OFFICE OF NATIONAL ECONOMIC AND SOCIAL DEVELOPMENT...
Transcript of OFFICE OF NATIONAL ECONOMIC AND SOCIAL DEVELOPMENT...
PROJECT
FOR
THE COMPREHENSIVE FLOOD
MANAGEMENT PLAN
FOR
THE CHAO PHRAYA RIVER BASIN
Final Report
Volume 3: Supporting Report (2/2)
September 2013
JAPAN INTERNATIONAL COOPERATION AGENCY (JICA)
CTI ENGINEERING INTERNATIONAL CO., LTD.
ORIENTAL CONSULTANTS CO., LTD.
NIPPON KOEI CO., LTD.
CTI ENGINEERING CO., LTD.
OFFICE OF NATIONAL ECONOMIC AND SOCIAL DEVELOPMENT BOARD (NESDB)
ROYAL IRRIGATION DEPARTMENT (RID)
MINISTRY OF AGRICULTURE AND COOPERATIVES (MOAC)
DEPARTMENT OF WATER RESOURCES (DWR)
MINISTRY OF NATURAL RESOURCES AND ENVIRONMENT (MNRE)
KINGDOM OF THAILAND
GE
JR
13-158
PROJECT
FOR
THE COMPREHENSIVE FLOOD
MANAGEMENT PLAN
FOR
THE CHAO PHRAYA RIVER BASIN
Final Report
Volume 3: Supporting Report (2/2)
September 2013
JAPAN INTERNATIONAL COOPERATION AGENCY (JICA)
CTI ENGINEERING INTERNATIONAL CO., LTD.
ORIENTAL CONSULTANTS CO., LTD.
NIPPON KOEI CO., LTD.
CTI ENGINEERING CO., LTD.
OFFICE OF NATIONAL ECONOMIC AND SOCIAL DEVELOPMENT BOARD (NESDB)
ROYAL IRRIGATION DEPARTMENT (RID)
MINISTRY OF AGRICULTURE AND COOPERATIVES (MOAC)
DEPARTMENT OF WATER RESOURCES (DWR)
MINISTRY OF NATURAL RESOURCES AND ENVIRONMENT (MNRE)
KINGDOM OF THAILAND
COMPOSITION OF FINAL REPORT
Volume 1: Summary Report
Volume 2: Main Report
Volume 3: Supporting Report (1/2)
Sector A. GIS Database
Sector B. Natural and Social Environment
Sector C. Hydrological Observation and Analysis
Sector D. Hydrological and Hydraulic Model
Development and Analysis
Sector E. Evaluation of Countermeasures with Other
Rainfall Pattern
Sector F. Study on River Channel Improvement
Sector G. Study on Efficient Operation of Existing
Dam Reservoirs
Volume 3: Supporting Report (2/2)
Sector H. Construction of New Dams
Sector I. Retarding and Retention Area
Sector J. Construction of Diversion Channel
Sector K. Controlled Inundation
Sector L. Land Use Control in Inundation Area
Sector M. Inland Rain Storm Drainage
Sector N. Forest Restoration
Sector O. Cost Estimation
Sector P. Economic Evaluation
Sector Q. Environment
Sector R. Climate Change
Sector S. Storm Surge
Sector T. Examination of Observed Data by RID
Sector U. Materials of Workshop on July 16-17, 2013
Addendum Report: The Flood Analysis on the Chao Phraya
River with RRI Model
Exchange Rate Used in the Report is
THB1.00 = US$0.032 = JP¥2.794
JP¥100 = THB35.796 = US$1.163
US$1.00 = JP¥85.980
(as of 28 December, 2012)
LOCATION MAP
ABBREVIATIONS
AIT Asian Institute of Technology
ALRO Agricultural Land Reform Office
BMA Bangkok Metropolitan Administration
CAT Communication Authority of Thailand
CPB The Crown Property Bureau
DDPM Department of Disaster Prevention and Mitigation
DDS Department of Drainage and Sewerage, BMA
DEDP Department of Energy Development and Promotion
DF Department of Fisheries
DGR Department of Groundwater Resources
DIW Department of Industrial Works
DOH Department of Highway
DOLA Department of Local Administration
DOR Department of Rural Road
DPT Department of Public Works and Town and Country Panning
DPW Department of Technical and Economic Cooperation
DTCP Department of Town and Country Planning
DWR Department of Water Resources
EGAT Electricity Generating Authority of Thailand
FFC Flood Forecasting Center
GISTDA Geo-Informatics and Space Technology Development Agency
GOT Government of the Kingdom of Thailand
ICHARM International Center for Water Hazard and Risk Management
IEC Irrigation Engineering Center
IMPAC-T Integrated Study Project on Hydro-meteorological Prediction and Adaptation to
Climate Change in Thailand
JETRO Japan External Trade Organization
LAO Local Authority Organizations
MD Marine Department
MI Ministry of Industry
MOAC Ministry of Agriculture and Cooperative
MOI Ministry of Interior
MNRE Ministry of Natural Resources and Environment
MOSTE Ministry of Science, Technology and Environment
MOT Ministry of Transport
MST Ministry of Science and Technology
NDPMC National Disaster Prevention and Mitigation Committee
NESDB National Economic and Social Development Board
NEB National Environmental Board
NWRFPC National Water Resources and Flood Policy Committee
NWRC National Water Resources Committee
NSO National Statistic Office
OBI Office of the Board of Investment
OCS Office of the Council of the State
OEPP Office of Environmental Policy and Planning
ONWRFPC Office of National Water Resources and Flood Policy Committee
OPM Office of the Prime Minister
OSCWRM Office of Strategic Committee for Water Resources Management
PAT Port Authority of Thailand
PCD Pollution Control Department
RBC River Basin Committee
RFD Royal Forest Department
RID Royal Irrigation Department
RTN Royal Thai Navy
RTSD Royal Thai Survey Department
SCRFD Strategic Committee for Reconstruction and Future Development
SCWRM Strategic Formulation Committee for Water Resources Management
SRT State Railways of Thailand
THB Thai Baht
TMD Thai Meteorological Department
TOT Telecommunication Organization of Thailand
WRFMC Water Resources and Flood Management Committee
WT Public Works Department
MEASUREMENT UNITS
(Length) (Time)
mm : millimeter(s) s, sec : second(s)
cm : centimeter(s) min : minute(s)
m : meter(s) h, hr : hour(s)
km : kilometer(s) d, dy : day(s)
y, yr : year(s)
(Area)
mm2 : square millimeter(s) (Volume)
cm2 : square centimeter(s) cm3 : cubic centimeter(s)
m2 : square meter(s) m3 : cubic meter(s)
km2 : square kilometer(s) l, ltr : liter(s)
ha : hectare(s) MCM : million cubic meter(s)
(Weight) (Speed/Velocity)
g, gr : gram(s) cm/s : centimeter per second
kg : kilogram(s) m/s : meter per second
ton : ton(s) km/h : kilometer per hour
Sector H: Construction of New Dams
Project for the Comprehensive Flood Management Plan for the Chao Phraya River Basin in the Kingdom of Thailand
Supporting ReportSector H: Table of Contents
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PROJECT FOR THE COMPREHENSIVE FLOOD MANAGEMENT PLAN
FOR THE CHAO PHRAYA RIVER BASIN
FINAL REPORT
VOLUME 3: SUPPORTING REPORT
SECTOR H: TABLE OF CONTENTS
CHAPTER H1 CONSTRUCTION OF NEW DAMS .........................................................................1 H1.1 General ................................................................................................................................1 H1.2 Plan of New Dams ..............................................................................................................1 H1.3 Selection of Objective Dams...............................................................................................6 H1.4 Study on Flood Mitigation Effect of Kaeng Sua Ten Dam .................................................7 H1.5 Study on Flood Mitigation Effect of Nam Kheg Dam ........................................................9 H1.6 Study on Flood Mitigation Effect of Mae Wong Dam ......................................................11
LIST OF TABLES
Table H1.2.1 Existing Large Dam Reservoirs in Chao Phraya River Basin........................................1 Table H1.2.2 Salient Features of Large Dam Reservoirs Planned by RID..........................................2 Table H1.2.3 List of Dam Reservoirs in the Chao Phraya River Basin Planned by RID ....................3 Table H1.3.1 Salient Features of Planned Kaeng Sua Ten, Nam Kheg and Mae Wong Dams............6 Table H1.4.1 Inflow to Kaeng Sua Ten Dam in 2011..........................................................................8 Table H1.4.2 Proposed Reservoir Operation of Kaeng Sua Ten Dam for Flood Mitigation ...............8 Table H1.5.1 Inflow to Nam Kheg Dam in 2011...............................................................................10 Table H1.5.2 Proposed Reservoir Operation for Flood Mitigation of Nam Kheg Dam ....................10 Table H1.6.1 Inflow to Mae Wong Dam in 2011...............................................................................11 Table H1.6.2 Proposed Reservoir Operation for Flood Mitigation of Mae Wong Dam ....................12
LIST OF FIGURES
Figure H1.2.1 Location Map of Planned Dams.....................................................................................5 Figure H1.3.1 Water Level – Storage Volume Curve for Kaeng Sua Ten Dam ....................................7 Figure H1.3.2 Water Level – Storage Volume Curve for Mae Wong Dam ...........................................7 Figure H1.4.1 Proposed Flood Regulation Plan for Kaeng Sua Ten Dam (2011 Flood) ......................9 Figure H1.4.2 Proposed Reservoir Operation Plan for Flood Mitigation of Kaeng Sua Ten Dam (2011
Flood).............................................................................................................................9 Figure H1.5.1 Proposed Flood Regulation Plan for Nam Kheg Dam (2011 Flood) ...........................10 Figure H1.5.2 Proposed Reservoir Operation Plan for Flood Mitigation of Nam Kheg Dam (2011
Flood)...........................................................................................................................11 Figure H1.6.1 Proposed Flood Regulation Plan for Mae Wong Dam (2011 Flood) ...........................12 Figure H1.6.2 Proposed Reservoir Operation Plan for Flood Mitigation of Mae Wong Dam (2011
Flood)...........................................................................................................................12
Project for the Comprehensive Flood Management Plan for the Chao Phraya River Basin in the Kingdom of Thailand
Supporting ReportChapter H1 Construction of New Dams
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CHAPTER H1 CONSTRUCTION OF NEW DAMS
H1.1 General
The Government of Thailand has planned to construct several dams after the 2011 Flood. Among them Kaeng Sue Tein Dam in the Yom River Basin, Nam Kheg Dam in the Nan River Basin and Mae Wong Dam in the Sakae Krang are assessed on their flood regulation effects.
H1.2 Plan of New Dams
In the Chao Phraya River Basin there are 10 large dams with reservoir storage capacities of more than 100MCM as shown below:
Table H1.2.1 Existing Large Dam Reservoirs in Chao Phraya River Basin
River Name Type Height( m)
Catchment Area
( km2)
Effective Reservoir Capacity ( )MCM
Elevation of Dam Crest ( )m MSL
Ping Bhumibol Arch 154.0 26,386 9,662.0 261.0 Mae Ngat Fill 59.0 1,280 243.4 404.0 Mae Kuang Fill 68.0 569 249.0 390.0 Wang Kiew Lom Gravity
Concrete 26.5 1,425 102.0 277.4
Kiew Kor Ma Fill 43.5 1,275 163.8 355.5 Nan Sirikit Fill 113.6 13,130 6,660.0 169.0 Kwae Noi Fill 80.0 4,254 896.0 135.0 Pa Sak Pa Sak Fill 36.5 14,520 782.0 46.5 Sakae Krang Tap Sa Lao Fill 26.0 534 143.0 159.5 Tha Chin Kra Siew Fill 32.5 1,220 200.0 92.5
RID is presently promoting 107 dams for investigation, study or implementation. Salient features of
these dams are presented in Table H1.2.2 and their location map is presented in Figure H1.2.1. While only six (6) dam reservoirs are larger than 100MCM, the others are very small with an average of 17MCM.
