. Trans. Faraday Soc., /1 : +,**ῌ

: +./0*\85

undisturbed soil. Soil Sci. Soc. Am. J., 02 : 1/*ῌ+,*1.
Moldrup, P., Olesen, T., Schjonning, P., Yamaguchi, T.
and Rolston, D.E. (,*** (a)) : Predicting the gas

1/3.
Moldrup, P., Yoshikawa, S., Olesen, T., Komatsu, T.

di#usion coe$cient in undisturbed soil from soil

and Rolston, D.E. (,**-) : Gas di#usivity in undis-

water characteristics. Soil Sci. Soc. Am. J., 0. :turbed volcanic ash soils : Test of soil-water-

3.ῌ+**.

characteristic-based prediction models. Soil Sci.

Moldrup, P., Olesen, T., Schjonning, P., Yamaguchi, T.
and Rolston, D.E. (,*** (b)) : Predicting the gas
di#usion coe$cient in repacked soil : Waterinduced linear reduction model. Soil Sci. Soc.
Am. J., 0. : +/22ῌ+/3..

Soc. Am. J., 01 : .+ῌ/+.

 +321 :   // : /-ῌ0*.
Penman, H.L. (+3.*) : Gas and vapour movementsin the soil II. The di#usion of carbon dioxide

Moldrup, P., Olesen, T., Yamaguchi, T., Schjonning, P.
and Rolston, D.E. (+333) : Modeling di#usion andthrough porous solids. Journal of Agricultural
Sciences, -* : /1*ῌ/2+.

reaction in soils : VIII. Gas di#usion predicted

Post, W.M., Emanuel, W.R., Zinke, P. J. and Stan-from single-potential di#usivity or permeability

genberger, A.G. (+32,) : Soil carbon pools andmeasurements. Soil Sci., +0. : 1/ῌ2+.

world life zones. Nature, ,32 : +/0ῌ+/3.

Moldrup, P., Olesen, T., Yoshikawa, S., Komatsu, T.

Taylor, S.A. (+3.3) : Oxygen di#usion in porous

and Rolston, D.E. (,**.) : Three-Porosity Model

media as a measure of soil aeration. Soil Sci. Soc.

for predicting the gas di#usion coe$cient in

Am. Proc., +. : //ῌ0+.

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J. Jpn. Soc. Soil Phys.
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No. +*-, p. 21%3. &,**0'
 

 
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Actual Soil Conditions of Peaty Arable Land in Hokkaido
Hitoshi HASHIMOTO** Hokkaido Central Agricultural Experiment Station, Naganuma, Hokkaido, *03ῌ+-3/, Japan+ 

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Reviewing classical studies in soil physics“Moisture Movement in Porous Materials under Temperature Gradients”
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Transactions, American Geophysical Union, Vol. -2, No. ,, ,,,῍,-, (+3/1)
Masaru SAKAI* and Nobuo TORIDE*

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EHsMIj   , l># Philip   !  "#UV~L2 !1cd kJ. R. Philip  

   $%#& #

'(()*+(,(-./,

 0,1 .*  2-KLw -
L%- Philip VJKWV!,10"3/,#[-uQJD Xh  &uQ>,?@A $4%! &5'65' $/ i*j j14Y()! Philip 7,*89+%: *;"^+33+_ ῌ ^,***_ VL1 Philip V !BC,#-- de Vries < +3/1 .=,HI1j  u A@j>#?@ABCD )"#Z@q/L2 /E0FG123#4'$ +3-* 
5& Darcy ) Richards 56HI

JK67

L1MNO", 0P8/EG#9:[\*-4-1j  () >#?@A -]/,-VQ& 8/EGR;ST1 >,1, 

4#D  UE<V=E<W># XYZ[\]>?@HI ^Penman, +3.*_!1 PhilipV !^2_ Philip V &¡XYZ[\]>op8¢`bAcde-fI

># £¤,1j  >#JK^Gurr et al., +3/,_ ,, ghHI>#B ¥a¦ >4b§rcdXYZ

HV `aD

 CDEi1 +* FGHIjJ,1 k[\]>/D¨TVI 0,1 >XqZ[

lj1m-KLe-%-r>eHsME]D ©'fT ^Penman,

Philip and de Vries ^+3/1 nG Philip V_ +3.*_ - ª-#' - ©«6/  (XYZ[\]>op8>XqZ[r )¬g!­h5©« ^i®j_ #'/

