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TRANSCRIPT
キーワード:農業用コンクリート水路,摩耗機構,促進摩耗試験,セメント系材料,カルシウム溶脱
Ⅰ 緒 言
1 研究の背景
Fig. 1 1960
2003 40%2008
41%
1999
5
2000 3
2005 3
20052010 3
2010
2010
a 農業水利施設のストックマネジメント
200225
2002
20022002
2003
2007
Fig. 1 Food self-sufficiency ratio of the major industrial countries based
on calories
0
50
100
150
200
250
300
350
400
1960 1970 1980 1990 2000
(%)
1
農工研報 521~ 57, 2013
2005
b 農業水利施設の性能管理
2003Fig.
2
2001 Fig. 3
Fig. 4
Fig. 2
Concept of management for the performance of facilities
農業水利施設
構造性能
水理性能
水利用性能
管理者
食料・農業・農村基本計画
直接管理
間接管理
2 農村工学研究所報告 第 52号 (2013)
2004 Table 1
2007
20032009
2004Fig. 5
Fig. 3
2001 General maintenance procedures
構造物
点検
劣化予測
評価および判定
対策
対策不要
対策必要
維持管理区分の決定
初期点検
維持管理区分の設定
大規模対策
Fig. 4 Performance based maintenance procedures
構造物
点検
劣化予測
要求性能の設定
現況性能確認
性能低下予測
評価および判定
対策
対策不要
対策必要
農業水利施設 性能
対策不可
Table 1 2004 Present state of verification for the performance of concrete structures
3渡嘉敷勝:農業用コンクリート水路における摩耗機構および促進摩耗試験に関する研究
Fig. 6A F
3040
Fig. 6 G
c 農業水利施設における摩耗現象
2007
2008a
Fig. 7
2002
2009
2 既往の研究
a 摩耗に関する研究
41993
Fig. 5
2004 Repair and reinforcement design procedures based on the
performance verification
構造物の点検
劣化メカニズムを考慮した劣化進行予測
劣化進行に伴う性能低下予測
補修・補強工法の仮定
供用期間中の構造物の性能 > 要求性能
工法と材料への要求性能決定
供用期間中の構造物の性能 > 要求性能
工法と材料の仮定
工法と材料の性能 > 要求性能
工法と材料の決定
YES
YES
YES
NO
NO
NO
Fig. 6 Performance verification regions of repair and reinforcement
methods
付着性(耐久性)G
既設躯体への追従性G
施工条件への適応性G
凍結融解抵抗性G
耐摩耗性F
耐変質性F
耐候性F
付着性D
躯体表層強度B
平滑性A
水密性A
強度ほか材料特性A
性能試験項目領域
付着性(耐久性)G
既設躯体への追従性G
施工条件への適応性G
凍結融解抵抗性G
耐摩耗性F
耐変質性F
耐候性F
付着性D
躯体表層強度B
平滑性A
水密性A
強度ほか材料特性A
性能試験項目領域
A B
C
D
EFG
補修・補強材料
既設構造物
環境
(温度,日射,乾湿繰り返し,流量,オゾン,塩分,CO2など)
Fig. 7
Erosion state of concrete irrigation canal
4 農村工学研究所報告 第 52号 (2013)
2
1
2010
1993
1993 b 水利コンクリート構造物の摩耗に関する研究
1979 ACI Committee 210 1993 Momber Kovacevic1994 Horszczaruk 2009
ACI Committee 210 1993
2001
FEM
Li and Liu 1999 Shimizu et al. 1999 Aquaro 2006Wang and Yang 2009
Hassan and Kosmol 2001Cellular Automata CA
3 CAValette et al. 2006 Chopard
and Dupuis 2002Orbanic and Junkar 2004D'Ambrosio et al. 2001 FEM CA
CA
CA
c 水利コンクリート構造物のカルシウム溶脱に関する
研究
2005 2009EPMA
CaCa
Ca2001 2004
2000 1991
2003Bentz Garboczi 1992
CaCarde et al. 1996
20002001 2002
Ca
d 促進摩耗試験に関する研究
2007JIS
JIS A 1453JIS K 7204
ASTMASTM C 418
ASTM C 1138
1984
5渡嘉敷勝:農業用コンクリート水路における摩耗機構および促進摩耗試験に関する研究
19861999
JIS K 7204
ASTM C 418 ASTM C 1138
ASTM C 418ASTM C 1138
Goretta et al. 1999 Momber 2000
Momber and Kovacevic 1994 Hu et al. 20022005 Liu et al. 2006 2010
2010
2006
3 研究の目的と論文の構成
6 Fig. 8
EPMA
Ca
4 本論文における用語の定義
20012007
2007
2003
Fig. 8 Structure of this paper
6 農村工学研究所報告 第 52号 (2013)
Ca
Ca Ca
Ⅱ 農業用コンクリート水路の摩耗状況
1 緒論
2005 2008 2009
調査地区および方法
調査地区
F
G
5 32 EPMA
摩耗形状計測
Fig. 92008
0.01 mm 100 mm 0.5 1 mm1000 500 500 mm
Ra RzRa Fig. 10
lx y
y = f(x)
(1)
Rz lRa Rz
Fig. 9
Measuring device for eroded surface profile
Table 2 Summary of field investigations
Gmax (mm)
EPMA
A 40 20
B 51 40
C 35 40
D 38 25
E 38 20
F 30 40
G 2 5
2
a
b
= | ( )|
Table 2 A E 5
7渡嘉敷勝:農業用コンクリート水路における摩耗機構および促進摩耗試験に関する研究
(2) B B Fig. 14
Ra Fig. 15 BFig. 14
BA
(3) C C Fig. 16
Ra Fig. 17C1 C6 C7 C6 C1 1,500 m
C7 C6 300 m C1 C6
C760 cm
C7C1 C6
Fig. 11 EPMA EPMA analysis section of the specimen
Table 3 EPMA EPMA analysis conditions
15 kV
300 nA
100 m
100 m
30 msec
800 800
80.0 mm 80.0 mm
Ca Si S Al
y
x
線
RaRz平均線
80mm
80mm
10mm
c 粗度係数推定
2008
(2) (3)
(4) n ks Ra
Rz (2) ks(3) (4) 2
Ra Rz d 元素分析
EPMA Electron Probe Micro AnalyzerEPMA-1600 D E
36 Fig. 11
EPMA Table 3 EPMA
Ca 2006
Si Al 2
3 結果と考察
a 摩耗状況
(1) A A Fig. 12
Ra Fig. 13 6070 cm 100 110 cm
Fig. 10 Ra Rz Ra
Concepts of arithmetic average roughness Ra and maximum height Rz
= 0.042 = 2 × = 0.26 ×
8 農村工学研究所報告 第 52号 (2013)
(4) D D Fig. 18
Ra Fig. 19
20 cm
Fig. 19
(5) E E Fig. 20
Ra Fig. 2130 40 cm
60 70 80 cm100 120 cm
(6)
5 Fig. 22A 0.0113 B 0.0192
Fig. 12 A
Canal state in the A district
Fig. 13 A Ra
Arithmetic average roughness Ra versus the height of the canal sidewall from the bottom in the A district
0.0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0 20 40 60 80 100 120
Ra
(mm
)
(cm)
Fig. 14 B
Canal state in the B district
Fig. 15 B Ra
Arithmetic average roughness Ra versus the height of the canal sidewall from the bottom in the B district
0.0
1.0
2.0
3.0
4.0
5.0
0 50 100 150 200
Ra
(mm
)
(cm)
9渡嘉敷勝:農業用コンクリート水路における摩耗機構および促進摩耗試験に関する研究
BB
0.0113 0.01562001