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Table H1.2.2 Salient Features of Large Dam Reservoirs Planned by RID
(1/2) No. No.1 No.22 No.23
Main Features Mae Cham Dam Upper Yom Dam Mae Yom Dam
River Ping River Yom River Yom River
Location Chiang Mai Province
Mae Cham District
Mae Na Jon Sub-district
Phrae Province
Song District
Sa Aieb Sub-District
Phrae Province
Song District
Tao Poon Sub-district
Dam Type - Rockfill
(Concrete-faced) Rockfill
(Concrete faced)
Dam height(m) 70.00 40.00 53.00
Length of Dam (m) 520.00 254.00 1,800.00
Catchment Area(km2) 685.00 3,305.10 5,433.50
Reservoir Area(km2) - 17.37 37.40
Normal High Water Level(MCM) 135.00 166.06 588.00
Storage Capacity at Lowest Water Level(MCM)
- 38.60 41.52
Effective Storage Volume(MCM) - 127.46 546.48
Irrigation Area(rai) 71,837 674,000
Present Status Desk Plan F/S Completed
(2/2)
No. No.21 No.40 No.100
Main Features Kaeng Sua Ten Dam Nam Kheg Dam Mae Wong Dam
River Yom River Nan River Sakae Krang River
Location Phrae Province
Song District
Sa Aieb Sub-District
Phitsanulok Province
Nakhon Thai District
Baan Yang Sub-district
Nakhon Sawan Province
Mae Wong District
Mae Lei Sub-district
Dam Type Rockfill
(Concrete-faced) Rockfill Rockfill
Dam height(m) 69.00 128.0 56.00
Length of Dam (m) 540.00 757 903.02
Catchment Area(km2) 3,538.00 936.75 612.00
Reservoir Area(km2) 66.78 11.16 17.60
Normal High Water Level(MCM) 1,175.00 550.25 258.00
Storage Capacity at Lowest Water Level(MCM)
50.00 7.45
20.00
Effective Storage Volume(MCM) 1,125.00 542.80 238.00
Irrigation Area(rai) 774,000 50,000 251,900
Present Status D/Dcompleted Desk plan D/Dcompleted
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Table H1.2.3 List of Dam Reservoirs in the Chao Phraya River Basin Planned by RID
(1/2) Basin No. Project Size Capacity (MCM) Irrigation Area (rai) Province
1 Mae Cham Large 135.00 71,837 Chiang Mai 2 Huai Tung Medium 44.50 7,200 Lamphun 3 Huai Cha Lom Medium 15.20 5,040 Tak 4 Mae Sa Puad Medium 8.30 2,100 Lamphun 5 Mae Yuan Hwai Medium 1.25 300 Lamphun 6 Huai Mae Pa Pai Medium 12.24 12,000 Chiang Mai 7 Huai Mae La Medium 40.50 15,000 Lamphun 8 Khlong Na Both Medium 13.50 9,600 Tak 9 Khlong Pla Soi Medium 33.00 13,200 Kamphaengphet
10 Khlong Mae Ra Ka Medium 10.20 900 Tak 11 Huai Mai Ngam Medium 8.10 2,100 Tak 12 Mae Tie Medium 10.00 3,000 Chiang Mai 13 Mae Soi Medium 3.80 1,620 Chiang Mai 14 Khlong Lan Medium 3.30 840 Kamphaengphet15 Pet Ja Kho Medium 2.77 1,478 Kamphaengphet16 Ban Pak Kwuang Medium 4.40 3,060 Chiang Mai
Ping River
17 Mae Khan Medium 74.84 41,022 Chiang Mai 18 Mae Nuang Medium 16.40 9,000 Lampang 19 Nam Mae Pan Medium 11.93 7,300 Lampang
Wang River
20 Mae Soi Medium 11.40 9,000 Lampang 21 Kaeng Sua Ten Large 1,175.00 774,000 Phrae 22 Upper Yom Large 166.06 Phrae 23 Mae Yom Large 588.00
674,000 Phrae
24 Nam Mae Pee Medium 27.81 1,067 Phayao 25 Huai Pak Khoo Medium 4.02 5,300 Sukhothai 26 Mae Kam Mee Medium 19.64 12,200 Phrae 27 Huai Rai Medium 7.33 3,900 Sukhothai 28 Huai Mae Moh Medium 4.00 3,400 Phayao 29 Mae Kon Medium 11.47 11,800 Phrae 30 Nam Huai Roo Medium 10.07 12,800 Phayao 31 Mae Teep Medium 28.50 17,000 Lampang 32 Huai Pong Pak Medium 15.07 10,200 Lampang 33 Huai Mae Puak Medium 11.00 8,100 Phrae 34 Nam Ngim Medium 16.70 13,600 Phayao 35 Huai Mae Thun Noi Medium 4.15 504 Sukhothai 36 Huai Mae Kam Medium 8.55 6,400 Phrae 37 Huai Mae Lang Medium 11.50 7,300 Phrae 38 Mae Aon 2 Medium 19.10 8,500 Lampang
Yom River
39 Huai Mae Sum Medium 4.93 2,800 Sukhothai 40 Nam Kheg Large 550.00 n/a Phitsanulok 41 Huai Prek Khing Medium 10.21 6,000 Phitsanulok 42 Huai Pang Nga Medium 11.33 9,900 Uttaradit 43 Nam Rin Medium 4.00 4,000 Nan 44 Nam Pad Medium 58.90 32,250 Uttaradit 45 Huai Ra Boei Medium 35.38 2,300 Phitsanulok 46 Huai Aom Sing Medium 6.97 10,000 Phitsanulok 47 Nam Lok Medium 21.16 5,700 Uttaradit 48 Huai Hin Lub Medium 12.50 n/a Phitsanulok 49 Nam Yaw (East) Medium 25.00 7,000 Nan 50 Khlong Chom Poo Medium 43.00 20,000 Phitsanulok 51 Huai Saliang Hang Medium 68.53 n/a Phetchabun 52 Nam Kon Medium 97.63 15,000 Nan 53 Nam Yaw (West) Medium 87.20 7,000 Nan 54 Mae Kha Ning Medium 62.00 n/a Nan 55 Nam Juang Medium 56.76 n/a Phitsanulok 56 Huai Lum Kra Don Medium 46.69 71,780 Phitsanulok 57 Huai Nam Mued Medium 30.39 20,000 Uttaradit 58 Nam Kui Medium 28.00 6,000 Nan 59 Nam Pour Medium 27.40 14,000 Nan
Nan River
60 Nam Kueng Medium 27.00 4,900 Uttaradit
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Basin No. Project Size Capacity (MCM) Irrigation Area (rai) Province 61 Nam Pai Medium 16.56 n/a Uttaradit 62 Huai Nam Khueng Medium 12.40 n/a Phitsanulok 63 Nam Fua Medium 12.40 7,000 Phitsanulok 64 Huai Nam Khai Medium 12.16 6,600 Uttaradit 65 Khlong Hin Fon Medium 11.01 n/a Phitsanulok 66 Huai Lod Medium 6.61 500 Nan 67 Lum Nam Kan Khuang Medium 6.50 4,000 Phitsanulok 68 Nam Sa Ron Medium 6.30 3,000 Nan 69 Huai Kho Medium 4.68 1,500 Uttaradit 70 Huai Nam Mued Medium 4.00 n/a Uttaradit 71 Sok Sab Dang Medium 3.45 n/a Phetchabun 72 Khlong Kun Medium 3.31 n/a Phitsanulok 73 Huai Kaew Medium 3.20 4,000 Phitsanulok 74 Huai Chamlia-Chamfai Medium 3.00 n/a Uttaradit 75 Huai Mang Medium 2.00 1,100 Uttaradit 76 Huai Nam Mee Medium 1.99 2,600 Uttaradit
Nan River
77 Huai Sai Medium 1.10 1,000 Uttaradit 78 Klong Nam Tin Medium 12.00 11,500 Phetchabun 79 Huai Tha Pon Medium 12.30 n/a Phetchabun 80 Baan Na Ngua Medium 4.80 6,000 Phetchabun 81 Huai Bong Medium 2.20 2,000 Phetchabun 82 Huai Yang Medium 2.12 1,300 Phetchabun 83 Huai Cha-em Medium 1.50 n/a Phetchabun 84 Huai Nam Hiae Medium 5.40 4,500 Phetchabun 85 Huai Saduang Yai Medium 14.00 10,500 Phetchabun 86 Huai Nam Chun Noi Medium 8.67 n/a Phetchabun 87 Ban Than Thip Medium 4.60 5,000 Phetchabun 88 Khao Wang Pae Medium 1.84 n/a Lopburi 89 Khao Pang Hei Medium 26.00 13,000 Lopburi
Pa Sak River
90 Huai Sab Song Medium 3.16 2,500 Lopburi 91 Huai Ta Weep Medium 12.00 9,000 Suphan Buri 92 Huai Mo Kho Medium 21.70 4,500 Uthai Thani 93 Huai Khun Kaew Medium 41.30 35,000 Uthai Thani 94 Nong E Ngen Medium 0.20 5,000 Suphan Buri 95 Pu Pla Kang Medium 26.40 16,500 Uthai Thani 96 Huai Hang Medium 1.00 1,800 Uthai Thani 97 Huai Pa Pak Medium 1.50 5,000 Uthai Thani 98 Tha Kuai Lang Medium 10.00 8,000 Uthai Thani
Tha Chi River
99 Poo Yang Daiw Medium 1.70 2,000 Suphan Buri 100 Mae Wong Large 258.00 251,900 Nakhon Sawan 101 Huai Rang Medium 17.50 10,000 Uthai Thani 102 Wang Ror Medium n/a n/a Uthai Thani 103 Huai Ra Bum Medium 7.00 4,500 Uthai Thani
Sakae Krang River
104 Hub Wai Pong Medium 0.26 n/a Uthai Thani
105 Khlong Pa Mong-Krok Phra
Medium n/a 20,000 Nakhon Sawan
106 Khao Lak Kai Medium 3.00 14,000 Lopburi
Chao Phraya River
107 Huai Yang Medium 17.50 n/a Lopburi
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Figure H1.2.1 Location Map of Planned Dams
1. Mae Chaem Dam
100. Mae Wong Dam
40. Nam Kheg Dam
21. Kaeng Sua Ten Dam 22. Upper Yom Dam
23. Mae Yom Dam
:Objective Large Dam
:Other Large Dam
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H1.3 Selection of Objective Dams
From the following reason, three (3) out of the six (6) large dams, Mae Cham, Upper and Lower Yom dams have been discarded and the remaining dams, Kaeng Sua Ten, Nam Kheg and Mae Wong Dams were selected as the objective dams. Salient features of the three (3) selected dams are summarized in Table H1.3.1.
Since Mae Cham Dam is located upstream of Bhumibol Dam and its reservoir capacity is much smaller than that of Bhumibol Dam, significant flood mitigation effects are hardly expected.
Upper Yom and Lower Yom dams are alternatives to Kaeng Sua Ten Dam.
Table H1.3.1 Salient Features of Planned Kaeng Sua Ten, Nam Kheg and Mae Wong Dams
No. No.21 No.40 No.100 Main Features Kaeng Sua Ten Dam Nam Kheg Dam Mae Wong Dam
River Yom River Nan River Sakae Krang River
Dam Type Rockfill
(Concrete-faced) Rockfill Rockfill
Dam height(m) 69.00 128.0 56.00
Length of Dam(m) 540.00 757 903.02
Catchment Area(km2) 3,538.00 936.75 612.00
Reservoir Area(km2) 66.78 11.16 17.60
Elevation of Dam Crest(m M.S.L) 261.00 538.00 210.00
Normal High Water(m M.S.L) 258.00 529.50 204.50
Lowest Water Level(m M.S.L) 218.00 421.4 180.00
Storage Capacity at Normal High Water(MCM)
1,175.00 550.25
258.00
Storage Capacity at Lowest Water Level(MCM)
50.00 7.45
20.00
Effective Storage Capacity(MCM) 1,125.00 542.80 238.00
Maximum Discharge of Spillway(m3/sec)
5,355 (Radial Gate×4)
- 1,449
(Radial Gate×3)
Elevation of Crest of Spillway(m M.S.L)
245.00 -
197.60
Maximum Discharge of Intake Conduit(m3/sec)
- - -
Elevation of Center of Intake Conduit(m M.S.L)
- - -
Power Output(MW) - - -
Irrigation Area(rai) 774,000 251,900
Present Status D/D completed Desk Plan D/D Completed
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Level Area Storage(m.MSL) (km2) (MCM)191.50 0.000 0.000195.00 0.180 0.500200.00 0.430 1.220205.00 1.720 13.110207.50 2.360 19.060210.00 3.000 25.000220.00 7.300 58.100230.00 15.970 171.710240.00 28.000 400.000245.00 36.000 560.000250.00 42.860 760.000255.00 53.500 1,000.000258.00 66.780 1,175.000260.00 70.000 1,360.000
Area - Volume - Level CurveKaeng Sua Ten
190
200
210
220
230
240
250
260
0 200 400 600 800 1000 1200 1400 1600
Volume (MCM)
Ele
vati
on (
m.M
SL)
190
200
210
220
230
240
250
260
01020304050607080
Area (km2)
Ele
vati
on (
m.M
SL)
Storage
Area
Figure H1.3.1 Water Level – Storage Volume Curve for Kaeng Sua Ten Dam
Level Area Storage(m.MSL) (km2) (MCM)
160.0 0.000 0.000170.0 0.750 3.000175.0 1.690 8.320180.0 3.250 20.660185.0 5.450 42.410190.0 7.990 76.020195.0 11.060 123.640200.0 14.120 186.600204.5 17.410 257.550205.0 17.770 266.340207.5 19.510 312.940210.0 21.180 363.790
Area - Volume - Level CurveMae Wong
160
165
170
175
180
185
190
195
200
205
210
0 25 50 75 100 125 150 175 200 225 250 275 300 325 350 375
Volume (MCM)E
leva
tion
(m
.MS
L)
160
165
170
175
180
185
190
195
200
205
210
051015202530
Area (km2)
Ele
vati
on (
m.M
SL
)
Storage Area
Figure H1.3.2 Water Level – Storage Volume Curve for Mae Wong Dam
H1.4 Study on Flood Mitigation Effect of Kaeng Sua Ten Dam
In the same way as the study on the reservoir operation of the existing dams, the dam reservoir operation of Kaeng Sua Ten Dam for flood mitigation has been examined.
(1) Reservoir Operation for Flood Mitigation
The reservoir operation method where flood inflow from August to October is cut by a constant outflow has been examined.
(2) Simulation Conditions
Model Flood
The 2011 flood was used as the model flood. Inflow to the reservoir was estimated by modifying the observed discharge data of the nearby station Y2.
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Table H1.4.1 Inflow to Kaeng Sua Ten Dam in 2011
Inflow(MCM) Dam
June July August September October Total
Kaeng Sua Ten 416 409 916 577 372 2,690
Reservoir Operation for Flood Mitigation
Concepts of the reservoir operation for flood mitigation are as follows:
From August to October, flood inflow discharge is stored in the reservoir with a constant outflow.