EHBsML XqZ[r , "N,D ¯ª- ῌ '° .L2 EHsML >#tO
P1  uQ(LRv, 0,1

qvap±¸/+.῍2/*1 ³´¹lº»mn¼n +/11
* ³´IIµk¶·JK : ># EHsM RT?@A [aavDatm ²rv
²z
rw

ῌ

¬­¥z ® +*- ¯ ,**0

106cm s+ Datm  qvap 

 cm, s+  K T

!"# P $%& Datm'...,(

qqvap  , m`,`n. }IJ  [῍ῌ+*.T,.-ῌP, rw ) g cm- v *+

qvap'qTvap qqvap

,-./01234 567 86 9:;+ a <= Penman +3.* ,-. *.00

'DTvapa > ?@A> q BC DE> rv ) g cm- z FG cm .H IJ

qTvap ]1ijkla%U
`L\]1ijkla%UTqDqvapzz DTvap, Dqvap euu\],cd3.

1KL

g cm, s+ MN& `L\],cd3.

.C OPQ

RS1T.UV ?

[Gu.H

cm s+ MNUH 4

@

567

86,WX& Y +33+ Miyazaki et al. +33-
,Z%XH-  [ .H

aavDatmHrb
rw



Dqvap'

aavDatm grv dh
rw
RvT dq b'drvsῌdT  +* i{ -* D b)\],^_3) `L .X#ab ,cd3.H eDTvap'

1 fgῐ+.*/(+*0 g cm- K+ .H



-,

vwxl pqr6sMN{u. }IJ,\]`L\]1hijkla3. , m`

ῌh
῍z

῎
῏

qliq'K,`n%UH oU pqr6stGu.vwxl,+

WX&y #abcdzi{ \] ` qliq vw

L\]1hijkla%U , m`



,`

n%UH
-+ 

cm s+ K B

cm s+ .H #ab h ?@A> q

 T ,cd3.UV hῌz 1 , m`,`n%&t3.) rv  |$.UV 

h
h T
'
z
T z

#ab$. }IJ  [~H

ῌ hg ῎῍RvT῏rv'rvsHr'rvsexp

 rvs B) g cm- Hr |
h #ab[~Hcm g a 32+ cm s, Rv

h q
q z

hῌT  t a s cdz,¡¢

.H
h
h ds
'
'gh
T
s dT

? .0,.+ J kg+ K+ .H rv  rvs g' +ῌsdsῌdT  +* i{ -* D Hr $. }IJ  [~ gῐ,.*3(+*-K+ .H

rv
rvs
'Hr
z
z

Hr
rvs
z



oU rvs  T $ Hr  T  q $.
  [1`s1X&3.

\],-.vw
}IJ



[1

[,

qTliq `L

qqliq  , m`,`n.

[~H

qliq'qTliq

rv
drvs T
'Hr
z
dT z

qqliq'DTliq

TqDqliqKzz DTliq, Dqliq euu\],cd3.vw

ῌHr T
῍ T zrvs

Hr q῎q z῏ T ,3. Hr 9,GX
i{ HrῌTῐ* %&  [1X&Hrῌq 13. }IJ  [~rv
drvs T
'Hr
z
dT z

3. \],-.vw

grv dh q
RvT dq z [1  [,3.  `L\],cd3.vw.H
DTliq'Kgh
Dqliq'K

h
q

. 