0.012 0.016 B
0.0136 0.0192B
50
Fig. 23 Ra Rz
B26.4 mm
2 a) Ra Rzb) B 10
mm a) 5
0.93
b)
Fig. 16 C Canal state in the C district
Fig. 17 C Ra
Arithmetic average roughness Ra versus the height of the canal sidewall from the bottom in the C district
0.0
0.2
0.4
0.6
0.8
1.0
1.2
1.4
0 20 40 60 80 100
Ra
(mm
)
(cm)
C1C6C7
Fig. 18 D
Canal state in the D district
Fig. 19 D Ra
Arithmetic average roughness Ra versus the height of the canal sidewall from the bottom in the D district
0.0
0.2
0.4
0.6
0.8
1.0
1.2
0 20 40 60 80 100
Ra
(mm
)
(cm)
10 農村工学研究所報告 第 52号 (2013)
20086 mm
4010 mm 6 mm 16 mm
Fig. 24 Ra Rz
1:10.015
0.015
(7)
Fig. 25 F
Fig. 26
Fig. 14
Fig. 20 E
Canal state in the E district
Fig. 21 E Ra
Arithmetic average roughness Ra versus the height of the canal sidewall from the bottom in the E district
0.0
0.1
0.2
0.3
0.4
0.5
0.6
0.7
0.8
0 20 40 60 80 100 120 140
Ra
(mm
)
(cm)
Fig. 22 Estimated roughness coefficient from arithmetic average roughness
Ra versus the height of the canal wall from the bottom
0.010
0.012
0.014
0.016
0.018
0.020
0 50 100 150 200
Ra
n
(cm)
A
B
C
D
E
Fig. 23 Ra Rz Maximum height Rz versus arithmetic average roughness Ra
0
5
10
15
20
25
30
0 1 2 3 4 5
Rz (
mm
)
Ra (mm)
A
B
C
D
E
Fig. 24 Ra Rz
Estimated roughness coefficient from Rz versus that from Ra
0.010
0.012
0.014
0.016
0.018
0.020
0.010 0.012 0.014 0.016 0.018 0.020
Rz
n
Ra n
A
B
C
D
E
1:1
11渡嘉敷勝:農業用コンクリート水路における摩耗機構および促進摩耗試験に関する研究
Fig. 27 (8) G Fig. 28
Fig. 26
Macrograph of abraded surface. White circles indicate the desorption pits of coarse aggregate.
Fig. 27 Concepts of weak and strong erosion action, and the results of
eroded states by each action
Fig. 28 G
Eroded canal state after repair in the G district. The polymer cement paste is lost, the fine aggregate remains at the surface.
Fig. 25 F
Apron state of head works in the F district
12 農村工学研究所報告 第 52号 (2013)
150 mm
150 mm
200 mm
Fig. 29 D Ca 2 Ca 2
2-dimensional distribution image and concentration profile of Ca in canal concrete specimen in the D district. From the upper: sidewall in the air portion, sidewall in submerged portion, and the bottom.
0
10
20
30
40
50
60
70
80
0 5 10 15 20 25 30 35
(mm
)
(mass%)
20 mm
0
10
20
30
40
50
60
70
80
0 5 10 15 20 25 30 35
(mm
)
(mass%)
36 mm
0
10
20
30
40
50
60
70
80
0 5 10 15 20 25 30 35
(mm
)
(mass%)
15 mm
13渡嘉敷勝:農業用コンクリート水路における摩耗機構および促進摩耗試験に関する研究
b 元素分析
D E EPMAFig. 29 Fig. 30
3Ca Si S Al 4 Ca
Ca
1991 1997 2000 2001
150 mm
150 mm
200 mm
Fig. 30 E Ca 2 Ca 2
2-dimensional distribution image and concentration profile of Ca in canal concrete specimen in the E district. From the upper: sidewall in the air portion, sidewall in submerged portion, and the bottom.
0
10
20
30
40
50
60
70
80
0 5 10 15 20 25 30 35
(mm
)
(mass%)
13 mm
0
10
20
30
40
50
60
70
80
0 5 10 15 20 25 30 35
(mm
)
(mass%)
18 mm
0
10
20
30
40
50
60
70
80
0 5 10 15 20 25 30 35
(mm
)
(mass%)
23 mm
14 農村工学研究所報告 第 52号 (2013)
2001 20022003 2004
Ca2005 2008
2009 Ca
(1) Ca(2)
13 36 mm (3) Ca18 30% (4) Ca
DCa Ca
Ca
Ca
Ca CaFig. 31
CaCa
Ca
c 実水路における摩耗状況
4016 mm
Ca
EPMA Ca
4 結論
Ca
(1)
(2) D
(3) 5
A 0.0113 B 0.0192
(4) B0.0113 0.0156
0.012 0.016
(5) Ra Rz
(6) B 10 mm
(7) 40 16 mm
(8)
(9) EPMA Ca
13 36 mmCa 18 30%
(10)
Fig. 31 Ca
Distance from the specimen surface to the Ca leaching front versus the initial Ca concentration
05
1015
202530
3540
0 10 20 30
(mm
)
Ca (mass%)
D
D
D
E
E
E
15渡嘉敷勝:農業用コンクリート水路における摩耗機構および促進摩耗試験に関する研究
(11) Ca
Ca Ca
CaCa
Ⅲ 水噴流摩耗試験
1 緒論
2
1993
2007JIS JIS A 1453
JIS K 7204
ASTM ASTM C 418ASTM C
1138
1984 19861999
JIS K 7204
ASTM C 418 ASTM C 1138
ASTM C 418 ASTM C 1138
2005
Momber and Kovacevic 1994 Hu et al. 2002 Liu et al. 2006
2 水噴流摩耗試験の試験方法
a 水噴流摩耗試験機
Fig. 32
296 14260 mm 70 70 20 mm
6
Fig. 33
16 農村工学研究所報告 第 52号 (2013)
1987
b 摩耗量計測
KEYENCE LK-500 10 m Fig. 34
1 mm5
mm 1150 mm 51 11=561
3 水噴流摩耗試験における吐出圧力および回転速度
の影響
a 試験方法
(1) 2
Table 42
10 mm
Table 4
Specifications of two types of water jet tester
(MPa)
(MPa)
(L/min)
(m/s)
(m2) (°) d (mm)
x (mm)
x/d
(mm/mm)
A 4.9 3.0 - 4.5 19.1 - 23.4 82.7 - 102 3.8×10-6 40 2.2 70 32
B 20 4.5 - 20.0 11.9 - 25.2 79.4 - 168 2.5×10-6 40 1.8 80 44
Fig. 32
Overview of the water jet erosion tester
Fig. 33 Testing state of water jet
Fig. 34
Measurement domain of the erosion depth of specimen
1
3
4
6
7
5 1
2
3
4
5
6
5
7
2
50m
m
5mm11
50mm
17渡嘉敷勝:農業用コンクリート水路における摩耗機構および促進摩耗試験に関する研究
(2)
JIS R 5201
W/C=50%W/C=40% 2