From May to July, outflow is in principle the same as the inflow (“IN = OUT”)
The discharge capacity of the outlet conduit is so small that it is impossible to release as much water as the inflow during a flood. When the water level reaches the crest level of the spillway, 245 m MSL (Storage Capacity: 560 MCM), flood inflow is released through the spillway (4 radial gates).
Study Cases
Since the required outflow of Kaeng Sua Ten Dam in the dry season has not been determined yet, it is assumed that 80% of the effective storage capacity is assured as flood mitigation volume.
Table H1.4.2 Proposed Reservoir Operation of Kaeng Sua Ten Dam for Flood Mitigation
Outflow
Dam Case May to July Aug.to Oct.
Storage Capacity as of May 1
(Sedimentation Capacity included)
Water Level as of May 1
Kaeng Sua Ten
Case 1
May to July: IN=OUT Excessive inflow over 100 m3/s, capacity of
outlet conduit is stored.
220m3/s (from
Spillway) 275 MCM 234.5 m MSL
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-
200
400
600
800
1,000
1,200
1/1 2/1 3/1 4/1 5/1 6/1 7/1 8/1 9/1 10/1 11/1 12/1
Month
Dis
char
ge (
m3/
s)
Inflow 2011 Revised Outflow
Figure H1.4.1 Proposed Flood Regulation Plan for Kaeng Sua Ten Dam (2011 Flood)
Figure H1.4.2 Proposed Reservoir Operation Plan for Flood Mitigation of Kaeng Sua Ten Dam (2011 Flood)
H1.5 Study on Flood Mitigation Effect of Nam Kheg Dam
In the same way as the study on the reservoir operation of the existing dams, the dam reservoir operation for flood mitigation of Nam Kheg Dam has been examined.
(1) Reservoir Operation for Flood Mitigation
A reservoir operation method where flood inflow from August to October is cut by a constant outflow has been examined.
(2) Simulation Conditions
Model Flood
The 2011 flood was used as a model flood. Inflow to the reservoir was estimated by modifying the observed discharge data of the nearby station N24A.
-
200
400
600
800
1,000
1,200
1,400
4/1 5/1 6/1 7/1 8/1 9/1 10/1 11/1Month
Res
ervo
ir S
tora
ge V
olum
e (M
CM
)
Proposed Flood Storage Curve
High Water Level 258.0 m MSL
Lowest Water Level 218.0 m MSL
220 m3/s
1,017 m3/s
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Table H1.5.1 Inflow to Nam Kheg Dam in 2011
Inflow(MCM) Dam
June July August September October Total
Nam Kheg 69 81 154 290 99 693
Reservoir Operation for Flood Mitigation
Concepts of the reservoir operation for flood mitigation are as follows:
While Nan Kheg Dam has a reservoir capacity of 542.8 MCM, flood inflow between August to October is 543MCM. Therefore, it is possible to store almost all inflow from August to October.
As environmental flow, the minimum outflow 15m3/s (1.5 m3/s/km2) is ensured.
Study Cases
Since the required outflow of Nam Kheg Dam in the dry season has not been determined yet, it is assumed that 80% of the effective storage capacity is assured as flood mitigation volume.
Table H1.5.2 Proposed Reservoir Operation for Flood Mitigation of Nam Kheg Dam
Outflow
Dam Case May to July Aug.to Oct.
Storage Capacity as of May 1
(Sedimentation Capacity included)
Water Level as of May 1
Nam Kheg
Case 1 May to June: IN=OUT 15m3/s 116 MCM -
Figure H1.5.1 Proposed Flood Regulation Plan for Nam Kheg Dam (2011 Flood)
-
50
100
150
200
250
1/1 2/1 3/1 4/1 5/1 6/1 7/1 8/1 9/1 10/1 11/1 12/1
Month
Dis
char
ge (
m3/
s)
Inflow 2011 Revised Outflow
15 m3/s
212 m3/s
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Figure H1.5.2 Proposed Reservoir Operation Plan for Flood Mitigation of Nam Kheg Dam (2011 Flood)
H1.6 Study on Flood Mitigation Effect of Mae Wong Dam
In the same way as the study on the reservoir operation of the existing dams, the dam reservoir operation for flood mitigation of Mae Wong Dam has been examined.
(1) Reservoir Operation for Flood Mitigation
A reservoir operation method where flood inflow from August to October is cut by a constant outflow has been examined.
(2) Simulation Conditions
Model Flood
The 2011 flood was used as a model flood. Inflow to the reservoir was estimated by runoff analysis.
Table H1.6.1 Inflow to Mae Wong Dam in 2011
Inflow(MCM) Dam
June July August September October Total
Mae Wong 39 58 61 131 89 378
Reservoir Operation for Flood Mitigation
Concepts of the reservoir operation for flood mitigation are as follows:
From August to October, flood inflow discharge is stored in the reservoir with a constant outflow.
From May to July, outflow is in principle the same as the inflow (“IN=OUT”)
Study Cases
Since the required outflow of Mae Wong Dam in the dry season has not been determined yet, it is assumed that 80% of the effective storage capacity is assured as flood mitigation volume.
-
100
200
300
400
500
600
700
800
4/1 5/1 6/1 7/1 8/1 9/1 10/1 11/1Month
Res
ervo
ir S
tora
ge V
olum
e (M
CM
)
Proposed Flood Storage Curve
High Water Level 529.5 m MSL
Lowest Water Level 421.4 m MSL
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Table H1.6.2 Proposed Reservoir Operation for Flood Mitigation of Mae Wong Dam
Outflow
Dam Case May to July Aug.to Oct.
Storage Capacity as of May 1
(Sedimentation Capacity included)
Water Level as of May 1
Mae Wong
Case 1 May to July:IN=OUT 12m3/s 67.6 MCM 188.7 m
Figure H1.6.1 Proposed Flood Regulation Plan for Mae Wong Dam (2011 Flood)
Figure H1.6.2 Proposed Reservoir Operation Plan for Flood Mitigation of Mae Wong Dam (2011 Flood)
-
50
100
150
200
250
300
350
400
4/1 5/1 6/1 7/1 8/1 9/1 10/1 11/1Month
Res
ervo
ir S
tora
ge V
olum
e (M
CM
)
Proposed Flood Storage Curve
High Water Level 204.5 m MSL
Lowest Water Level 180.0 m MSL
-
20
40
60
80
100
120
1/1 2/1 3/1 4/1 5/1 6/1 7/1 8/1 9/1 10/1 11/1 12/1
Month
Dis
char
ge (
m3/
s)
Inflow 2011 Revised Outflow
100 m3/s
12 m3/s
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PROJECT FOR THE COMPREHENSIVE FLOOD MANAGEMENT PLAN
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FINAL REPORT
VOLUME 3: SUPPORTING REPORT
SECTOR I: TABLE OF CONTENTS
CHAPTER I1 STUDY ON RETARDING AND RETENTION AREAS..........................................1 I1.1 General ................................................................................................................................1 I1.2 Preliminary Study on Flood Control Effects .......................................................................3 I1.3 Operation Rule ....................................................................................................................4 I1.4 Method to Drain Flood Water into Retention Area .............................................................5
LIST OF TABLES
Table I1.1.1 Design Storage Volume of Monkey Cheek ....................................................................1 Table I1.3.1 Variation in Water Storage Period based on Cropping Type ..........................................5
LIST OF FIGURES
Figure I1.1.1 Location of Retention Areas Planned by RID................................................................2 Figure I1.2.1 Flood Control Effects with Retention Areas (Results of Trial Calculation)...................3 Figure I1.2.2 Assumed Inundation Area (Result of Calculation) ........................................................4 Figure I1.4.1 Method to Drain Flood Water into Retarding Basins.....................................................5 Figure I1.4.2 Retention Area Located North of Nakhon Sawan N1 and N2 (Proposed) .....................6 Figure I1.4.3 Retention Area Located North of Nakhon Sawan N3 and N4 (Proposed) .....................7 Figure I1.4.4 Retention Area Located North of Nakhon Sawan N5 (Proposed)..................................8 Figure I1.4.5 Retention Area Located at Vicinity of Ayutthaya C1 and C2 (Proposed) ......................9 Figure I1.4.6 Retention Area Located at Vicinity of Ayutthaya C3 and C4 (Proposed) ....................10 Figure I1.4.7 Retention Area Located at Vicinity of Ayutthaya C5 and C6 (Proposed) ....................11 Figure I1.4.8 Retention Area Located at Vicinity of Ayutthaya C7 and C8 (Proposed) ....................12
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CHAPTER I1 STUDY ON RETARDING AND RETENTION AREAS
I1.1 General
The master plan of the Government of Thailand for the upper reach of Nakhon Sawan and the vicinity of Ayutthaya retention areas (about 2,000 km²) have been planned and examined. These retarding areas are located in low-lying areas having functions as natural retarding areas.
Among the retarding areas, those areas with artificial flood control functions are called as “Monkey Cheek.” Natural retarding areas have been assessed and optimum operation methods for Monkey Cheeks (methods of flood flow reduction, embankment, gates and pumps) have been studied.
As for the Lake Bung Bora Pet which is located at the northeast of Nakhon Sawan, effective improvement for the lake hae been studied to utilize the area as a retention area providing with embankment and facilities to regulate flood flows.
According to the “Feasibility Study on the Development of Flood Low Lands in Chao Phraya Basin (2009),” RID has proposed to establish a total of 13 retarding basins (Monkey Cheek) including 5 locations in the northern part of Nakhon Sawan and 8 locations in Ayutthaya and the vicinities. Table I1.1.1 summarizes the proposed retarding basins and Figure I1.1.1 shows the location of each retarding basin (Monkey Cheek).
Table I1.1.1 Design Storage Volume of Monkey Cheek
No Retarding Basin (Monkey Cheek) Design Storage
Volume (Million m3)
Submerged Level
(m MSL) N1 Tha Bau District (East Side) 233 25.0 N2 Tha Bau District (West Side) 238 25.5
57 30.5 N3 Dong Set Thi District (South Side)
240 183 31.0 25 37.5 50 37.0 N4 Dong Set Thi District (North
Side) 147
72 36.0 99 39.0 85 38.0 74 36.0
N5
Northern Part of Nakhon Sawan
Phai Chum Phon District 303
45 36.0 Sub Total 1,161
54 5.0 35 5.2 C1 Bang Ban District (North-West
Side) 126
37 5.8 51 5.0 C2 Phak Hai District (East Side) 125 74 5.0
C3 Phak Hai District (West Side) 257 4.0 C4 Bang Ban District (South Side) 279 4.0
172 5.0 C5 Reong Rang District 257 85 8.0
124 6.0 23 7.0 C6 Maharat District 249
102 7.0 10 6.0 C7 Khok Krathiam District 259
249 7.0 C8
Northern Part of Ayutthaya
Yang Mani District 186 7.0 Sub Total 1,738 Total 2,899
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Figure I1.1.1 Location of Retention Areas Planned by RID
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I1.2 Preliminary Study on Flood Control Effects
The Inundation Model (as of October 1st, 2012), which is currently under calibration phase, was used to examine the effectiveness of the retention area/retarding basin in terms of a method of flood control at Nakhon Sawan. The examination results are shown below.
・ Target Flood is the 2011 Flood and calculation period is for 7 months starting from the 1st June
to the 31st December. ・ The operation rule of retarding basin is set as “during the 3 months flooding period starting from
August to October, flooded water shall be drained from the river channels to retarding basin/retention area (1) by natural gradient and (2) by pumps.
As a result of the examination shon in Figure I1.2.1 and Figure I1.2.2, retarding basins can reduce (1)
flood volume by 170 m3/s and (2) water level by 9 cm at Nakhon Sawan.
Fig- Water Level at Nakhon Sawan (C.2)
12.0
14.0
16.0
18.0
20.0
22.0
24.0
26.0
28.0
30.0
-300 -200 -100 0 100 200 300 400 500 600 700Distance (m)
Ele
vatio
n (m
)
Nakhon Saw an (C. 2) surveyed in 2005Record High (13th Oct 2011)With Monkey Cheek Project
2011年洪水 Hmax=26.87m,
Qmax=4,686m3/s
モンキーチークプロジェクト実施後
H=26.78m, 約Q=4,500m3/s
Figure I1.2.1 Flood Control Effects with Retention Areas (Results of Trial Calculation)
With Monkey Cheek Projects H = 26.78 m, Q = 4,500 m3/s
2011 Flood Hmax = 26.87m Qmax = 4,686 m3/s
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Figure I1.2.2 Assumed Inundation Area (Result of Calculation)
I1.3 Operation Rule
The Chao Phraya River tends to have a prolonged flooding period and it is challenging to estimate flood hydrographs. For such flood pattern, establishing only one operational rule on “how to operate and control the retention areas/retarding basins” is neither effective nor practical. It is also true that the operational rule set to be effective for the 2011 flood event does not always have effect or impact on the other significant flooding events such as the floods in 1995 and 2006. In addition, since the stored water in retention areas/retarding basins is often utilized for irrigation and dry-field cropping, it is not practical if the operational rule focuses only on flood control. Therefore, it is necessary to establish the operational rule which considers both flood control and irrigation usage.
The proposed retention areas/retarding basins are classified into two categories: (i) irrigated area; and (ii) rainfed paddy field area, as summarized in Table I1.3.1. The period for water storage varies based on the paddy field types; therefore, the flood control effects have been examined by applying various storage curves corresponding to each paddy field type in retention areas/retarding basins.