 \



 [,2%U£¤¥¦C \],-.xlL§¨©1ª3.I«%& Philip {µ¶ : J. R. Philip and D. A. de Vries · w o{ ¸¹=¬&fΐῌ+He¨ !f" |},
©Fª~«z" , A C  B C
z " 2Philip and de Vries +3/1, Figure ,3

Fig. +

Water ﬂow through a liquid island. The
arrow indicates the ﬂow direction due tothe temperature gradient. Vapor condenses
on one side A and evaporates from theother side B. (Philip and de Vries +3/1,
Figure ,)

9^x

107

 

 ,  !".ῌ+ ῒ῔ῐ῏ῑ#$%&'()*+, -./01 2CS,3 45678 2CH-COCH-3 9:!/;<=>?@AB
CD " EFG<=, %&HIJKIJLMΐῌ,

2a3 @>?N{ ¬v­¡®" ¯°, qK ¤*., SHe)*+" t°,VWXY" 2b3 I
2±Tῌ±z3a %²³ 2±Tῌ±z3 ´" 2c3 

®¢
h" ¯°, Philip and de Vries )*+" t°, Cass )*+"Fig. ,(a) Apparent available porosity for vapor
di#usion as a function of volumetricwater content (qK῍*.,). The solid line
represents the liquid island model and thedashed line is based on the conventional
theory. (b) Ratio of the temperature
gradient of air phase (῎T/῎z)a and thesoil average temperature gradient (῎T/῎z).
(c) The enhancement factor h for thethermal vapor transport. The solid line
and the dashed line represent the Philipand de Vries model and the Cass model,
respectively.

N9" Philip G, EO !/;<=PQ 
RSTU!E VW

XYZ[ @D \U!" ] ^H_I`ab\cdF!He)*+ !"
%&fg@hi H_jkl@m9_n o9^, H_,p +  O %qrst uv  wH
ex  ^$yz " p +@$yz S A

o{ |}~S 

 !, B G9O^ >?

z " E

O  ,Hez C,Ni ]Fki

>?@hF " ]! @>?N IC,Ni HIJ\c
dF!N:!" zN ῍ &I a
 af 2a3 q

RSTU^ 

(h !" Philip G, f2a3 ¡¢ ^£b9!"

ῌ
2a῏aK3῎+
f2a3¤ῌ῎aaῌ
K 2a¥aK3῍῏῎EEC aK ,H_jkl@miN ¦§ICD

108]®¯J, ° +*- ± ,**0ῌ-©ª`Zab>«¬$  DTvap ()DTliq !
ab>«¬$Dqvap ()Dqliq !
 ! ­ HIJK DTvap Fig. -

Thermal vapor (DTvap), thermal liquid water (DTliq), isothermal vapor (Dqvap), and isothermal liquidwater (Dqliq) di#usivities for a loam soil as a function of volumetric water content. The dashedline indicates DTvap based on the conventional theory.

   , aqK

qῐqK $&' aῑaK() *+, -.

?@4*+A (/ ()u`Zab>P QRSTU"$

/

a

56

 

>LA4 (MNO>PQRSTU VW

qTvap%;<=>&q BC>DEFG$ HIJK

4jkl$ /mno p/ (/>q3

0>rsE?t ῌ \u]^_`ZabTῌczc/`Zab cTῌcza PdvA.rs

E wxdhikl"6ryz${|  , b > Philip 1]}~ mnoPA?`Zabq"#$ /`Zab"NOA?>PYZ[ BC$QRSTU+.- X01 - X

cTῌcza > [x ! enhancement factor Pxhh%  hi> /`Zab>P@

῏
῎

῏ \q
" [E ῌ ῍ \ QRSTU ῎, XYZ[ BC$

Philip 1  ῌ \]^_`ZabcTῌcz >deafaqvDatmHrb ῌcT῎
῍ cz ῏arww Z a ., 

f"gE?  ,  "NO>x4 ῌ \ /(/012$34"56  78 q9qK $&' a:aK.-  !"#$ qK%*.,

afaq cTῌczaaa
cTῌczῐ῎ , c h  ! h q !

 ,  h >Pkl"QRSTU- X01 1 XYZ[BC$

ῐ \"&  A?`Z
 HIJK> ῎

ab>P QRSTU¡1x
qTvap%DTvap

aavDatmHrbh cT
cT
%
cz
cz
rw

ῑ
῎

! h >E4  ¢d£¤¥K¦&x? Jury and Letey +313 ῎
ῐ \u`Zabq cTῌczaῌcTῌcz "A §¨Z /*ῒ YZ

ª« : J. R. Philip and D. A. de Vries  ¬}~­a/®¯°@ KL`±ῌ.
Fig. .