296 142 60 mm 120 14
Table 5
(3) Table 6 9 A3.0 4.5 MPa B 4.5
20.0 MPa AW/C=50% 40% 2
B 330 rpm A04560 B2006060 rpm B20060
1 5 146 10 24
b 結果と考察
(1) Fig. 35
A B4.5 MPa A B
1.9 Fig. 36
Bernoulli
(5)
p
(5) v
(6)
Table 5 Water-cement ratio and compressive strength of specimen
W/C (%)
(N/mm2)
7 14 21 28
WC50 50 37.0 43.9 45.9 47.1
WC40 40 58.5 62.8 66.9 66.7
Fig. 36
Comparison of water jet flow velocity as a function of the discharge pressure with device A and B
0 5 10 15 20 250
50
100
150
200
(MPa)
(m/s
)
A━━A Cv
B━━B Cv− − Bernoulli
Fig. 35
Comparison of discharge flow rate as a function of the discharge pressure with the device A and B
0 5 10 15 20 250
5
10
15
20
25
30
(MPa)
(L/m
in)
AB
Table 6 Test cases
(MPa)
(rpm)
(hour) (hour)
A03030 A 3.0 30 260 20
A04030 A 4.0 30 140 20
A04530 A 4.5 30 140 20*1
A04560 A 4.5 60 140 20
B04530 B 4.5 30 140 20
B10030 B 10.0 30 10 1
B15030 B 15.0 30 10 1
B20030 B 20.0 30 10 1
B20060 B 20.0 60 10*2 1
= 2
= 2
18 農村工学研究所報告 第 52号 (2013)
cv 1996 Fig. 36 (6)
cv A1.06 B 0.836
A cv 1 (5)v
B vl < v
A
(2)
Fig. 37Fig. 34
AA04530 0 mm
B B04530 B2003015 mm
B
B
25 +25 mm35 +33 mm 74%
Fig. 37
Examples of the eroded cross-sectional shape
-50 -40 -30 -20 -10 0 10 20 30 40 50-25
-20
-15
-10
-5
0
(mm) (m
m)
A04530 140hB04530 140hB20030 10h
Fig. 38 A
Erosion depth and rate at each discharge pressure using the device A. From the upper: 3.0, 4.0, 4.5 MPa.
0 50 100 150 200 250 3000
2
4
6
8
10
(mm
)
WC50-1WC50-2WC40-1WC40-2
A03030
0 50 100 150 200 250 3000.00
0.02
0.04
0.06
0.08
0.10
(mm
/h)
WC50-1WC50-2WC40-1WC40-2
A03030
0 20 40 60 80 100 120 140 1600
2
4
6
8
10
(mm
)
A04030
0 20 40 60 80 100 120 140 1600.00
0.02
0.04
0.06
0.08
0.10
(mm
/h)
A04030
0 20 40 60 80 100 120 140 1600
2
4
6
8
10
(h)
(mm
)
A04530
0 20 40 60 80 100 120 140 1600.00
0.02
0.04
0.06
0.08
0.10
(h)
(mm
/h)
A04530
19渡嘉敷勝:農業用コンクリート水路における摩耗機構および促進摩耗試験に関する研究
(3)
AFig. 38
3.0 MPa4.0
MPa W/C=50% 40%
20
W/C=50% 4.5 MPa100
B
Fig. 39 B A
Fig. 39 B
Erosion depth and rate at each discharge pressure using the device B. From the upper: 4.5, 10.0, 15.0, 20.0 MPa.
0 20 40 60 80 100 120 140 1600
2
4
6
8
10
(mm
)
WC50-1WC50-2WC50-3WC40-1WC40-2WC40-3
B04530
0 20 40 60 80 100 120 140 1600.00
0.02
0.04
0.06
0.08
0.10
(mm
/h)
WC50-1WC50-2WC50-3WC40-1WC40-2WC40-3
B04530
0 2 4 6 8 10 120
2
4
6
8
10
(mm
)
B10030
0 2 4 6 8 10 120.0
0.2
0.4
0.6
0.8
1.0
1.2
(mm
/h)
B10030
0 2 4 6 8 10 120
2
4
6
8
10
(mm
)
B15030
0 2 4 6 8 10 120.0
0.2
0.4
0.6
0.8
1.0
1.2
(mm
/h)
B15030
0 2 4 6 8 10 120
2
4
6
8
10
(h)
(mm
)
B20030
0 2 4 6 8 10 120.0
0.2
0.4
0.6
0.8
1.0
1.2
(h)
(mm
/h)
B20030
20 農村工学研究所報告 第 52号 (2013)
W/C=50% 40%4.5
MPa 20 10 MPa 1 2
A B 4.5 MPa
A B BW/C=50% 148% W/C=40% 114%
A B1.9
10 mm Fig. 40
(7)
ER Xa, b
Table 7
Fig. 40
Erosion rate versus the discharge pressure and the water jet flow velocity
A, WC50B, WC50
A, WC40B, WC40
1 10 1000.001
0.01
0.1
1
(MPa)
(mm
/h)
A, W/C=50%B, W/C=50%
A, W/C=40%B, W/C=40%
10 100 10000.001
0.01
0.1
1
(m/s)
(mm
/h)
Table 7 Regression parameters of the test results by power function
W/C (%)
a b
A 50 6E-06 5.74 0.988
B 50 5E-04 2.55 0.987
A 40 1E-04 2.81 0.957
B 40 1E-04 2.78 0.967
A 50 4E-25 11.48 0.988
B 50 5E-12 5.10 0.987
A 40 5E-14 5.62 0.957
B 40 2E-13 5.56 0.967
Fig. 41 30 rpm 60 rpm
Comparison of the erosion rate with the test drum rotation at 30 and 60 rpm with discharge pressure 4.5 and 20.0 MPa
0 20 40 60 80 100 120 140 1600.00
0.01
0.02
0.03
0.04
0.05
(h)
(mm
/h)
A, 4.5MPa 30rpm-50 30rpm-4060rpm-50 60rpm-40
0 2 4 6 8 10 120.00.20.40.60.81.01.21.41.6
(h)
(mm
/h)
B, 20.0MPa 30rpm-50 30rpm-4060rpm-50 60rpm-40
=
21渡嘉敷勝:農業用コンクリート水路における摩耗機構および促進摩耗試験に関する研究
22
W/C = 40% AB
A B
(4)
30 rpm 60 rpmFig. 41 W/C=40%
4.5 MPa 20.0 MPaW/C=50%
4.5 MPa 30 rpm 60 rpm 20.0 MPa60 rpm 30 rpm
4 セメントペースト試験体およびモルタル試験体の
摩耗特性
a 試験方法
(1) 2 1 3
Table 8JIS R 5201 M40 S/C
M50296 142 60 mm
2 128
(2) Table 9 A
28 672
1 2 3 4 7 14 21 28
b 結果と考察
(1) Fig. 42
Fig. 43
Fig. 44Fig. 45 Fig. 46
M50 Fig. 47 C50 Fig. 48
M50
Table 8 Mix proportion and compressive strength of specimen
W/C (%) S/C
28 (N/mm2)
M50 50 3.0 39.1
M40 40 2.6 51.1
C50 50 0 40.7
Table 9 Conditions of water jet erosion test
4.5 MPa
24.1 l/min
30 rpm
40
296 142 60 mm
Fig. 42 M40
Surface state of the specimen after erosion test (M40)
22 農村工学研究所報告 第 52号 (2013)
C50
(2)
Fig. 49 77
7
Fig. 43
Comparison of the erosion weight of mortar and cement paste specimen
0 7 14 21 280