Current With Retention
Areas Upstream of Nakhon
Sawan Inundated
Area: 6,048km2
Upstream of Nakhon
Sawan Inundated
Area: 5,820km2
Legend
<VALUE>
Major_City
RiverLine2005+
River_Basin
EconomicZone
Less than 0.5m
0.5 - 1.0m
1.0 - 2.0m
2.0 - 3.0m
3.0 - 4.0m
4.0 - 5.0m
more than 5.0m
!R
Legend
<VALUE>
Major_City
RiverLine2005+
River_Basin
EconomicZone
Less than 0.5m
0.5 - 1.0m
1.0 - 2.0m
2.0 - 3.0m
3.0 - 4.0m
4.0 - 5.0m
more than 5.0m
!R
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Table I1.3.1 Variation in Water Storage Period based on Cropping Type
Paddy Field Type
Monkey Cheeks Water Storage Periods
Irrigated Area
、 、 ~N3 N4 C1 C8 (Total 10 Monkey Cheeks)
・ May to August: cultivate rice season → Flood Control is difficult ・ September to October: store water for dry season → capable to include
flood control volume, the government recommends farmers to refrain from cropping between September to November.
・October to November: prepare for cropping by releasing the stored water from reservoir between the end of November to December. The retention areas/retarding basins shall be completely drained and completely dried during the dry season.
Rainfed Paddy Field Area
N1、N2、N5 (Total 3 Monkey Cheek)
・ May to August: wet-field rice cultivation and dry-field crop season → Flood control is difficult.
・ Dry Season: wet-field rice and cultivation and dry-field crop. In June, ploughing and irrigating the field will start.
・ Water storing period is 10 months, longer than the Monkey Cheeks within the irrigated areas, starting from September to June in the next year.
I1.4 Method to Drain Flood Water into Retention Area
The methods to drain flood waters from the river channels to retarding basins are: (i) by pump; and (ii) by gates as shown in Figure I1.4.1. With the gate operation method, the model tends to be unstable having the complicated modeling procedure. To stabilize and simplify the flood analysis model, gate operation has not been considered in this study. Also, since the storage volume of the retention area fluctuats quickly due to inflow of inundated water from outside of the area, it is difficult to establish the proper pump operation rule. Therefore, virtual retarding ponds with design storage volume were built in the flood analysis model, and effectiveness of reteintion area was exmanied.
Figure I1.4.1 Method to Drain Flood Water into Retarding Basins
The overflowed water in channels shall be drained into retarding basins by pumping.
Flooded water shall be drained by the controlled gate. The retained water shall be utilized for irrigation in dry season.
Water level increases during flood.
To count the effectiveness of retention area, virtual storage ponds are built in the flood analysis model.
Capacity: Design Storage Volume (MCM)
Inundated water flows into viritual retention areas by gravity slope, not by water gate and pumping.
Envisaged Operation of Retention Area
Modelization of Retention Area
River/Canal
River/Canal
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N1 Boraphet Swamp - Chum Sang
RetentionArea
(km2)
RetentionLevel
(m msl)
Capacity(MCM)
AverageWaterDepth(m)
RiverWaterLevel
(m msl)219 25.0 233 1.1 26.0
N2 Chum Sang - Gao Liao
RetentionArea
(km2)
RetentionLevel
(m msl)
Capacity(MCM)
AverageWaterDepth(m)
RiverWaterLevel
(m msl)165 26.0 238 1.4 27.0
Figure I1.4.2 Retention Area Located North of Nakhon Sawan N1 and N2 (Proposed)
IN ①
OUT
IN
OUT
①
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N3 Tapan Hin - Bang Moon Nak - Po Talay
RetentionArea
(km2)
RetentionLevel
(m msl)
Capacity(MCM)
AverageWaterDepth(m)
RiverWaterLevel
(m msl)30.5 57 31.031.0 183 31.5
147 1.6
N4 Mueang Phitchit - Po Tab Chang
RetentionArea
(km2)
RetentionLevel
(m msl)
Capacity(MCM)
AverageWaterDepth(m)
RiverWaterLevel
(m msl)37.5 25 38.037.0 50 37.536.0 72 36.5
86 1.7
Figure I1.4.3 Retention Area Located North of Nakhon Sawan N3 and N4 (Proposed)
IN
OUT
IN
OUT
①
②
IN
OUT IN
OUT
OUT
①
②
①
②
③
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N5 Bang Kratum
RetentionArea
(km2)
RetentionLevel
(m msl)
Capacity(MCM)
AverageWaterDepth(m)
RiverWaterLevel
(m msl)39.0 99 39.538.0 85 38.536.0 74 37.536.0 45 37.5
209 1.2
Figure I1.4.4 Retention Area Located North of Nakhon Sawan N5 (Proposed)
OUT
IN
①
②
③
④
IN
IN
IN
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C1 Bang Ban 1
RetentionArea
(km2)
RetentionLevel
(m msl)
Capacity(MCM)
AverageWaterDepth(m)
RiverWaterLevel
(m msl)5.0 54 5.55.2 35 6.15.8 37 6.3
52 2.4
C2 Pa Moke - Phak Hai
RetentionArea
(km2)
RetentionLevel
(m msl)
Capacity(MCM)
AverageWaterDepth(m)
RiverWaterLevel
(m msl)5.0 51 5.55.0 74 5.5
190 0.7
Figure I1.4.5 Retention Area Located at Vicinity of Ayutthaya C1 and C2 (Proposed)
OUT
IN
IN
IN
OUT OUT
①
②
③
IN
OUT OUT
①
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C3 Phak Hai – Bang Yeehon
RetentionArea
(km2)
RetentionLevel
(m msl)
Capacity(MCM)
AverageWaterDepth(m)
RiverWaterLevel
(m msl)190 4.0 257 1.4 4.5
C4 Bang Ban 2
RetentionArea
(km2)
RetentionLevel
(m msl)
Capacity(MCM)
AverageWaterDepth(m)
RiverWaterLevel
(m msl)117 4.0 279 2.4 4.5
Figure I1.4.6 Retention Area Located at Vicinity of Ayutthaya C3 and C4 (Proposed)
IN
OUT
IN
IN
OUT
OUT
①
①
①
IN
IN
OUT
OUT
①
②
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C5 Don Pud – Maharaj
RetentionArea
(km2)
RetentionLevel
(m msl)
Capacity(MCM)
AverageWaterDepth(m)
RiverWaterLevel
(m msl)7.0 172 8.08.0 85 8.5
152 1.7
C6 Tung Pookhao Thong-Bang Pahun
RetentionArea
(km2)
RetentionLevel
(m msl)
Capacity(MCM)
AverageWaterDepth(m)
RiverWaterLevel
(m msl)6.0 124 7.07.0 23 8.07.0 102 8.0
89 2.8
Figure I1.4.7 Retention Area Located at Vicinity of Ayutthaya C5 and C6 (Proposed)
IN
OUT
IN
①
②
OUT
IN
IN
IN
OUT
①②
③
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C7 Chaiyo – Baan Prak
RetentionArea
(km2)
RetentionLevel
(m msl)
Capacity(MCM)
AverageWaterDepth(m)
RiverWaterLevel
(m msl)6.0 10 7.57.0 8.57.0 8.5
166 1.6249
C8 Angthong (West side)
RetentionArea
(km2)
RetentionLevel
(m msl)
Capacity(MCM)
AverageWaterDepth(m)
RiverWaterLevel
(m msl)7.0 9.07.0 8.5
99 186 1.9
Figure I1.4.8 Retention Area Located at Vicinity of Ayutthaya C7 and C8 (Proposed)
IN
OUT
IN
IN
IN
①
②
③
OUT
IN
IN
OUT
①
②
Sector J: Construction of Diversion Channel
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PROJECT FOR THE COMPREHENSIVE FLOOD MANAGEMENT PLAN
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VOLUME 3: SUPPORTING REPORT
SECTOR J: TABLE OF CONTENTS
CHAPTER J1 OUTER RING ROAD DIVERSION CHANNEL.....................................................1 J1.1 Discharge.............................................................................................................................1 J1.2 Route ...................................................................................................................................1 J1.3 Field Reconnaissance ..........................................................................................................1 J1.4 Longitudinal Riverbed Gradient .........................................................................................1 J1.5 Standard Cross Section........................................................................................................3 J1.6 Bank Slope and Riverbed....................................................................................................3 J1.7 Pile Foundation ...................................................................................................................3 J1.8 Crossing Road .....................................................................................................................4 J1.9 Crossing Canal and River....................................................................................................4 J1.10 Gate .....................................................................................................................................4
CHAPTER J2 EAST DIVERSION CHANNEL.................................................................................5 J2.1 Discharge.............................................................................................................................5 J2.2 Route ...................................................................................................................................5 J2.3 Field Reconnaissance ..........................................................................................................5 J2.4 Longitudinal Riverbed Gradient .........................................................................................5 J2.5 Standard Cross Section........................................................................................................7 J2.6 Bank Slope and Riverbed....................................................................................................7 J2.7 Pile Foundation ...................................................................................................................7 J2.8 Additional Study on Cross Section .....................................................................................7 J2.9 Crossing Road ...................................................................................................................10 J2.10 Crossing Canal and River..................................................................................................10 J2.11 Gate ...................................................................................................................................10
CHAPTER J3 WEST DIVERSION CHANNEL..............................................................................12 J3.1 Discharge...........................................................................................................................12 J3.2 Route .................................................................................................................................12 J3.3 Field Reconnaissance ........................................................................................................12 J3.4 Longitudinal Riverbed Gradient .......................................................................................12 J3.5 Standard Cross Section......................................................................................................14 J3.6 Bank Slope and Riverbed..................................................................................................14 J3.7 Pile Foundation .................................................................................................................14 J3.8 Additional Study on Cross Section ...................................................................................14 J3.9 Crossing Road ...................................................................................................................16 J3.10 Crossing Canal and River..................................................................................................16 J3.11 Gate ...................................................................................................................................16
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LIST OF FIGURES
Figure J1.4.1 Longitudinal Profile of Outer Ring Road Diversion Channel ......................................... 2 Figure J1.7.1 Standard Cross Section of Outer Ring Road Diversion Channel with Slope Protection. 3 Figure J1.7.2 Alternative Cross Section of Outer Ring Road Diversion Channel with Slope and River
Bed Protection ................................................................................................................. 4 Figure J1.10.1 Gate at Diversion Point and Tidal Gate ........................................................................... 4 Figure J2.4.1 Longitudinal Profile of East Diversion Channel ............................................................. 6 Figure J2.8.1 Standard Cross Section of East Diversion Channel with Slope Protection (0km to 94km)
8 Figure J2.8.2 Standard Cross Section of East Diversion Channel with Slope Protection (95km to
135km)............................................................................................................................. 8 Figure J2.8.3 Standard Cross Section of East Diversion Channel with Slope Protection (135km to
Diversion Point) .............................................................................................................. 8 Figure J2.8.4 Alternative Cross Section of East Diversion Channel with Slope and Riverbed Protection
(0km to 94km) ................................................................................................................. 9 Figure J2.8.5 Alternative Cross Section of East Diversion Channel with Slope and Riverbed Protection
(95km to 135km) ............................................................................................................. 9 Figure J2.8.6 Alternative Cross Section of East Diversion Channel with Slope and Riverbed Protection
(135km to Diversion Point) ............................................................................................. 9 Figure J2.11.1 Gate at Diversion Point and Tidal Gate ......................................................................... 10 Figure J2.11.2 Gate at Confluence with Pasak River ............................................................................ 11 Figure J3.4.1 Longitudinal Profile of West Diversion Channel .......................................................... 13 Figure J3.8.1 Standard Cross Section of West Diversion Channel with Slope Protection (0km to
69.5km).......................................................................................................................... 15 Figure J3.8.2 Standard Cross Section of West Diversion Channel with Slope Protection (70.0km to
Diversion Point) ............................................................................................................ 15 Figure J3.8.3 Alternative Cross Section of West Diversion Channel with Slope and Riverbed
Protection (0km to 69.5km)........................................................................................... 15 Figure J3.8.4 Alternative Cross Section of West Diversion Channel with Slope and Riverbed
Protection (70.0km to Diversion Point)......................................................................... 15 Figure J3.11.1 Gate at Diversion Point and Tidal Gate ......................................................................... 16
Project for the Comprehensive Flood Management Plan for the Chao Phraya River Basin in the Kingdom of Thailand
Supporting Report, Sector JChapter J1 Outer Ring Road Diversion Channel
CTI Engineering International Co., Ltd. Oriental Consultants Co., Ltd. Nippon Koei Co., Ltd. CTI Engineering Co., Ltd.
1
CHAPTER J1 OUTER RING ROAD DIVERSION CHANNEL
As a result of the hydraulic analyses, the Outer Ring Road Diversion Channel was proposed.
J1.1 Discharge
As defined in the hydraulic analyses, the design discharge was set at 1,000 m3/s.
J1.2 Route
The diversion channel was designed connecting the lower part of Ayutthaya and the Gulf of Thailand. Since the layout of Outer Ring Road is not fixed at present, the diversion channel cannot be along it. Hence, the new and rectilinear route was proposed in order to apply the most effective hydraulic gradient. Geological features and land use were also considered with satellite photos, topographic maps in 1:50,000 scale, elevation data with 1:50:000 maps and LiDAR data to fix the route of the diversion channel.
J1.3 Field Reconnaissance
The preliminary route was confirmed with field reconnaissance. The findings in the field reconnaissance are bulletined and shown in the Fig. J1.3.1 and Fig. J1.3.2, then the revised route is shown in the Fig. J1.3.3.