 B$n *.*1. *.+-. *.-+- [¡¢a/ / £q¦§ ST/N ¨[©¥N¤ ¥H Philip

109

 pH

Volumetric water content proﬁles for the initial water content of *.*1., *.+-., and *.-+- for aloam soil after / days. The solid lines and dashed line represent simulated results with the Philipand de Vries model and the conventional theory, respectively, and the plots are observed data.

 Philip+./ ,h  Cary +313    q  Tq K
:
DT
;Dq
;
t
z  zz zh ! Cass et al. +32.   "#$00= DT:DTvap;DTliq, Dq:Dqvap;Dqliq =D/ %&'() *+,-./01

"# *+, ,/KLEE1h  2 h "#$34 5/\/ y  E

6784 q

6719  ῍ῌ῎qh:3./;- <2./exp<
+;
qs

ῑ ῐ῏


Cs


q 

qs

.




T
  T

q
:
l
<L
Dqvap
t
z  z z z00= Cs @A L *=D/ l *+/,BMa "00= qs >?@AB$ fc CB=D/ #$= l:ls;LDTvap =D  ls  "#$=D/E

2 q de Vries +3/2  ,BMKLh F , c GH=IJ Cass et al.

9 h  *+KLBM7NOPQ34
5/ Noborio et al., +330 ; Scanlon et al., ,**-
R( STUVWX YZ[\]^_`a
2 bcd\e01 PhilipE9
qvap
CsT
qvap
  T
;L
:
ls
<L
t
t
z z zfgh&1i<Cliq

5jSklm&nmo 5/p=D/ 2 q rs
t7 hPhilip678 uXv`
z{

1+|

wx

yp

}~

nD 

2 & uXvmov 5/

00= Cliq z @A Cvap *+ @A
=D// 
 E 
 E ( ./1  KL
 EEn 5/ y

qliqTqvapT
<Cvap
z
z

0
KLE KLE4@k\7Nd\01= Philipn9 . , Z¹º » +*- ¼ ,**0

1100ῌ, ῒΐ῍῏!)* q h K h - van GenuchtenMualem WXY van Genuchten, +32* Z[1\!
qr=*.*+ qs=*..1, a=*.*1. cm]+ n=+.-3 Ks=--.1
cm day]+ l=+ ^_`" h  Philip (WXY qK=*.,aTῌazaῌaTῌaz=+.1-! b -ΐ ῏῔ ῏῕ cdefg`" DTvap, ῍ ῎ ῏DTliq, Dqvap, Dqliq &' hijb + kl Lmnopq'fg`" qr*.,/ Ostufg DTvap

vw- q῍*.,/ Ks 

xyfg DTliq

vw' z! Philip ( DTvap

 {s|} DTvap GD~ nopq'fg`" {s xyfg Dqliq~   qr*.*/Fs|  tufg Dqvap~ $%  >  aKῌaz=*

ῑ
-! ῐ

-UV!  T:; qi  :;Lm ,*6 Lm +*6,/6-! z! . tu xy *-!/! "#$%tu< HYDRUS-+D * Simunek et al., +332 
! U| B?1RJ>b .  OL. x=*- 8  -!

 / BAHI# $%#&' O
ῑῌ/

:;<
*.*1. *.+-. *.-+- )*|¸ / BALmnoGtu qTvap xy qTliq  noGtu qqvap xy qqliq H

Fig. /

Thermal vapor (qTvap), thermal liquid water(qTliq), isothermal vapor (qqvap), and isothermal
liquid water (qqliq) ﬂux proﬁles for the
initial water content of *.*1., *.+-., and*.-+- for a loam soil after / days.

 qi=*.*1.

OLMP
H   Gurr etal. +3/,  ῐῑ ῒ  !"#$%&'ῐ

KLMN(ST K qi=*.-+- -U qi =*.*1. *.+-.  ^_`" h U}G$% ¡¢£-! }

 Philip (WXY¤¥ KLMN(OLMP ¦1e I#
KLM §~¨© OLM §¦¨©' Philip (WXY } DTvap  . ª«m^_'b - $%I#Ge¬­'ῌ

 qi=*.+-.