50
100
150
200
250 (g
)M50-1M50-2M40-1M40-2C50-1C50-2
Fig. 44
Comparison of the erosion volume of mortar and cement paste
0 7 14 21 280
20
40
60
80
100
120
140
(cm
3 )
M50-1M50-2M40-1M40-2C50-1C50-2
Fig. 45
Comparison of the average erosion depth of mortar and cement paste specimen
0 7 14 21 280
5
10
15
20
(mm
)
M50-1M50-2M40-1M40-2C50-1C50-2
Fig. 46
Comparison of the maximum erosion depth of mortar and cement paste specimen
0 7 14 21 280
5
10
15
20
(mm
)
M50-1M50-2M40-1M40-2C50-1C50-2
Fig. 47 M50 28 Eroded surface state of specimen M50 after test (28 days)
Fig. 48 C50 28
Eroded surface state of specimen C50 after test (28 days)
23渡嘉敷勝:農業用コンクリート水路における摩耗機構および促進摩耗試験に関する研究
M50 M40 7M40 M50 1.2 2
(3)
Fig. 50 X-X Y-YFig. 51 Fig. 52
C50-2 Y-Y -40 mm
X-X
40
Y-Y
Fig. 53
Fig. 49
Comparison of the average erosion rate of mortar and cement paste
0 7 14 21 280
0.5
1.0
1.5
2.0 (m
m/
) M50-1M50-2M40-1M40-2C50-1C50-2
Fig. 51 X-X 28 Cross-sectional erosion shape at X-X’ (28 days)
-60 -40 -20 0 20 40 60-20
-15
-10
-5
0
X-X' (mm)
(mm
)
M50-1 M50-2 M40-1 M40-2 C50-1 C50-2
Fig. 52 Y-Y 28 Cross-sectional erosion shape at Y-Y’ (28 days)
-80 -60 -40 -20 0 20 40 60 80-20
-15
-10
-5
0
Y-Y' (mm)
(mm
)
M50-1 M50-2 M40-1 M40-2 C50-1 C50-2
Fig. 50
Measurement position of erosion surface shape at the specimen
Y’
X
(5mm )
X’
Y
24 農村工学研究所報告 第 52号 (2013)
9070 mm
63.4 87 mm63.4
90 87 70 mm
Fig. 52
63.4 90
5 コンクリート試験体の摩耗特性
a 試験方法
(1)
3 40%, 50%, 60%
296 142 60 mm
2 128 28
(2)
1 2 3 5 1030 50 100 200
50 50 mm
b 結果と考察
0 3050
10 10
3a
Table 10 Mix proportion of concrete specimen
(mm)
(%)
(%)
(kg/m3)
W C
S
G
A
20 40 43.0 155 387 746 1050 0.968
20 50 43.0 170 340 746 1050 0.850
20 60 43.0 182 303 746 1050 0.757
Table 11 Compressive strength of specimen
W/C (%) 28 (N/mm2)
W/C40 40 41.4
W/C50 50 35.4
W/C60 60 25.1
Table 12 Conditions of water jet erosion test
15 MPa
22.0 l/min
30 rpm
40
296 142 60 mm
Fig. 53
Water jet impact angle and the distance from the nozzle to the specimen
試験体
63.4° 63.4°
70m
m
Table 10
Table 11
Table 12 B
40% Fig. 54
Fig. 55
25渡嘉敷勝:農業用コンクリート水路における摩耗機構および促進摩耗試験に関する研究
(1)
(2)
Fig. 560.5 mm 0.22 0.33
mm/h 2 mm0.003 0.004 mm/h 1.1 1.9%
0.5 mm
6 コンクリートブロック試験体の摩耗特性
Fig. 57
Fig. 54 W/C40-1
Changes of eroded surface state of specimen versus test time
Fig. 55
Average erosion depth versus test time
0 50 100 150 2000.0
0.5
1.0
1.5
2.0
2.5
3.0
(hour)
(mm
)
W/C40-1W/C40-2W/C50-1W/C50-2W/C60-1W/C60-2
Fig. 57
Eroded state of concrete blocks in an actual canal
Fig. 56 Average erosion rate versus the erosion depth
0.0 0.5 1.0 1.5 2.0 2.5 3.00.00
0.05
0.10
0.15
0.20
0.25
0.30
0.35
(mm)
(mm
/h)
W/C40-1W/C40-2W/C50-1W/C50-2W/C60-1W/C60-2
0h 1h 2h 3h 5h
10h 30h 50h 100h 200h
26 農村工学研究所報告 第 52号 (2013)
a 試験方法
(1) 2 Table 13
4 18N 40
30N
20 mm
Table 14 Table 15 (2)
B10 MPa
0.018 m3/min 2 318N-1 3 30N-1 3 0
20 40 60 80 102
21 18N-0 30N-0 0 1 3 6
10 15 20
b 結果と考察
(1) Fig. 58
18N 30N20 20
Fig. 59 40
102 18N0.0024 mm/h 30N 0.0025 mm/h
20 18N
Table 13 Mix proportion of concrete specimen
(N/mm2)
(%)
(%)
(kg/m3)
W
C
S
G
A
18N 18 70 39.0 165 236 745 1165 3.54
30N 30 47 39.0 165 351 708 1108 3.51
Table 14 Steam curing conditions of concrete block specimen
(h) 1 2 4 7
( ) 20 20 20/h 60
Table 15 Compressive strength of specimen
(N/mm2)
1 7 14
18N 11.6 20.7 23.8
30N 23.2 41.2 43.5
Fig. 58
Average erosion depth versus test time
0.0
0.5
1.0
1.5
2.0
2.5
3.0
0 20 40 60 80 100 120
(mm
)
(h)
18N-1 18N-2 18N-330N-1 30N-2 30N-318N-0 30N-0
Fig. 59 Average erosion rate versus test time
0.00
0.05
0.10
0.15
0.20
0.25
0 20 40 60 80 100 120
(mm
/h)
(h)
18N-1 18N-2 18N-330N-1 30N-2 30N-318N-0 30N-0
27渡嘉敷勝:農業用コンクリート水路における摩耗機構および促進摩耗試験に関する研究
Fig. 60
(2)
102 18N-130N-2 18N-0 30N-0 4
(2) (3)Fig. 61
20
102 18N0.0156 30N 0.0145
7 カルシウム溶脱試験体の摩耗特性
Ca2005 2009
Ca
Ca Ca
Ca
a 試験方法
(1)
40 50 60% 370 70 20 mm
1 20 28
(2) Ca Ca
3
Ca2+
1993 2001
2002Fig. 62
9 72 72 mm70 70 mm Ca
Ca
(a) (b) 102 h
Fig. 60
Comparison of erosion state of surface at an actual canal and at the specimen after accelerated erosion test (102h)
Fig. 61
Estimated roughness coefficient versus test time
0.008 0.009 0.010 0.011 0.012 0.013 0.014 0.015 0.016
0 20 40 60 80 100 120
n
(h)
18N-1 30N-218N-0 30N-0
Fig. 62 Overview of accelerated Ca leaching test
オン水
定 圧 装置
試験体
ス ンレスメッシュ
仕切り板
(a) 試験装置の概要
(b) 仕切り板に設置した試験体
(c) 試験状況
28 農村工学研究所報告 第 52号 (2013)
60 V 0.273 V/mm
28 1 1
(3) 28 B
5610 MPa 102
Fig.