・ Major rivers around the diversion channel are connected with a canal along the coast of the Gulf
of Thailand. Those rivers are drained into the gulf with pumping systems. ・ The Route 34 will cross the diversion channel and the road is elevated at the crossing point. ・ Railroads will be crossed at two points. ・ The elevation of the middle-stream and downstream areas of preliminary route of the diversion
channel is relatively low and a lot of houses and roads were submerged during the field reconnaissance.
・ A lot of canals were confirmed along the preliminary route of the diversion channel. Most of them were excavated canal without an embankment. Many gates and pumps were also seen in the downstream area of the diversion channel.
・ Large inhabited area, merchandise area, factories and ponds were seen in the upstream and middle-stream area. The route should be away from those area to reduce the impact of the project.
J1.4 Longitudinal Riverbed Gradient
Considering the existing ground slope and the standard cross section described below, the longitudinal river bed gradient was set at 1:44,700.
Supporting Report, Sector J Chapter J1 Outer Ring Road Diversion Channel
Project for the Comprehensive Flood Management Planfor the Chao Phraya River Basin in the Kingdom of Thailand
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Fig
ure
J1.
4.1
Lon
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din
al P
rofi
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f O
ute
r R
ing
Roa
d D
iver
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Ch
ann
el
Project for the Comprehensive Flood Management Plan for the Chao Phraya River Basin in the Kingdom of Thailand
Supporting Report, Sector JChapter J1 Outer Ring Road Diversion Channel
CTI Engineering International Co., Ltd. Oriental Consultants Co., Ltd. Nippon Koei Co., Ltd. CTI Engineering Co., Ltd.
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J1.5 Standard Cross Section
In order to lower the design water level, the cross section was mainly designed with excavation and small heightening of riverbanks was designed with an embankment. Lowering the water level is aiming at reducing the risk of the unexpected corruption of embankment since the rainy season in Thailand lasts for a couple of months with rise of water level. The effect of the inland storm water drainage is also large if the water level in the diversion channel is low.
J1.6 Bank Slope and Riverbed
In the feasibility study of the east floodway done by the Thai government, the slope of river bank was set at 1:2.0 in the upstream side and 1:3.0 in the downstream side, as distinguished by the Pasak River. In the Outer Ring Road Diversion Channel, the slope of the river bank was designed at 1:3.0 because the speed of water flow during floods would be small and soil of the ground is very week. Initially, two kinds of bank and river bed protection were proposed. One is the protection for only bank slope and the other is for both bank slope and river bed. Considering the difficulty of maintenance of the rigid and smooth surface of the river bed protection, the protection for only the bank slopes was selected.
J1.7 Pile Foundation
The lower part of the Chao Phraya River basin has an expansive low land with soft ground material. In the feasibility study report, a figure of soil distribution made by geotechnical and environmental research and development center in Kasetsart University, Thailand (refer to Fig. J1.7.1) was introduced and slope stability analyses were performed with additional boring sampling. According to the soil distribution figure, the lower stretches of the east floodway was covered by the Soft Bangkok Clay and the bank slopes and the roads were strengthened by two types of the foundation piles. One of the piles is a soil cemented column (SCC) with the diameter of 600mm, and the other is a stiffened deep cement mixing pile (SDCM) also with the diameter of 600mm. Details of those piles were not mentioned in the report but SDCM consists of the core (180mm x 180mm) in the center surrounded by SCC.
The other research on geomorphic characteristics of the Chao Phraya River basin done by Mr. Ohkura in National Research Center for Disaster Prevention, Japan and Ms. Haruyama in Institute of Science and Technology at Waseda University, Japan categorized the lower reach of the Chao Phraya River as lagoons and mud spits (refer to Fig. J1.7.2).
Hence, foundation piles are considered necessary to protect the stability of the bank slopes and the roads of the Outer Ring Road Diversion Channel. Since the soil distributions and the geomorphic characteristics along the Outer Ring Road Diversion Channel are similar to the one of the east floodway proposed by Thai government, the same design of the foundation piles was applied for the Outer Ring Road Diversion Channel.
Figure J1.7.1 Standard Cross Section of Outer Ring Road Diversion Channel with Slope Protection
Supporting Report, Sector J Chapter J1 Outer Ring Road Diversion Channel
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Figure J1.7.2 Alternative Cross Section of Outer Ring Road Diversion Channel with Slope and River Bed Protection
J1.8 Crossing Road
The diversion channel crosses a lot of roads so that bridges are required. Referring to the pitch of the bridges on Chainat-Pasak Irrigation Canal, which is at approximately 3km, 33 bridges along 98.3km of the diversion channel were proposed. These consist of 14 for national roads and 19 for supporting ones. The widths of bridges for the national roads were set to coincide with the crossing roads measured on the satellite photo and the ones for the supporting bridges were set at 7m, which is the minimum width for road bridge in a standard design of DOH.
J1.9 Crossing Canal and River
The diversion channel also crosses a lot of canals and rivers. All of them with the width of or more than 2m were connected with siphons. The widths of siphon were designed as those of canals and rivers. The height of the siphons was basically set at one-half of their widths and less than 10m.
Major rivers around the diversion channel are connected with a canal along the coast of the Gulf of Thailand. Those rivers are drained into the gulf with pumping systems. If the diversion channel is connected to one of the rivers or the canal, it places an extra stream on the existing pumping system. Hence, the diversion channel was connected to the Gulf of Thailand individually and the canal was connected with a siphon.
J1.10 Gate
The diversion channel is to drain river water to the sea smoothly during the flood so that the two gates, one at the diversion point and the other at the diversion channel mouth, are basically closed during ordinary time and open during the flood.
Figure J1.10.1 Gate at Diversion Point and Tidal Gate
Project for the Comprehensive Flood Management Plan for the Chao Phraya River Basin in the Kingdom of Thailand
Supporting Report, Sector JChapter J2 East Diversion Channel
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5
CHAPTER J2 EAST DIVERSION CHANNEL
The design of the East Diversion Channel, which was not selected as the optimum measure in this master plan, is described in this chapter.
J2.1 Discharge
As examined in the hydraulic analyses, the design discharges were set at 1,000 m3/s and 1,500 m3/s.
J2.2 Route
The diversion channel was designed to connect the northern Chainat and the Gulf of Thailand. The route was proposed referring to the existing structures such as Chainat-Pasak irrigation canal, the feasibility study compiled by Thai government and geological features. Land use and the elevation of the ground were also considered with satellite photos, topographic maps in 1:50,000 scale, elevation data with 1:50:000 maps and LiDAR data to fix the preliminary route of the diversion channel. The diversion channel basically runs next to Chainat-Pasak irrigation canal and then goes to the Gulf of Thailand in a mostly linear manner.
J2.3 Field Reconnaissance
The preliminary route was confirmed with field reconnaissance. The findings in the field reconnaissance are bulletined and shown in the Fig. J2.3.1 and Fig. J2.3.2, then the revised route of the diversion channel is shown in Fig. J1.3.3.
・ Upper part of the preliminary route is along the existing Chainat-Pasak irrigation canal. ・ Land use around the route of diversion channel is mainly paddy field. Fishponds were seen in the
downstream area. ・ The Route 34 will cross the diversion channel and the road is elevated at the crossing point. ・ Railroads will be crossed at three points. ・ Large inhabitant area is spotted along the major roads. ・ There is no significant gradient of the ground. ・ The elevation of the ground in the downstream area is almost same with or up to 2m above the
water level in the canals. ・ Canals on the north side of Pasak River are much more likely to be with embankment and the
ones on the south side of Pasak River tend to be in an excavated type. ・ The route should not affect the tower of high voltage line and temples. ・ There are many canals and rivers with the width of 10m to 20m. ・ Large pond and industrial area with factories and transformers exists right on the north side of
Pasak River and need to be circumvented. ・ Lot of gates can be seen on the east side of the Chainat-Pasak irrigation canal ・ Bank slope of Chainat-Pasak irrigation canal on the east side is not protected and the surface soil
or grass was partially washed away. ・ Government facilities, fire department, military area exist along Chainat-Pasak irrigation canal in
Lop Buri city area. Those facilities should be circumvented and the route should be on the east side of them.
J2.4 Longitudinal Riverbed Gradient
Considering the existing ground slope and the standard cross section described below, the longitudinal riverbed gradients were set at 1:14,500, 1:5,300 and 1:94,000 from the top of the channel to the Gulf of Thailand.
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Fig
ure
J2.
4.1
Lon
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din
al P
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f E
ast
Div
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on C
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nel
Project for the Comprehensive Flood Management Plan for the Chao Phraya River Basin in the Kingdom of Thailand
Supporting Report, Sector JChapter J2 East Diversion Channel
CTI Engineering International Co., Ltd. Oriental Consultants Co., Ltd. Nippon Koei Co., Ltd. CTI Engineering Co., Ltd.
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J2.5 Standard Cross Section
For the same reason to the design of Outer Ring Road Diversion Channel, the cross section was mainly designed with excavation and small embankment.
J2.6 Bank Slope and Riverbed
In the same manner with the design of Outer Ring Road Diversion Channel, the protection only on the bank slopes was selected.
J2.7 Pile Foundation
The lower part of the Chao Phraya River basin has been evaluated in the feasibility study report of the east floodway compiled by Thai government. The same sets of pile foundation were proposed in the master plan.
J2.8 Additional Study on Cross Section
In order to reduce the excavation amount and to omit the tidal gate, the standard cross sections with more heightening by embankments and less excavation were studied. As a result, the distance of the discharge channel banks ranged from 604m to 1,724m, which is not suitable for the diversion channel since the environmental and social impact is quite large. Only for the reference purpose, the longitudinal profile and cross sections with the capacity of 1,000 m3/s are shown in Fig. J2.8.1, Fig. J2.8.2, Fig. J2.8.3 and Fig. J2.8.4.
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Figure J2.8.1 Standard Cross Section of East Diversion Channel with Slope Protection (0km to 94km)
Figure J2.8.2 Standard Cross Section of East Diversion Channel with Slope Protection (95km to 135km)
Figure J2.8.3 Standard Cross Section of East Diversion Channel with Slope Protection (135km to Diversion Point)
River Bed Width Q (m3/s) a (m) b (m) 1,000 244 190 1,500 351 297
River Bed Width Q (m3/s) a (m) b (m) 1,000 113 65 1,500 156 108
River Bed Width Q (m3/s) a (m) b (m) 1,000 163 115 1,500 231 183
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Figure J2.8.4 Alternative Cross Section of East Diversion Channel with Slope and Riverbed Protection (0km to 94km)
Figure J2.8.5 Alternative Cross Section of East Diversion Channel with Slope and Riverbed Protection (95km to 135km)
Figure J2.8.6 Alternative Cross Section of East Diversion Channel with Slope and Riverbed Protection (135km to Diversion Point)
River Bed Width Q (m3/s) a (m) b (m) 1,000 204 150 1,500 291 237
River Bed Width Q (m3/s) a (m) b (m) 1,000 98 50 1,500 134 86
River Bed Width Q (m3/s) a (m) b (m) 1,000 138 90 1,500 194 146
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J2.9 Crossing Road
The crossing roads were treated in the same manner to the ones for Outer Ring Road Diversion Channel. 89 bridges along 268.5km of the diversion channel were proposed. All of the national roads totaling 72 were connected with newly proposed bridges and additional 17 supporting bridges were also proposed (not defining the location). The widths of bridges for the national roads were set to coincide with the crossing roads measured on the satellite photo and the ones for the supporting bridges were set at 7m, which is the minimum width for Road Bridge in the standard of DOH.
J2.10 Crossing Canal and River
The diversion channel also crosses a lot of canals and rivers as Outer Ring Road Diversion Channel does. In the same manner with Outer Ring Road Diversion Channel, all of them with the width of or more than 2m were connected with siphons. The width of the canals and rivers were measured on the satellite photos and those were applied to the ones of siphons. The height of the siphons was basically set at one-half of their widths and less than 10m.
Major rivers around the diversion channel are connected with a canal along the coast of the Gulf of Thailand. Those rivers are drained into the gulf with pumping systems. If the diversion channel is connected to one of the rivers or the canal, it places an extra stream on the existing pumping system. Hence, the diversion channel was connected to the Gulf of Thailand individually and the canal was connected with a siphon.
J2.11 Gate
4 gates on the East Diversion Channel and 1 gate in the Pasak River were proposed. 4 gates on the diversion channel were basically closed during the ordinary time and opened during floods. Figure J2.11.1 and Figure J2.11.2 show the gates for the diversion channel whose capacity is at 1,000 m3/s.
Figure J2.11.1 Gate at Diversion Point and Tidal Gate
Project for the Comprehensive Flood Management Plan for the Chao Phraya River Basin in the Kingdom of Thailand
Supporting Report, Sector JChapter J2 East Diversion Channel
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Figure J2.11.2 Gate at Confluence with Pasak River
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CHAPTER J3 WEST DIVERSION CHANNEL
The design of the West Diversion Channel, which was not selected as the optimum measure in this master plan, is described in this chapter.
J3.1 Discharge
As examined in the hydraulic analyses, the design discharges were set at 1,000 m3/s and 1,500 m3/s.
J3.2 Route
The diversion channel was designed to connect the northern Chainat and the Gulf of Thailand. The route was proposed considering the existing structures such as irrigation canals and the geological features. Land use and the elevation of the ground were also considered with satellite photos, topographic maps in 1:50,000 scale, elevation data with 1:50:000 maps and LiDAR data to fix the preliminary route of the diversion channel.
J3.3 Field Reconnaissance
The preliminary route was confirmed with field reconnaissance. The findings in the field reconnaissance are bulletined and shown in the Fig. J3.3.1 and Fig. J3.3.2, then the revised route of the diversion channel is shown in Fig. J1.3.3.