ῒ GD  . ®῏-¯&'  1(°-e­' b /  / BA . ®&'OLMN(KLMP&0ῌ+ ῐ ῎- ±OLMP&' L

Gurr ( )*+,- ./-!01 +*mnoGOLMPST 7 ¡ 

cm 

2345. +*6 7-8.

noGD KLMP ST O,/6  9! :;<  qi=*.*1. *.+-. *.-+-

qi=*.*1.

2

D qTvap xy qTliq  fg`" DTliq> ?@A / B CDE- 

FGDHIJ-! qi=*.*1. *.+-.



KLMN(OLMP Q(R!  qi=*.-+STUNV!

 OLMPtu -²¦1!³´¦1 z!KLMP
xῌ0 cm  q῍*.*/¤µ¶R!s xy

-- qqliq x·0 cm F-!s  t¶· : J. R. Philip and D. A. de Vries ¸ ¹8JK~.XY§º»}3'.¢¼ qqvap

 xῌ0 cm   Dqliq  x0 cm    ` . / 0111

 789:'p78g.XY]^p@89:'p@8g 7Dqvap   ! x0 cm    lm .XY pq\789:'"#$%&' , ( qTvap  qqvap

rs8lm''tuvwxyz.h)*+ ,-./0 12 34' qi5*.+-.
6 qi5*.*1.  789:' ;<'=>  qTvap

? @89:'  AB/0 qqliq

C @


'Ir. . ('"#$%&{ _Jx|}z.
QR 8JK~'l3'xIH.
  ! ' ' qi5*.-+-   qi5*.*1. *.+-. 'DEFGH!'{2' x.

.I789:' 12 qTvap  8JKh.ILM qTliq

=.ST' H P'

? @89:' qqliq )*+  ,-.  abc

qi5*.*1. *.+-. *.-+- .de qi5*.*/ *.*2 .XY /f' _J 

P6 Philip Ph1ῌ ῍ ῐ ῏ ῎

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+*- ¡ S,**0T_`a S+33+T : b DX pp. 23ῌ30 YZ[D\]^X$%&'()*+,-"./0.#+1 Philip

Nassar, I.N. and Horton, R. (+323) : Water transport in23 4567,-897#:;< =

unsaturated nonisothermal salty soil : II. theore->?<*@A B,- CD=EF

tical development. Soil Sci. Soc. Am. J., /- : +--*ῌ

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Noborio, K., McInnes, K. J. and Heilman, J.L. (+330) :ῌ ῐ ῏ ῍Two-dimensional model for water, heat, andCary, J.W. (+313) : Soil heat transducers and water

evaluation. Soil Sci. Soc. Am. J., 0* : +*+*ῌ+*,+.

vapor ﬂow. Soil Sci. Soc. Am. J., .- : 2-/ῌ2-3.

Penman, H.L. (+3.*) : Gas and vapor movement in soil :solute transport in furrow-irrigated soil : II. ﬁeld

Cass, A., Campbell, G.S. and Jones, T.L. (+32.) :Enhancement of thermal water vapor di#usion
in soil. Soil Sci. Soc. Am. J., .2 : ,/ῌ-,.

I. The di#usion of vapors through porous solids.
J. Agric. Sci., -* : .-1ῌ.0,.
Scanlon, B., Keese, K., Reedy, R.C., Simunek, J. andde Vries, D.A. (+3/2) : Simultaneous transfer of heatAndraski, B. J. (,**-) : Variations in ﬂow andand moisture in porous media. Trans. Am. Geo-transport in thick desert vadose zones in re-phys. Union, -3 : 3*3ῌ3+0.

sponse to paleoclimatic forcing (*ῌ3* kyr) : Field

Gurr, C.G., Marshall, T. J. and Hutton, J.T. (+3/,) :Movement of water in soil due to a temperature
gradient. Soil Sci., 1. : --/ῌ-./.

measurements,

modeling,

anduncertainties.

Water Resour. Res., No. 1, ++13, doi : +*.+*,3/,**,
WR**+0*.. -.+ῌ-.1.