630 10 20
30 1 1.5 2 2.5 3 3.5 4 5 10 20 40 6080 102 18
10 mm
40 mm 5 mm9
1 mm 41 369 41 9
(4)
SEM-EDSJSM-5600LV JED-2200
70 20 5 mmSEM-EDS 20 20 5 mm
3.6 mm2.8 mm
Ca Si S Al C Cl FeK Mg Mn Na O P 13
(5)
M2.942 N
15 (8)
HV F N dvmm
SEM-EDS1 2 3 4 5 7
10 mm 10
b 結果と考察
(1)
Fig. 64
10 22 4
10
Fig. 65
Fig. 63
Overview of eroded state, erosion depth measurement position and collection position of specimen for SEM-EDS
Fig. 64
10 Average erosion depth versus test time
0 20 40 60 80 100 1200
5
10
15
20
25
(h)
(mm
)
W/C40W/C50W/C60
W/C40W/C50W/C60
0 2 4 6 8 1001234
70mm
70m
m20
mm
SEM-EDS
40mm
40m
m
= 0.1891
29渡嘉敷勝:農業用コンクリート水路における摩耗機構および促進摩耗試験に関する研究
2 3 mm3 mm
Fig. 66 3 mm
40 50 60%19.4 20.1 27.6 3 mm
3 mm 1 3
mm3 mm 3 mm
3 mm
19.4 27.6
(2) Ca SEM-EDS Ca Si X
Fig. 672 mm Ca
Fig. 65
Erosion rate versus erosion depth
0 2 4 6 80
1
2
3
4
5
6
(mm)
(mm
/h)
W/C40W/C50W/C60W/C40W/C50W/C60
Fig. 66
Erosion rate ratio versus erosion depth
0 2 4 6 80
5
10
15
20
25
30
(mm)
W/C40W/C50W/C60
W/C = 40 % W/C = 50 % W/C = 60 %
W/C = 40 % W/C = 50 % W/C = 60 %
Fig. 67 Ca Si X (cps)
K X K Characteristic X-ray intensity distribution of Ca and Si in Ca leached specimens
30 農村工学研究所報告 第 52号 (2013)
8 補修材料の摩耗特性および推定粗度係数
Fig. 70
Table 16 Estimated chemical alteration depth from specimen surface
(mm)
W/C40 W/C50 W/C60
Ca 2.06 1.93 1.86
2.10 2.41 2.43
Fig. 68 Vickers hardness versus the depth from surface
0 2 4 6 8 10 120
20
40
60
80
100
120
(mm)
W/C40W/C50W/C60
Fig. 69
Erosion rate ratio versus erosion depth near the minimum point
1.5 2 2.5 3 3.5 4 4.50.0
0.5
1.0
1.5
2.0
2.5
3.0
3.5
(mm)
W/C40W/C50W/C60
(a) (b)
Fig. 70 Surface states of repair materials. (a) Canal sidewall after repair
construction, (b) canal sidewall after 1 year.
Ca Ca CaCa
Fig. 61 Ca
Fig. 67 Ca
Ca/Si
(3) Si Fig. 67 Si X Ca
CaSi Ca
Si Si2002
SiO2
Ca(OH)2
Ca/Si C-S-HSi
X Si
(4) Table 16
Fig. 67 CaSEM-EDS
Fig. 66 1
Ca
(5)
Fig. 68 40% 50%
3 mm 2 mm
60%3 mm
Fig. 66Fig. 69 2.2 2.7 mm
31渡嘉敷勝:農業用コンクリート水路における摩耗機構および促進摩耗試験に関する研究
a 試験方法
5 A E4 1
C50 2 M40 M50
A4.5 MPa 0.023 m3/min
5 0 2040 60 80 100 120 140 160 180 200 300 400500 600 672
0 24 48 7296 168 336 504 672
(2) (3)
b 結果と考察
672 Fig. 71
Fig. 72
M50 M40 A DE B C
B C
200
100
Fig.
73 2
1
A B C
D E C50 Fig. 71
Surface states of specimen after accelerated erosion test
Fig. 72
Average erosion depth versus test time with repair materials
0 100 200 300 400 500 600 7000
5
10
15
20
(h)
(m
m)
AB
CD
EC50
M50M40
32 農村工学研究所報告 第 52号 (2013)
22
Fig. 74M50, M40
0.011 0.0152001
M50 M40
Fig. 75
9 水噴流摩耗試験機の改良
Fig. 32
4
a 新型試験機の概要
Fig. 76
0 901
4 Fig. 77 b 試験方法
W/C = 50% JIS 12
PCM-AHigh Performance Fiber
Reinforced Cement Composites HPFRCC
15 MPa 0.022 m3/min
Fig. 76
Overview of the new water jet erosion tester
Fig. 73
Examples of surface profile of specimen and the fitted curve for the correction
-20
-18
-16
-14
-12
-10
-8
-6
-4
-2
0
-25 -15 -5 5 15 25
(mm
)
(mm)
ABCDE
C50M50M40
Fig. 74 Estimated roughness coefficient versus test time
0.007
0.008
0.009
0.010
0.011
0.012
0.013
0.014
0.015
0.016
0 200 400 600 800
n
(h)
A
B
C
D
E
C50
M50
M40
Fig. 75
Estimated roughness coefficient versus the average erosion depth
0.007
0.008
0.009
0.010
0.011
0.012
0.013
0.014
0.015
0.016
0 5 10 15 20
n
(mm)
A
B
C
D
E
C50
M50
M40
1
34
6
1
2
3
4
5
6
5
2
65
43
7
7
33渡嘉敷勝:農業用コンクリート水路における摩耗機構および促進摩耗試験に関する研究
30 rpm50 mm
30 45 60 75 90 5
0 1 2 3 4 5 (2)
c 結果と考察
JISFig. 78 530 45 2.5 60 75
90 HPFRCCPCM-A 30 90
Fig. 79 1 = 0
Fig. 80 HPFRCCPCM-A
75 90
JIS 45 6075 90
Bitter 1963a 1963b
0 903
JIS
Fig. 81 JIS 7590
JISFig.