・ Upper and middle part of the preliminary route is along Makhamthao-Uthong Irrigation Canal. ・ Land use around the route of diversion channel is mainly paddy field. Fishponds and salt pans
were seen in the downstream area. ・ Large inhabitant area is spotted along the major roads. ・ There is no significant gradient of the ground so that Wat Slug pump station at the inlet of an
irrigation canal and embankments in the upstream area of it make a relatively large hydraulic gradient.
・ The elevation of the ground in the downstream area is almost same with or up to 2m above the water level in the canals.
・ Canals in the upstream area of the diversion channel are much more likely to be with embankment and the ones in the downstream area tend to be in an excavated type.
・ The route should not affect the tower of high voltage line and temples. ・ There are many canals and rivers with the width of 10m to 20m. ・ The ground material is categorized into mainly silt and clay. Those are reddish and merely
contain sand. ・ In order to circumvent some hills, relocation of inhabitant area is unavoidable. ・ In the on-going feasibility study of west floodway by Thai government, discharge into the Mae
Klong River is being studied. There are some cities and areas with high elevation along the Mae Klong River so that the outlet of the floodway should be carefully selected.
J3.4 Longitudinal Riverbed Gradient
Considering the existing ground slope and the standard cross section described below, the longitudinal riverbed gradients were set at 1:9,800 and 1:69,500 from the top of the channel to the Gulf of Thailand.
Project for the Comprehensive Flood Management Plan for the Chao Phraya River Basin in the Kingdom of Thailand
Supporting Report, Sector JChapter J3 West Diversion Channel
CTI Engineering International Co., Ltd. Oriental Consultants Co., Ltd. Nippon Koei Co., Ltd. CTI Engineering Co., Ltd.
13
Fig
ure
J3.
4.1
Lon
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al P
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f W
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Div
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on C
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Supporting Report, Sector J Chapter J3 West Diversion Channel
Project for the Comprehensive Flood Management Planfor the Chao Phraya River Basin in the Kingdom of Thailand
14 CTI Engineering International Co., Ltd. Oriental Consultants Co., Ltd. Nippon Koei Co., Ltd. CTI Engineering Co., Ltd.
J3.5 Standard Cross Section
For the same reason to the design of Outer Ring Road Diversion Channel, the cross section was mainly designed with excavation and small embankment.
J3.6 Bank Slope and Riverbed
In the same manner with the design of Outer Ring Road Diversion Channel, the protection only on the bank slopes was selected.
J3.7 Pile Foundation
The lower part of the Chao Phraya River basin has been evaluated in the feasibility study report of the east floodway compiled by Thai government. Referring to the soil distribution shown in Fig. J1.7.1, the same sets of pile foundation were proposed in the master plan.
J3.8 Additional Study on Cross Section
In order to reduce the excavation amount and to omit the tidal gate, the standard cross sections with more heightening by embankments and less excavation were studied. As a result, the distances of the discharge channel banks is 694m and 1,524m, which are not suitable for the diversion channel since the environmental and social impact is quite large. Only for the reference purpose, the longitudinal profile and cross sections with the capacity of 1,000 m3/s are shown in Fig. J3.8.1, Fig. J3.8.2, and Fig. J3.8.3.
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Supporting Report, Sector JChapter J3 West Diversion Channel
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Figure J3.8.1 Standard Cross Section of West Diversion Channel with Slope Protection (0km to 69.5km)
Figure J3.8.2 Standard Cross Section of West Diversion Channel with Slope Protection (70.0km to Diversion Point)
Figure J3.8.3 Alternative Cross Section of West Diversion Channel with Slope and Riverbed Protection (0km to 69.5km)
Figure J3.8.4 Alternative Cross Section of West Diversion Channel with Slope and Riverbed Protection (70.0km to Diversion Point)
River Bed Width Q (m3/s) a (m) b (m) 1,000 214 160 1,500 306 252
River Bed Width Q (m3/s) a (m) b (m) 1,000 143 95 1,500 201 153
River Bed Width Q (m3/s) a (m) b (m) 1,000 184 130 1,500 261 207
River Bed Width Q (m3/s) a (m) b (m) 1,000 123 75 1,500 171 123
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J3.9 Crossing Road
The crossing roads were treated in the same manner to the ones for Outer Ring Road Diversion Channel. 74 bridges along 223.1km of the diversion channel were proposed. All of the national roads totaling 21 were connected with newly proposed bridges and additional 53 supporting bridges were also proposed (not defining the location). The widths of bridges for the national roads were set to coincide with the crossing roads measured on the satellite photo and the ones for the supporting bridges were set at 7m, which is the minimum width for Road Bridge in the standard of DOH.
J3.10 Crossing Canal and River
The diversion channel also crosses a lot of canals and rivers as Outer Ring Road Diversion Channel does. In the same manner with Outer Ring Road Diversion Channel, all of them with the width of or more than 2m were connected with siphons. The width of the canals and rivers were measured on the satellite photos and those were applied to the ones of siphons. The height of the siphons was basically set at one-half of their widths and less than 10m.
J3.11 Gate
Two gates on West Diversion Channel were proposed. Those were basically closed during the ordinary time and opened during floods. Figure J3.11.1 shows the gates for the diversion channel whose capacity is at 1,000 m3/s.
Figure J3.11.1 Gate at Diversion Point and Tidal Gate
SECTOR J: TABLE
Project for the Comprehensive Flood Management Plan for the Chao Phraya River Basin in the Kingdom of Thailand
Supporting ReportSector J: Table
CTI Engineering International Co., Ltd. Oriental Consultants Co., Ltd. Nippon Koei Co., Ltd. CTI Engineering Co., Ltd.
T - 1
Tab
. J1.
1.1
Su
mm
ary
on Q
uan
tity
for
Con
stru
ctio
n o
f O
ute
r R
ing
Roa
d D
iver
sion
Ch
ann
el
Ait
-10k
m-9
8km
0.02
552
,987
,000
4,91
9,00
05,
292,
000
15.4
270
1,59
3,00
017
0
Ait
-20k
m-9
8km
0.02
43,1
23,0
004,
919,
000
5,29
2,00
013
.859
4,99
8,00
01,
593,
000
155
Ait
-10k
m-9
8km
0.02
510
9,09
0,00
04,
919,
000
5,29
2,00
024
.345
01,
593,
000
261
Ait
-20k
m-9
8km
0.02
89,3
62,0
004,
919,
000
5,29
2,00
021
.209
12,3
48,0
001,
593,
000
230
Cha
nnel
Alt
erna
tive
Dis
tanc
eM
ark
Rou
ghne
ssC
oeff
icie
nt
Lin
ing
at
Bot
tom
(m
2 )So
ddin
g (m
2 )E
xcav
atio
n(m
3)Q
(m3/
s)
1,00
0Outer Ring
Road
Diversion
Channel
500
Sip
hon
Len
gth(
m)
Site
Cle
aran
ce(m
illio
n m
2)B
ank
Slop
e
(m
2 )
Em
bank
men
t(m
3)
W
here
Alt
-1: S
tand
ard
Cro
ss S
ecti
on, A
lt-2
: Cro
ss S
ecti
on w
ith
Slo
pe a
nd C
hann
el B
ed P
rote
ctio
n
Tab
. J1.
1.2
Qu
anti
ty f
or C
onst
ruct
ion
of
Ou
ter
Rin
g R
oad
Div
ersi
on C
han
nel
(Q
= 5
00 m
3 /s, A
lt-1
)
10
--6
3-
673.
288
5.71
248
166
5416
119
.728
--
--
-
210
10-5
.776
3.22
40.
295
672.
929
6.07
151
756
5415
917
.574
4,98
9,56
561
0,00
054
0,00
01.
618
6,51
0
320
10-5
.551
3.44
90.
627
672.
822
6.17
852
853
5415
816
.932
5,22
8,78
654
5,00
054
0,00
01.
585
172,
530
430
10-5
.327
3.67
30.
569
673.
104
5.89
649
960
5416
018
.624
5,13
8,74
856
5,00
054
0,00
01.
5917
7,78
0
540
10-5
.102
3.89
81.
589
672.
309
6.69
158
340
5415
513
.854
5,40
9,63
050
0,00
054
0,00
01.
575
162,
390
650
10-4
.878
4.12
21.
3767
2.75
26.
248
536
5154
158
16.5
125,
591,
670
455,
000
540,
000
1.56
515
1,83
0
760
10-4
.653
4.34
72.
468
671.
879
7.12
162
930
5415
211
.274
5,82
4,80
840
5,00
054
0,00
01.
5513
8,93
0
870
10-4
.429
4.57
11.
924
672.
647
6.35
354
748
5415
715
.882
5,87
9,82
939
0,00
054
0,00
01.
545
135,
780
980
10-4
.204
4.79
61.
988
672.
808
6.19
253
052
5415
816
.848
5,38
3,09
850
0,00
054
0,00
01.
575
163,
650
1090
10-3
.98
5.02
2.49
167
2.52
96.
471
559
4554
156
15.1
745,
445,
326
485,
000
540,
000
1.57
160,
110
1198
8-3
.85.
21.
754
673.
446
5.55
446
571
5416
220
.676
4,09
5,35
046
4,00
043
2,00
01.
272
143,
400
98-
--
-2.
774
615
852
,986
,810
4,91
9,00
05,
292,
000
15.4
271,
592,
910
Tot
al o
r A
vera
ge
Sect
ion
Num
ber
Acc
umu-
late
dD
ista
nce
(km
)
Dis
tanc
e(k
m)
Ele
vati
on o
fD
esig
n R
iver
Bed
(m
)
Ele
vati
on o
fD
esig
n C
rest
(m)
Dik
e H
eigh
t(m
)
Ele
vati
on o
fG
roun
d L
evel
(m)*
Wid
th o
fR
iver
Bed
(m)
Exc
avat
ion
(m3)
Em
bank
men
t(m
3)B
ank
Slop
e(m
2)Si
te C
lear
ance
(km
2)So
ddin
g(m
2)
Exc
avat
ion
Dep
th(m
)
Exc
avat
ion
(m2)
Em
bank
men
t(m
2)B
ank
Slop
e(m
)Si
te C
lear
ance
(m)
Sodd
ing
(m)
*S
ipho
n le
ngth
(17
0 m
) w
as b
ased
on
the
aver
age
wid
th o
f th
e si
te c
lear
ance
(15
8 m
) an
d tw
ice
of e
xcav
atio
n de
pth
(6.0
0 x
2).
Supporting Report Sector J: Table
Project for the Comprehensive Flood Management Planfor the Chao Phraya River Basin in the Kingdom of Thailand
T - 2 CTI Engineering International Co., Ltd. Oriental Consultants Co., Ltd. Nippon Koei Co., Ltd. CTI Engineering Co., Ltd.
Tab
. J1.
1.3
Qu
anti
ty f
or C
onst
ruct
ion
of
Ou
ter
Rin
g R
oad
Div
ersi
on C
han
nel
(Q
= 5
00 m
3 /s, A
lt-2
)
10
--6
3-
513.
288
5.71
238
966
5414
519
.728
--
--
210
10-5
.776
3.22
40.
295
512.
929
6.07
142
056
5414
317
.574
4,04
6,92
561
0,00
054
0,00
01.
4418
6,51
0
320
10-5
.551
3.44
90.
627
512.
822
6.17
843
053
5414
216
.932
4,24
8,86
654
5,00
054
0,00
01.
425
172,
530
430
10-5
.327
3.67
30.
569
513.
104
5.89
640
560
5414
418
.624
4,17
2,82
856
5,00
054
0,00
01.
4317
7,78
0
540
10-5
.102
3.89
81.
589
512.
309
6.69
147
640
5413
913
.854
4,40
2,67
050
0,00
054
0,00
01.
415
162,
390
650
10-4
.878
4.12
21.
3751
2.75
26.
248
436
5154
142
16.5
124,
556,
550
455,
000
540,
000
1.40
515
1,83
0
760
10-4
.653
4.34
72.
468
511.
879
7.12
151
530
5413
611
.274
4,75
5,28
840
5,00
054
0,00
01.
3913
8,93
0
870
10-4
.429
4.57
11.
924
512.
647
6.35
344
548
5414
115
.882
4,80
1,90
939
0,00
054
0,00
01.
385
135,
780
980
10-4
.204
4.79
61.
988
512.
808
6.19
243
152
5414
216
.848
4,37
9,49
850
0,00
054
0,00
01.
415
163,
650
1090
10-3
.98
5.02
2.49
151
2.52
96.
471
456
4554
140
15.1
744,
432,
286
485,
000
540,
000
1.41
160,
110
1198
8-3
.85.
21.
754
513.
446
5.55
437
671
5414
620
.676
3,32
5,75
046
4,00
043
2,00
01.
144
143,
400
98-
--
-2.
774
6.22
614
243
,122
,570
4,91
9,00
05,
292,
000
13.8
591,
592,
910
Tot
al o
r A
vera
ge
Dik
e H
eigh
t(m
)Se
ctio
nN
umbe
r
Acc
umu-
late
dD
ista
nce
(km
)
Wid
th o
fR
iver
Bed
(m)
Exc
avat
ion
Dep
th(m
)
Em
bank
men
t(m
3)B
ank
Slop
e(m
2)Si
te C
lear
ance
(km
2)So
ddin
g(m
2)E
xcav
atio
n(m
2)E
mba
nkm
ent
(m2)
Ban
k Sl
ope
(m)
Site
Cle
aran
ce(m
)So
ddin
g(m
)E
xcav
atio
n(m
3)D
ista
nce
(km
)
Ele
vati
on o
fD
esig
n R
iver
Bed
(m
)
Ele
vati
on o
fD
esig
n C
rest
(m)
Ele
vati
on o
fG
roun
d L
evel
(m)*
*S
ipho
n le
ngth
(15
5 m
) w
as b
ased
on
the
aver
age
wid
th o
f th
e si
te c
lear
ance
(14
2 m
) an
d tw
ice
of e
xcav
atio
n de
pth
(6.2
3 m
x 2
).