Jury, W.A., and Letey, J. (+313) : Water vapor move-

Simunek, J., Sejna, M. and van Genuchten, M.Th.

ment in soil : reconciliation of theory and exper-(+332) : The HYDRUS-+D software package foriment. Soil Sci. Soc. Am. J., .- : 2,-ῌ2,1.

simulating the one-dimensional movement ofMilly, P.C.D. (+32,) : Moisture and heat transport inhysteretic,

inhomogeneous porous

water, heat, and multiple solutes in variably-

media : asaturated media. Version ,.*. IGWMC-TPS-1*. In-

matric head-based formulation and a numericalternational Ground Water Modeling Center, Col-model. Water Resour. Res., +2 : .23ῌ.32.

orado School of Mines, Golden, CO.

Miyazaki, T., Hasegawa, S. and Kasubuchi, T. (+33-) :van Genuchten, M.Th. (+32*) : A closed-form equa-

Water ﬂow in soils. pp.+10ῌ+12, Marcel Dekker

tion for predicting the hydraulic conductivity ofInc., New York.

unsaturated soils. Soil Sci. Soc. Am. J., .. : 23,ῌQῌ R S,***T : UVW DX pp. 20ῌ3, YZ[D\]

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Journal of the Japanese Societyof
Soil Physics
July ῍ῌῌ῎

No. +*Contents

Foreword ῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌH. NARIOKAῌ +Original Papers
The Technique for Improving Soil Physical Characteristics by Preventing the Formation of Soil Crust by Dressing the Sandy Pyroclastic Deposits ῍῍῍῍Y. YOKOI῍ Ageing Changes of Consolidated Farmland Foundation in Stepped Paddy Field῍῍῍῍῍C. OGURA, K. NEMOTO, T. FURUYA, H. OSARI, T. SHIONO and H. NARIOKA῍ +Critical Flocculation Concentration of Montmorillonite, Beidelite, Illite and Their
Mixed Suspensions ῍῍῍῍῍῍῍῍῍῍῍῍M. SUZUKI, T. NISHIMURA and M. KATO῍ ,E#ect of Ordinary Portland-Cement on Properties of Clayey Soil in Mie Prefecture῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍Md. Z. HOSSAIN, H. NARIOKA and T. SAKAI῍ -+Comparison of Evapotranspiration between Indigenous Vegetation and Invading
Vegetation in a Bog ῍T. FUJIMOTO, I. IIYAMA, M. SAKAI, O. NAGATA and S. HASEGAWA῍ -3
Notes
Change of Soil Moisture in Clustered Field of Wild Iris῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍T. HOSHI, K. FUJII and E. KURASHIMA῍ .3
Miscellaneous
Using MathCad to Simulate Solute Transport in Soil for a Graduate Soil Physics
Class ῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍K. NOBORIO῍ /1
Record of the Recent Editing Works for Publishing the ”Journal of the JapaneseSociety of Soil Physics” ῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍H. YOSHISAKO and Y. IWATA῍ 0Lectures
Characteristics of Peat-land, Relations with Soil Physical Properties
Introduction ῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍T. ISHIWATA and O. NAGATA῍ 03
Hydrologic Process in WetlandῌCharacteristics of a Mire in a Snowy Regionῌ῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍M. NAKATSUGAWA῍ 1+
Characteristics of Soil Gas Di#usivity in a Peatland ῍῍῍῍῍῍῍῍῍῍῍I. IIYAMA῍ 13
Actual Soil Conditions of Peaty Arable Land in Hokkaido ῍῍῍῍῍῍H. HASHIMOTO῍ 21
Improvement of the Eating Quality of Rice Produced in Peaty Paddy Field by Soil
Dressing ῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍T. YANAGIHARA῍ 3/
Reading of Classical Study Series
῎Moisture Movement in Porous Materials under Temperature Gradients῏ By J.R.
Philip and D.A. de Vries ῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍M. SAKAI and N. TORIDE῍+*/
Discovery of Partial Flow (Finger Flow) and its Research Background῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍῍T. TABUCHI῍++Readers’ column ῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌH. HASHIMOTOῌ++3
Book review ῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌK. NAKAMURAῌ+,+
Announcements ῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌ+,/Editor’s Postscript ῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌῌ+,0Japanese Society of Soil Physics
Division of Environmental Resources
Graduate School of Agriculture, Hokkaido University
Sapporo, *0*ῌ2/23 Japan