82HPFRCC PCM-A
30 75
1
Fig. 77 Conditions of the new water jet erosion tester
Fig. 78 JIS Average erosion depth of JIS mortar at different impact angle of
water jet
0
2
4
6
8
10
0 1 2 3 4 5 6
(mm
)
(h)
30°
45°
60°
75°
90°
Fig. 79 HPFRCC PCM-A
Average erosion depth of HPFRCC and PCM-A at different impact
angle of water jet
0
2
4
6
8
10
0 1 2 3 4 5 6
(mm
)
(h)
HPFRCC(30°)
HPFRCC(45°)
HPFRCC(60°)
HPFRCC(75°)
HPFRCC(90°)
PCM-A(30°)
PCM-A(45°)
PCM-A(60°)
PCM-A(75°)
PCM-A(90°)
Fig. 80 Average erosion rate versus the impact angle of water jet
0.0
0.5
1.0
1.5
2.0
2.5
15 30 45 60 75 90 105
(mm
/h)
( )
JIS
HPFRCC
PCM-A
34 農村工学研究所報告 第 52号 (2013)
Fig. 81 JIS
Eroded surface states of the specimens after test
Fig. 84 Specimen preparation methods for accelerated erosion test using collected cores from an actual canal
Fig. 82 JIS Arithmetic average roughness versus the average erosion depth of
JIS mortar
0.00
0.01
0.02
0.03
0.04
0.05
0.06
0.07
0.08
0.09
0 2 4 6 8
Ra
(mm
)
(mm)
30°
45°
60°
75°
90°
(a) D (b) E
Fig. 83 Eroded surface states of the collected cores from the actual canal in
the D and E district
70 70 20 mm
Ca
00 mm
d 水噴流の衝突角度の選定
HPFRCC PCM-A Fig. 8075 90
JIS 75 90
Fig. 83
JISJIS
45
10 現地水路試験体の摩耗特性
2010
1.10 1.72 year/h
a 試験方法
D E100 mm Fig.
84 70 70 20 mmFig. 29
Fig. 30 Ca Ca
35渡嘉敷勝:農業用コンクリート水路における摩耗機構および促進摩耗試験に関する研究
Ca D 35 55 mmE 25 45 mm 35 mm
25 mm
15 MPa 0.022 m3/min30 rpm50 mm
45 0 15 30
1 2 4 6 8 10
5a 95%
b 結果と考察
95 Fig. 85Fig. 86 D
15 1.1 mm 24
1 mmD Ca
15 2.7 mm6
E 15 4.6 mm
8
4 mmE Ca
15 1.2 mm8
Ca
D E
CaFig. 86 E
7 CaFig.
87
Ca
Fig. 88 Erosion rate versus the erosion depth using actual canal specimens
0
5
10
15
20
0 2 4 6 8 10 (m
m/h
)
(mm)
D
D Ca
E
E Ca
Fig. 85 95% 95th percentile erosion depth versus test time using actual canal
specimens
0
2
4
6
8
10
0 2 4 6 8 10 12
95%
(mm
)
(h)
D
D Ca
E
E Ca D E
Fig. 86 Eroded surface states of actual canals and accelerated erosion test. A sample in the back is eroded by actual canal and two specimens
in the front are eroded by accelerated erosion test.
Fig. 87 E
Back surface state of collected core in the E district
36 農村工学研究所報告 第 52号 (2013)
6
Fig. 88
E5 mm
5 mm E Ca2 mm
11 結論
(1)
(2)
(3)
4.5 MPa 20.0 MPa
(4)
(5)
(6)
(7)
(8) 20
(9) 102
18N-1 0.0156 30N-2 0.0145
(10) Ca19.4 27.6
Ca Ca
(11) Ca
(12) Ca
(13)
(14) 5
(15) 0.011
0.015
(16)
(17)
JIS45
(18)
(19) E Ca
37渡嘉敷勝:農業用コンクリート水路における摩耗機構および促進摩耗試験に関する研究
Ⅳ 農業用コンクリート水路における摩耗機構
1 緒論
2 摩耗機構
2
Ca
Table 17
6 mm 2008
1180
0.31 0.63 mm/year 1.7 3.5 m/day0.43 mm/year 2.4 m/day
Table 18
Table 197.50 1.85 mm 0.90
0.08 mm 50%1.38 mm
0.43 mm/year
Table 18 2008b
Standard grading of the fine aggregate
(mm) 10 5 2.5 1.2 0.6 0.3 0.15
(%) 100 90 100 80 100 50 90 25 65 10 35 2 10
Table 17
Estimated erosion rate in actual canal
(year) Rz (mm)
Rz + 6 (mm) (mm/year) ( m/day)
A 40 6.3 12.3 0.31 1.7
B 51 26.4 32.4 0.63 3.5
C 35 11.2 17.2 0.49 2.7
D 38 8.2 14.2 0.37 2.1
E 38 6.8 12.8 0.34 1.9
Table 19 Typical diameter of the fine aggregate
(mm)
(mm)
(%)
10
5 7.50 10
2.5 3.75 10
1.2 1.85 30
0.6 0.90 25
0.3 0.45 15
0.15 0.23 8
0.08 2
38 農村工学研究所報告 第 52号 (2013)
3.2 1.38 mm3.2
D EFig. 89
2
1986Heuer and Walter 1998
3 m/sec
1992
3b 7 Ca 3b Ca
7
Ca20
Ca
Ca
Ca
Carde 1996
Ca
Ca
3 摩耗モデル
CaCA
Ca
D
E
Fig. 89 1 1 mm
Eroded surface of collected cores from submerged sidewall in actual canal
39渡嘉敷勝:農業用コンクリート水路における摩耗機構および促進摩耗試験に関する研究
a セルオートマトン
CA J. Neumann 1940
1998 1970 J.H. Conwaygame of life
1998 S. Wolfram 1983 CA 1CA
Packard Wolfram 1985 2 CA
S. Wolfram 1986 CA LGALattice Gas Automata
CA Frisch et al. 1986 CA
CA
CA 2
CASudjono 2002
k
2 CAFig. 90
b 摩耗のモデル化
2 CA Fig. 91
0 1 38
100 30 mm
(a) (b)
Fig. 90 2 CA Two types of neighboring cells used in two-dimensional cellular
automata model
Fig. 91
Discretization of the model domain
Fig. 92
Arrangement of the aggregate in the model domain
100 mm
24 m
m6
mm
20 mm10 mm mm
(a) (b) (c)
Fig. 93
Examples of the erosion action values from neighboring water cells toward central cement paste cell
8
16
8
4
4
2
1
2
5
5
5
5
5
5
5
5
2
4
8
1
16
2
4
8
40 農村工学研究所報告 第 52号 (2013)
0.2 0.2 mm 500 15024 mm 6
mm 20 mm2 10 mm 3 3 mm 10 Fig.