Tab
. J1.
1.4
Qu
anti
ty f
or C
onst
ruct
ion
of
Ou
ter
Rin
g R
oad
Div
ersi
on C
han
nel
(Q
= 1
,000
m3 /s
, Alt
-1)
10
--6
3-
158
3.28
85.
712
1,00
066
5425
219
.728
--
--
210
10-5
.776
3.22
40.
295
158
2.92
96.
071
1,07
056
5425
017
.574
10,3
50,8
3061
0,00
054
0,00
02.
5118
6,51
0
320
10-5
.551
3.44
90.
627
158
2.82
26.
178
1,09
153
5424
916
.932
10,8
02,0
8154
5,00
054
0,00
02.
495
172,
530
430
10-5
.327
3.67
30.
569
158
3.10
45.
896
1,03
660
5425
118
.624
10,6
32,4
1856
5,00
054
0,00
02.
517
7,78
0
540
10-5
.102
3.89
81.
589
158
2.30
96.
691
1,19
140
5424
613
.854
11,1
36,7
1550
0,00
054
0,00
02.
485
162,
390
650
10-4
.878
4.12
21.
3715
82.
752
6.24
81,
104
5154
249
16.5
1211
,478
,915
455,
000
540,
000
2.47
515
1,83
0
760
10-4
.653
4.34
72.
468
158
1.87
97.
121
1,27
730
5424
311
.274
11,9
07,7
0340
5,00
054
0,00
02.
4613
8,93
0
870
10-4
.429
4.57
11.
924
158
2.64
76.
353
1,12
548
5424
815
.882
12,0
10,4
9939
0,00
054
0,00
02.
455
135,
780
980
10-4
.204
4.79
61.
988
158
2.80
86.
192
1,09
352
5424
916
.848
11,0
91,0
7350
0,00
054
0,00
02.
485
163,
650
1090
10-3
.98
5.02
2.49
115
82.
529
6.47
11,
148
4554
247
15.1
7411
,206
,991
485,
000
540,
000
2.48
160,
110
1198
8-3
.85.
21.
754
158
3.44
65.
554
970
7154
253
20.6
768,
472,
450
464,
000
432,
000
214
3,40
0
98-
--
-2.
774
624
910
9,08
9,67
54,
919,
000
5,29
2,00
024
.345
1,59
2,91
0
Dik
e H
eigh
t(m
)
Tot
al o
r A
vera
ge
Sodd
ing
(m)
Exc
avat
ion
(m3)
Em
bank
men
t(m
3)B
ank
Slop
e(m
2)Si
te C
lear
ance
(km
2)So
ddin
g(m
2)
Wid
th o
fR
iver
Bed
(m)
Exc
avat
ion
Dep
th(m
)
Exc
avat
ion
(m2)
Em
bank
men
t(m
2)B
ank
Slop
e(m
)Si
te C
lear
ance
(m)
Sect
ion
Num
ber
Acc
umu-
late
dD
ista
nce
(km
)
Dis
tanc
e(k
m)
Ele
vati
on o
fD
esig
n R
iver
Bed
(m
)
Ele
vati
on o
fD
esig
n C
rest
(m)
Ele
vati
on o
fG
roun
d L
evel
(m)*
*S
ipho
n le
ngth
(26
1m)
was
bas
ed o
n th
e av
erag
e w
idth
of
the
site
cle
aran
ce (
249
m)
and
twic
e of
exc
avat
ion
dept
h (6
.00
m x
2).
Project for the Comprehensive Flood Management Plan for the Chao Phraya River Basin in the Kingdom of Thailand
Supporting ReportSector J: Table
CTI Engineering International Co., Ltd. Oriental Consultants Co., Ltd. Nippon Koei Co., Ltd. CTI Engineering Co., Ltd.
T - 3
Tab
. J1.
1.5
Qu
anti
ty f
or C
onst
ruct
ion
of
Ou
ter
Rin
g R
oad
Div
ersi
on C
han
nel
(Q
= 1
,000
m3 /s
, Alt
-2)
10
--6
3-
126
3.28
85.
712
818
6654
220
19.7
28-
--
-
210
10-5
.776
3.22
40.
295
126
2.92
96.
071
876
5654
218
17.5
748,
465,
550
610,
000
540,
000
2.19
186,
510
320
10-5
.551
3.44
90.
627
126
2.82
26.
178
893
5354
217
16.9
328,
842,
241
545,
000
540,
000
2.17
517
2,53
0
430
10-5
.327
3.67
30.
569
126
3.10
45.
896
847
6054
219
18.6
248,
700,
578
565,
000
540,
000
2.18
177,
780
540
10-5
.102
3.89
81.
589
126
2.30
96.
691
977
4054
214
13.8
549,
122,
795
500,
000
540,
000
2.16
516
2,39
0
650
10-4
.878
4.12
21.
3712
62.
752
6.24
890
451
5421
716
.512
9,40
8,67
545
5,00
054
0,00
02.
155
151,
830
760
10-4
.653
4.34
72.
468
126
1.87
97.
121
1,04
930
5421
111
.274
9,76
8,66
340
5,00
054
0,00
02.
1413
8,93
0
870
10-4
.429
4.57
11.
924
126
2.64
76.
353
922
4854
216
15.8
829,
854,
659
390,
000
540,
000
2.13
513
5,78
0
980
10-4
.204
4.79
61.
988
126
2.80
86.
192
895
5254
217
16.8
489,
083,
873
500,
000
540,
000
2.16
516
3,65
0
1090
10-3
.98
5.02
2.49
112
62.
529
6.47
194
145
5421
515
.174
9,18
0,91
148
5,00
054
0,00
02.
1616
0,11
0
1198
8-3
.85.
21.
754
126
3.44
65.
554
792
7154
221
20.6
766,
933,
250
464,
000
432,
000
1.74
414
3,40
0
98-
--
-2.
774
6.22
621
789
,361
,195
4,91
9,00
05,
292,
000
21.2
091,
592,
910
Dik
e H
eigh
t(m
)Se
ctio
nN
umbe
r
Acc
umu-
late
dD
ista
nce
(km
)
Dis
tanc
e(k
m)
Tot
al o
r A
vera
ge
Ban
k Sl
ope
(m2)
Site
Cle
aran
ce(k
m2)
Sodd
ing
(m2)
Em
bank
men
t(m
2)B
ank
Slop
e(m
)Si
te C
lear
ance
(m)
Sodd
ing
(m)
Exc
avat
ion
(m3)
Em
bank
men
t(m
3)
Ele
vati
on o
fD
esig
n R
iver
Bed
(m
)
Ele
vati
on o
fD
esig
n C
rest
(m)
Ele
vati
on o
fG
roun
d L
evel
(m)*
Wid
th o
fR
iver
Bed
(m)
Exc
avat
ion
Dep
th(m
)
Exc
avat
ion
(m2)
*S
ipho
n le
ngth
(23
0 m
) w
as b
ased
on
the
aver
age
wid
th o
f th
e si
te c
lear
ance
(21
7 m
) an
d tw
ice
of e
xcav
atio
n de
pth
(6.2
3 m
x 2
).
Tab
. J1.
1.6
Nu
mb
er o
f Aff
ecte
d H
ouse
an
d F
acto
ry A
lon
g O
ute
r R
ing
Roa
d D
iver
sion
Ch
ann
el
Hou
seF
acto
ryH
ouse
Fac
tory
Who
le13
018
1045
6
Are
aA
lt-1
Alt
-2
W
here
Alt
-1: S
tand
ard
Cro
ss S
ecti
on, A
lt-2
: Cro
ss S
ecti
on w
ith
Slo
pe a
nd C
hann
el B
ed P
rote
ctio
n
Tab
. J1.
1.7
Nu
mb
er o
f S
CC
an
d S
DC
M f
or O
ute
r R
ing
Roa
d D
iver
sion
Ch
ann
el
SCC
SDC
M-1
SDC
M-2
SCC
SDC
M-1
SDC
M-2
3,52
8,00
050
4,00
03,
150,
000
3,52
8,00
050
4,00
03,
150,
000
5,46
0,00
058
5,00
03,
412,
500
5,46
0,00
058
5,00
03,
412,
500
4,47
1,41
30
2,39
5,40
04,
471,
413
02,
395,
400
13,4
59,4
1313
,459
,413
Alt
-1A
lt-2
10,0
46,9
0010
,046
,900
Tot
al
0km
to
25.2
km
25.2
km t
o 64
.2km
64.2
km t
o 98
.42k
m
Are
a
W
here
Alt
-1: S
tand
ard
Cro
ss S
ecti
on, A
lt-2
: Cro
ss S
ecti
on w
ith
Slo
pe a
nd C
hann
el B
ed P
rote
ctio
n
Supporting Report Sector J: Table
Project for the Comprehensive Flood Management Planfor the Chao Phraya River Basin in the Kingdom of Thailand
T - 4 CTI Engineering International Co., Ltd. Oriental Consultants Co., Ltd. Nippon Koei Co., Ltd. CTI Engineering Co., Ltd.
Tab
. J1.
1.8
Nu
mb
er o
f Aff
ecte
d M
ajor
Roa
d (
Ou
ter
Rin
g R
oad
Div
ersi
on C
han
nel
, Q =
500
m3 /s
)
Roa
d
Wid
th
(m)
Alt
-1A
lt-2
Alt
-1A
lt-2
134
7767
1256
.562
815
7790
9.13
13-
121
105
1,57
31,
365
232
6740
55.4
8515
7697
8.16
775
2,95
012
110
59,
075
7,87
5
31
6793
40.3
403
1570
833.
348
608,
105
121
105
7,26
06,
300
430
569
1773
.997
815
5245
3.32
434
22,1
9112
110
54,
114
3,57
0
533
1269
2954
.633
115
4262
9.09
120
9,89
512
110
52,
420
2,10
0
6T
MM
6944
56.3
413
1531
993.
288
Com
bine
dw
ith
TL
W12
110
596
884
0
7T
LW
6946
17.9
973
1531
680.
829
1811
,074
121
105
2,17
81,
890
830
469
7456
.966
115
2723
8.23
430
5,27
212
110
53,
630
3,15
0
9T
CK
6967
05.4
506
1523
991.
297
323,
333
121
105
3,87
23,
360
10T
TL
K69
9795
.881
415
1528
2.89
234
9,24
112
110
54,
114
3,57
0
117
6988
95.9
399
1512
351.
148
903,
067
121
105
10,8
909,
450
1234
6962
17.5
751
1503
438.
721
779,
306
121
105
9,31
78,
085
1332
6869
5765
.301
1501
547.
645
301,
944
121
105
3,63
03,
150
143
6939
88.5
461
1494
496.
615
237,
271
121
105
2,78
32,
415
65,8
2457
,120
Are
a of
Bri
dge
Gir
der
(m2 )
Tot
al
No.
Rou
teX
YD
ista
nce
from
Pre
viou
sB
ridg
e (m
)
Cha
nnel
Wid
th (
m)
W
here
Alt
-1: S
tand
ard
Cro
ss S
ecti
on, A
lt-2
: Cro
ss S
ecti
on w
ith
Slo
pe a
nd C
hann
el B
ed P
rote
ctio
n
Project for the Comprehensive Flood Management Plan for the Chao Phraya River Basin in the Kingdom of Thailand
Supporting ReportSector J: Table
CTI Engineering International Co., Ltd. Oriental Consultants Co., Ltd. Nippon Koei Co., Ltd. CTI Engineering Co., Ltd.
T - 5
Tab
. J1.
1.9
Nu
mb
er o
f Aff
ecte
d M
ajor
Roa
d (
Ou
ter
Rin
g R
oad
Div
ersi
on C
han
nel
, Q =
1,0
00 m
3 /s)
Roa
d
Wid
th
(m)
Alt
-1A
lt-2
Alt
-1A
lt-2
134
7767
1256
.562
815
7790
9.13
13-
212
180
2,75
62,
340
232
6740
55.4
8515
7697
8.16
775
2,95
021
218
015
,900
13,5
00
31
6793
40.3
403
1570
833.
348
608,
105
212
180
12,7
2010
,800
430
569
1773
.997
815
5245
3.32
434
22,1
9121
218
07,
208
6,12
0
533
1269
2954
.633
115
4262
9.09
120
9,89
521
218
04,
240
3,60
0
6T
MM
6944
56.3
413
1531
993.
288
Com
bine
dw
ith
TL
W21
218
01,
696
1,44
0
7T
LW
6946
17.9
973
1531
680.
829
1811
,074
212
180
3,81
63,
240
830
469
7456
.966
115
2723
8.23
430
5,27
221
218
06,
360
5,40
0
9T
CK
6967
05.4
506
1523
991.
297
323,
333
212
180
6,78
45,
760
10T
TL
K69
9795
.881
415
1528
2.89
234
9,24
121
218
07,
208
6,12
0
117
6988
95.9
399
1512
351.
148
903,
067
212
180
19,0
8016
,200
1234
6962
17.5
751
1503
438.
721
779,
306
212
180
16,3
2413
,860
1332
6869
5765
.301
1501
547.