92
Fig. 93
20% c Ca 溶脱のモデル化
Ca Ca1
(9)
u Ca D CAD
1998
(10)
0.2 mm0.02
CaCa Fig. 94
Ca
Ca
d 摩耗・Ca溶脱統合モデル
7 Ca
Ca
Ca
Fig. 95
e シミュレーション
Mathematica 7 Fig. 93Fig. 96
Fig. 97 Fig. 98
Ca CaFig. 99
Ca 40Fig. 100
Ca
Fig. 101
4 9
Fig. 94 Ca Direction and allocation of Ca particles diffusion
Fig. 95 Simulation flow diagram
Start
Ca
End
Yes
No
1/4
1/4
1/4
1/4 1/3
1/3
1/3
1/2
1/2
=
= 2 ×
41渡嘉敷勝:農業用コンクリート水路における摩耗機構および促進摩耗試験に関する研究
t = 0 year
t = 2 year
t = 5 year
t = 10 year
t = 15 year
t = 20 year
t = 25 year
t = 30 year
t = 35 year
Fig. 96 Erosion progress by the isotropic action
Ca
42 農村工学研究所報告 第 52号 (2013)
t = 0 year
t = 2 year
t = 5 year
t = 10 year
t = 15 year
t = 20 year
t = 25 year
t = 30 year
t = 35 year
Fig. 97 Erosion progress by the left dominant action
Ca
43渡嘉敷勝:農業用コンクリート水路における摩耗機構および促進摩耗試験に関する研究
t = 0 year
t = 2 year
t = 5 year
t = 10 year
t = 15 year
t = 20 year
t = 25 year
t = 30 year
t = 35 year
Fig. 98 Erosion progress by the upper dominant action
Ca
44 農村工学研究所報告 第 52号 (2013)
4 結論
(1)
(2)
2
(3)
Ca Ca
(4)
Ca
(5) CA
Ca
(6)
Ⅴ 水路構造材料の促進摩耗試験
1 緒論
ASTM C 1138
Fig. 102 E
1 1 mm Comparison of eroded surface states of actual canal surface and
accelerated erosion surface from the collected cores from the actual canal
Fig. 99 Ca Weakening of cement cells above the aggregate along with Ca
leaching
材
水
メン メン
(a) Ca (b) Ca
Fig. 100 40
Eroded states after 40 years by the isotropic action with and without Ca leaching
(a) 20 (b)
Fig. 101 Eroded state after 20 years by the upper dominant jet flow
5
10
20
2
100
5
10
20
45渡嘉敷勝:農業用コンクリート水路における摩耗機構および促進摩耗試験に関する研究
Liu 1981 2007 2009 ASTM C 1138
3 13 mm 19mm 25 mm
20052010
2 水噴流摩耗試験機の摩耗機構
Fig. 32Fig. 76
Fig. 102
3 標準試験条件
JIS R 1645
Table 20 990
45 4 標準試験体
JIS R 52011
3 0.50 JIS
70 70 20 mm
70 70 mm
Table 20 Test conditions for water jet erosion test (draft)
JIS R 1645
200 5
17 0.5 MPa 15 0.1 MPa
1.5% 0.022 0.001 m3/min
45
10 mm 50 mm
0.3 mm 1.0 mm 50 50 mm
48
4
4 15 30 1 2
46 農村工学研究所報告 第 52号 (2013)
70 70 20 mm100 mm
70 70 mm
470 70 20 mm JIS A 1171
Fig. 103 JIS 28 94
20 2.4 mm94
2828
5 評価指標
a 摩耗深さ
Fig. 104
Table 21Table 22
62.3%71.1% 66.9%
70%
70% 30%
85% E
Fig. 10595%
Fig. 103 JIS 28 94
Average erosion depth versus test time using material age 28 and
94 days of JIS mortar
0
1
2
3
4
5
6
7
8
0 5 10 15 20 25
(mm
)
(h)
28
94
Fig. 104 Concepts of the erosion front position and the measurement region
of true erosion depth
47渡嘉敷勝:農業用コンクリート水路における摩耗機構および促進摩耗試験に関する研究
100%
85% 2.1 2.4 95% 2.7 3.4
8595% 85 95%
10
85 95%
Table 21 Aggregate area ratio to concrete cross-sectional area with standard specified mix proportions
(mm) (%) W/C (%)
s/a (%)
(kg/m3) (m3/m3)
(%)W C S G s g
AE
15 7.0 55 47 180 327 796 907 0.304 0.342 64.6
15 7.0 50 46 180 360 766 910 0.292 0.343 63.6
15 7.0 45 45 180 400 735 908 0.280 0.343 62.3
20 6.0 55 44 175 318 765 985 0.292 0.372 66.4
20 6.0 50 43 175 350 737 988 0.281 0.373 65.4
20 6.0 45 42 175 389 706 986 0.269 0.372 64.2
25 5.0 55 42 170 309 750 1048 0.286 0.395 68.2
25 5.0 50 41 170 340 722 1051 0.276 0.397 67.2
25 5.0 45 40 170 378 692 1050 0.264 0.396 66.0
40 4.5 55 39 165 300 710 1123 0.271 0.424 69.5
40 4.5 50 38 165 330 682 1126 0.260 0.425 68.5
40 4.5 45 37 165 367 653 1125 0.249 0.424 67.4
AE
15 7.0 55 48 170 309 832 912 0.318 0.344 66.2
15 7.0 50 47 170 340 803 916 0.306 0.346 65.2
15 7.0 45 46 170 378 771 916 0.294 0.346 64.0
20 6.0 55 45 165 300 801 991 0.306 0.374 68.0
20 6.0 50 44 165 330 773 995 0.295 0.375 67.0
20 6.0 45 43 165 367 742 995 0.283 0.375 65.9
25 5.0 55 43 160 291 786 1054 0.300 0.398 69.8
25 5.0 50 42 160 320 758 1058 0.289 0.399 68.8
25 5.0 45 41 160 356 727 1059 0.278 0.400 67.7
40 4.5 55 40 155 282 745 1130 0.284 0.426 71.1
40 4.5 50 39 155 310 717 1134 0.274 0.428 70.2
40 4.5 45 38 155 344 688 1135 0.262 0.428 69.1
Fig. 105 E
Comparison of each percentile erosion depth using collected core specimen in the E district
0
1
2
3
4
5
6
0 2 4 6 8 10 12
(mm
)
(h)
70%
85%
95%
Table 22 Densities of materials
(kg/m3)
1,000
3,150
2,620
2,650
48 農村工学研究所報告 第 52号 (2013)
b 比摩耗速度および耐摩耗性
JIS
3
Table 20
9HPFRCC PCM-N
Fig. 106 Fig. 107 1 JIS
1 JIS
6 実構造物の供用時間に対する促進倍率
10
CaEPMA
Fig. 85 Fig. 88 Ca
Fig. 108 Fig. 109
5 6
5a
2
1
2 mm
Fig. 106 JIS HPFRCC PCM-A
Erosion rate ratio of HPFRCC and PCM-A to JIS mortar
0.66
1.04
0.52
1.10
0.0
0.2
0.4
0.6
0.8
1.0
1.2
HPFRCC PCM-A
JIS
30°
45°
Fig. 107 HPFRCC PCM-A
Erosion resistance of HPFRCC and PCM-A
1.51
0.96
1.92
0.91
0.0
0.5
1.0
1.5
2.0
2.5
HPFRCC PCM-A
30°
45°
Fig. 108 95%
Comparison of 95th percentile erosion depth of collected cores from the D and E district
0
2
4
6
8
10
0 2 4 6 8 10 12
95%
(mm
)
(h)
D Ca
E Ca
Fig. 109
Comparison of the erosion rate versus the erosion depth of collected cores from the D and E district
0
5
10
15
0 2 4 6 8 10
(mm
/h)
(mm)
D Ca
E Ca
49渡嘉敷勝:農業用コンクリート水路における摩耗機構および促進摩耗試験に関する研究
1 22 mm 4 mm
Table 230
Fig. 110
3
7 複合摩耗試験
2
20 40
7 Ca
20
8 結論
(1) JIS R 1645
(2) JIS R 5201
JIS70 70 20 mm
(3)
85% 95% (4) JIS
(5)
(6)
Ⅵ 結言
Table 23 D E
Calculation conditions of accelerating magnification in the D and E districts
D E
(year) 38 38
Rz (mm) 7.05 4.48
Rz+6 (mm) 13.05 10.48
[Rz+6] (mm/year) 0.344 0.276
[1 ] (mm/h) 5.41 2.26
[2 ] (mm/h) 3.54 1.49
[2 mm ] (mm/h) 10.75 1.49
[4 mm ] (mm/h) 5.41 0.64
Fig. 110
Comparison of the accelerating magnification at the each threshold
15.8
10.3
31.3
15.8
8.2 5.4 5.4
2.3
0
5
10
15
20
25
30
35
1 h 2 h 2 mm 4 mm
(yea
r/h) D
E
50 農村工学研究所報告 第 52号 (2013)
1 研究の総括
35 51 53
EPMA 2 21
1
5 0.0113 0.0192
51
0.0113 0.0156
0.0120.016
Ra Rz
40 10 mm16 mm
Ca
19.4 27.6
Ca CaCa
Ca
5
0.011 0.015
JIS
45
Ca
2
51渡嘉敷勝:農業用コンクリート水路における摩耗機構および促進摩耗試験に関する研究
Ca
CA
Ca
JIS R 1645
JIS R 5201 JIS70 70 20 mm
85% 95%JIS
2 今後の展望
2008
1993
2006
謝辞:
参考文献
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55渡嘉敷勝:農業用コンクリート水路における摩耗機構および促進摩耗試験に関する研究
TOKASHIKI Masaru
Summary Knowledge of the mechanisms of erosion and a method for testing accelerated erosion of the cementitious
materials of a concrete irrigation canal are of major importance for maintaining the performance of a canal over the long term. Most previous studies of erosion of concrete in hydraulic structures have examined the effect of high-velocity water flow or the impact intensity of rocks transported in the water flow on erodibility, whereas the long-term effects of low-velocity water flow and calcium leaching on the erodibility of such structures has rarely been examined. Therefore, field investigations, water jet erosion tests, and cellular automata simulations were performed to investigate these phenomena.
The first objective of this study was to explain the mechanisms of erosion of concrete irrigation canals. The following results were obtained:
(1) Erosion of a concrete irrigation canal results from the complex degradation of the hardened cement paste (hcp) component of the concrete by both chemical and mechanical processes;
(2) Calcium hydroxide is leached from the hcp into the water; (3) The microstructure of the hcp is thereby coarsened; (4) Hcp with coarse microstructure has low strength; (5) Collision of flowing water or waterborne sand with the low-strength hcp causes fatigue or abrasive failure,
detaching it from the concrete body; (6) Detachment of the hcp from the concrete causes detachment of aggregate that is no longer supported by the
hcp matrix from the concrete. These results are based on the following observations. Field measurements of arithmetic surface roughness of concrete irrigation canals in five districts indicate that
erosion progressed as the exposure time of hcp to water increased. Moreover, observations of eroded concrete surfaces show that the surfaces of the aggregate did not erode; rather, the hcp around the aggregate was detached from the concrete body. Furthermore, electron probe microanalysis of specimens of concrete from the canals shows that calcium was leached from the surface hcp to a greater depth than the depth of erosion, indicating that leaching, a chemical process preceded mechanical erosion. Despite the occurrence of calcium leaching, no volume loss was observed from the concrete surfaces in contact with water with zero or very slow velocity, indicating that a volume loss of concrete, defined as erosion, requires not only chemical but also mechanical processes.
Water jet erosion test results of experimentally leached hcp specimens showed that the maximum erosion rate in leached portions of the specimens was 19.4 to 27.6 times that in non-leached portions. This result indicates that the erosion resistance of leached portions is remarkably deteriorated.
Two-dimensional cellular automata simulations were performed to evaluate the contributions of chemical and mechanical processes to the erosion process. The results show that hcp was eroded at nearly the same rate regardless of the diameter or the arrangement of aggregate in the concrete. This finding may indicate that the erosion of hcp is not affected by the presence of aggregate.
The second objective of the study was to establish an accelerated erosion test method for the cementitious materials of concrete irrigation canals. As a result, the following method was proposed:
(1) The parameters of the accelerated erosion test consisted of nozzle entrance pressure, water jet flow rate, impingement angle of the water jet, distance from nozzle to specimen, nozzle shape, rotation rate of the specimen, water quality, exposure time, and replacement of nozzle;
(2) The control specimen was a rectangular solid composed of mortar meeting the JIS R 5201 standard with the
Studies on Erosion Mechanism and Accelerated Erosion Test of Concrete Irrigation Canal
56 農村工学研究所報告 第 52号 (2013)
dimensions 70 x 70 x 20 mm; (3) The 85th to 95th percentile of measured erosion depth was adopted as the index for determining the erosion
front depth; (4) The ratio of the erosion rate of the cementitious materials to that of the control specimen mortar was adopted
as the erodibility index of the materials; (5) The reciprocal of the erodibility index was adopted as the erosion resistance index of the cementitious
materials; (6) The accelerated rate of erosion of a sound specimen from a concrete canal was estimated as the correlation
between the water jet erosion test time and the service time of real concrete canals; (7) A combined test incorporating both chemical and mechanical processes is required to evaluate the erosion
resistance of cementitious materials, because in the real environment such materials are affected by both chemical reactions and mechanical actions.
Keywords : concrete irrigation canal, erosion mechanism, accelerated erosion test, cementitious materials, calcium
leaching
57渡嘉敷勝:農業用コンクリート水路における摩耗機構および促進摩耗試験に関する研究