645
301,
944
212
180
6,36
05,
400
143
6939
88.5
461
1494
496.
615
237,
271
212
180
4,87
64,
140
115,
328
97,9
20T
otal
No.
Rou
teX
YD
ista
nce
from
Pre
viou
sB
ridg
e (m
)
Cha
nnel
Wid
th (
m)
Are
a of
Bri
dge
Gir
der
(m2 )
W
here
Alt
-1: S
tand
ard
Cro
ss S
ecti
on, A
lt-2
: Cro
ss S
ecti
on w
ith
Slo
pe a
nd C
hann
el B
ed P
rote
ctio
n
Supporting Report Sector J: Table
Project for the Comprehensive Flood Management Planfor the Chao Phraya River Basin in the Kingdom of Thailand
T - 6 CTI Engineering International Co., Ltd. Oriental Consultants Co., Ltd. Nippon Koei Co., Ltd. CTI Engineering Co., Ltd.
Tab
. J1.
1.10
L
ocat
ion
and
Dim
ensi
on o
f C
anal
and
Riv
er f
or S
iph
on S
tru
ctu
re C
ross
ing
Ou
ter
Rin
g R
oad
Div
ersi
on C
han
nel
Rou
te
Wid
th (
m)
Dep
th (
m)
Req
uire
dH
eigh
t (m
)
Req
uire
d
Are
a (m
2 )
167
3551
.477
1577
040.
5712
67.
590
267
4607
.588
1576
617.
117
2410
12.5
300
367
5555
.007
1575
721.
362
168
1016
0
467
5752
.55
1575
528.
658
168
1016
0
567
6658
.382
1574
671.
868
105
6.3
63
667
6649
.192
1574
660.
298
63
3.8
23
767
7112
.857
1574
226.
345
2410
12.5
300
867
7856
.719
1573
078.
2226
1012
.532
5
967
8267
.753
1572
510.
095
52.
53.
116
1067
8657
.434
1571
927.
981
31.
51.
96
1167
9244
.535
1571
000.
126
168
1016
0
1267
9549
.934
1570
461.
676
4610
12.5
575
1368
1180
.029
1569
495.
611
105
6.3
63
1468
1251
.401
1569
402.
851
21
1.3
3
1568
1346
.601
1569
258.
642
11.
33
1668
1492
.441
1569
028.
205
21
1.3
3
1768
1863
.056
1568
458.
285
21
1.3
3
1868
2079
.684
1568
136.
189
3810
12.5
475
1968
2478
.796
1567
545.
624
21
1.3
3
2068
3098
.511
1566
634.
253
21
1.3
3
2168
3102
.372
1566
629.
556
21
1.3
3
2268
3352
.472
1566
257.
893
115.
56.
976
2368
3390
.459
1566
204.
962
31.
51.
96
2468
4173
.323
1565
050.
536
52.
53.
116
2568
4561
.723
1564
476.
5435
1012
.543
8
2668
5775
.457
1562
687.
199
147
8.8
123
2768
6720
.795
1561
289.
938
52.
53.
116
2868
6800
.941
1561
173.
691
42
2.5
10
2968
6947
.03
1560
961.
547
2910
12.5
363
3068
7166
.724
1560
638.
745
31.
51.
96
3168
7250
.577
1560
510.
473
1.5
1.9
6
3268
8252
.756
1559
033.
7710
56.
363
3368
8401
.996
1558
810.
829
21
1.3
3
3468
9529
.864
1557
148.
224
4010
12.5
500
3568
9993
.956
1556
466.
559
105
6.3
63
3669
0439
.572
1555
807.
986
31.
51.
96
3769
0823
.305
1555
243.
349
115.
56.
976
3869
1770
.632
1552
402.
728
4710
12.5
588
3969
1949
.067
1549
064.
494
2310
12.5
288
4069
2241
.089
1547
553.
939
31.
51.
96
4169
2385
.415
1546
808.
446
63
3.8
23
4269
2987
.117
1542
419.
134
4510
12.5
563
4369
3170
.693
1541
174.
864
22.
510
No.
XY
Can
al/R
iver
Cul
vert
Wid
th (
m)
Dep
th (
m)
Req
uire
dH
eigh
t (m
)
Req
uire
d
Are
a (m
2 )
4469
3227
.457
1540
746.
26
33.
823
4569
3324
.074
1540
005.
166
42
2.5
10
4669
3361
.852
1539
728.
458
42
2.5
10
4769
3487
.324
1538
791.
384
126
7.5
90
4869
3480
.102
1537
337.
021
42
2.5
10
4969
3383
.235
1537
052.
097
3.5
4.4
31
5069
3191
.319
1536
486.
4512
67.
590
5169
2880
.023
1535
065.
522
126
7.5
90
5269
4535
.581
1531
839.
203
2510
12.5
313
5369
4801
.019
1531
101.
068
115.
56.
976
5469
5404
.96
1530
513.
877
157.
59.
414
1
5569
5589
.654
1530
333.
865
63
3.8
23
5669
7463
.049
1527
312.
799
105
6.3
63
5769
6972
.122
1526
401.
496
147
8.8
123
5869
6779
.299
1525
984.
007
52.
53.
116
5969
6601
.138
1524
377.
172
115.
56.
976
6069
6801
.463
1523
678.
049
2010
12.5
250
6169
7280
.312
1522
900.
313
63
3.8
23
6269
7363
.865
1522
761.
773
42
2.5
10
6369
7375
.027
1522
748.
317
42
2.5
10
6469
7569
.956
1522
430.
784
199.
511
.922
6
6569
8228
.099
1520
962.
899
199.
511
.922
6
6669
8795
.477
1519
295.
349
115.
56.
976
6769
9158
.296
1518
234.
129
42
2.5
10
6869
9447
.815
1738
2.21
13
1.5
1.9
6
6969
9810
.959
1516
320.
672
52.
53.
116
7069
9839
.385
1515
574.
941
6310
12.5
788
7169
8990
.916
1512
624.
891
178.
510
.618
0
7269
8584
.285
1511
457.
286
147
8.8
123
7369
8234
.331
1510
457.
215
2310
12.5
288
7469
7740
.151
1509
036.
829
178.
510
.618
0
7569
7307
.646
1507
796.
404
2810
12.5
350
7669
6648
.038
1505
901.
095
147
8.8
123
7769
6290
.993
1504
320
84
540
7869
6243
.32
1503
750.
883
115.
56.
976
7969
5993
.09
1502
104.
369
4810
12.5
600
8069
4710
.99
1498
359.
752
157.
59.
414
1
8169
4529
.067
1497
297.
296
189
11.3
203
8269
4482
.003
1496
660.
738
84
540
8369
4412
.057
1495
893.
169
73.
54.
431
8469
3995
.342
1494
526.
716
3710
12.5
463
8569
3856
.266
1494
019.
676
2510
12.5
313
Sum
11
,963
Cul
vert
Can
al/R
iver
YX
No.
Project for the Comprehensive Flood Management Plan for the Chao Phraya River Basin in the Kingdom of Thailand
Supporting ReportSector J: Table
CTI Engineering International Co., Ltd. Oriental Consultants Co., Ltd. Nippon Koei Co., Ltd. CTI Engineering Co., Ltd.
T - 7
Tab
. J2.
1.1
Su
mm
ary
on Q
uan
tity
for
Con
stru
ctio
n o
f E
ast
Div
ersi
on C
han
nel
0km
-95k
m14
5,84
7,00
02,
867,
000
5,10
3,00
025
.802
098
4,00
028
9
95km
-135
km23
,636
,000
1,40
4,00
02,
021,
000
5.96
80
410,
000
157
135k
m-
268.
5km
78,8
79,0
009,
999,
000
6,41
3,00
027
.229
02,
761,
000
212
Tot
al24
8,36
2,00
014
,270
,000
13,5
37,0
0058
.999
04,
155,
000
658
0km
-95k
m11
8,38
8,00
02,
867,
000
5,10
3,00
022
.042
14,2
50,0
0098
4,00
024
9
95km
-135
km19
,519
,000
1,40
4,00
02,
021,
000
5.34
22,
000,
000
410,
000
141
135k
m-
268.
5km
63,6
67,0
009,
999,
000
6,41
3,00
023
.889
12,0
15,0
002,
761,
000
187
Tot
al20
1,57
4,00
014
,270
,000
13,5
37,0
0051
.274
28,2
65,0
004,
155,
000
577
0km
-95k
m41
,622
,000
10,6
15,0
002,
160,
000
159.
490
2,53
9,00
077
95km
-135
km47
,896
,000
3,68
9,00
01,
112,
000
36.8
250
819,
000
55
135k
m-
268.
5km
54,9
10,0
0010
,207
,000
3,20
7,00
086
.165
02,
801,
000
59
Tot
al14
4,42
8,00
024
,511
,000
6,47
9,00
028
2.48
06,
159,
000
191
0km
-95k
m21
9,29
9,00
02,
867,
000
5,10
3,00
035
.86
098
4,00
039
6
95km
-135
km35
,408
,000
1,40
4,00
02,
021,
000
7.75
90
410,
000
200
135k
m-
268.
5km
120,
256,
000
9,99
9,00
06,
413,
000
36.3
120
2,76
1,00
028
0
Tot
al37
4,96
3,00
014
,270
,000
13,5
37,0
0079
.931
04,
155,
000
876
0.02
5
East Diversion Channel
1,00
0
Alt
-10.
025
Ait
-20.
02
Ait
-30.
035
1,50
0A
lt-1
Em
bank
men
t(m
3)B
ank
Slop
e
(m
2 )
Site
Cle
aran
ce(m
illio
n m
2)C
hann
elA
lter
nati
veD
ista
nce
Mar
kR
ough
ness
Coe
ffic
ient
Lin
ing
at
Bot
tom
(m
2 )So
ddin
g (m
2 )
Sip
hon
Len
gth*
(m)
Q(m
3/s)
Exc
avat
ion
(m3)
W
here
Alt
-1: S
tand
ard
Cro
ss S
ecti
on, A
lt-2
: Cro
ss S
ecti
on w
ith S
lope
and
Cha
nnel
Bed
Pro
tect
ion,
Alt
-3: C
ross
Sec
tion
wit
h E
mph
asis
of
Hei
ghte
ning
S
ipho
ns in
Alt
-3 g
o th
roug
h un
der
the
dike
s in
bot
h si
des
only
, not
und
er th
e ch
anne
l.
Supporting Report Sector J: Table
Project for the Comprehensive Flood Management Planfor the Chao Phraya River Basin in the Kingdom of Thailand
T - 8 CTI Engineering International Co., Ltd. Oriental Consultants Co., Ltd. Nippon Koei Co., Ltd. CTI Engineering Co., Ltd.
Tab
. J2.
1.2
Qu
anti
ty f
or C
onst
ruct
ion
of
Eas
t D
iver
sion
Ch
ann
el (
Q =
1,0
00 m
3 /s, A
lt-1
)
10
--6
31.
086
190
1.91
47.
086
1,49
731
5427
511
.484
--
--
210
10-5
.894
3.10
60.
389
190
2.71
76.
283
1,31
250
5428
016
.302
14,0
45,8
6340
5,00
054
0,00
02.
775
138,
930
320
10-5
.787
3.21
30.
371
190
2.84
26.
158
1,28
453
5428
117
.052
12,9
79,9
0651
5,00
054
0,00
02.
805
166,
770
430
10-5
.681
3.31
93.
391
190
- 9.
072
1,97
10
54.4
426
40
16,2
71,8
3326
5,00
054
2,20
02.
725
85,2
60
540
10-5
.574
3.42
61.
705
190
1.72
17.
279
1,54
227
5427
410
.326
17,5
62,7
2613
5,00
054
2,20
02.
6951
,630
650
10-5
.468
3.53
20.
183
190
3.34
95.
651
1,16
968
5428
420
.094
13,5
57,2
6547
5,00
054
0,00
02.
7915
2,10
0
760
10-5
.362
3.63
84
190
- 9.
362
2,04
20
56.1
826
60
16,0
56,0
6334
0,00
055
0,90
02.
7510
0,47
0
870
10-5
.255
3.74
52
190
1.74
57.
255
1,53
627
5427
410
.47
17,8
90,3
8213
5,00
055
0,90
02.
752
,350
980
10-5
.149
3.85
12.
348
190
1.50
37.
497
1,59
322
5427
39.
018
15,6
47,0
0124
5,00
054
0,00
02.
735
97,4
40
1090
10-5
.043
3.95
72.
059
190
1.89
87.
102
1,50
130
5427
511
.388
15,4
68,7
0226
0,00
054
0,00
02.
7410
2,03
0
1194
4-5
42.
876
190
1.12
47.
876
1,68
316
5427
16.
744
6,36
6,45
992
,000
216,
000
1.09
236
,264
Tot
al o
r A
vera
ge1.
671
7.32
927
414
5,84
6,20
02,
867,
000
5,10
2,20
025
.802
983,
244
1295
1-4
43
651
760
213
4813
96
1,14
2,26
814
,500
51,0
000.
205
3,00
0
1310
05
-3.0
54.
952.
724
652.
226
5.77
447
538
4814
613
.356
2,69
3,31
912
7,50
024
0,00
00.
713
48,3
90
1411
010
-1.1
56.
852.
563
654.
287
3.71
328
399
4815
925
.722
3,79
0,15
768
5,00
048
0,00
01.
525
195,
390
1512
010
0.75
8.75
8.53
650.
227.
7868
73
4813
41.
324,
849,
947
510,
000
480,
000
1.46
513
5,21
0
1613
010
2.65
10.6
511
.868
65-
9.21
885
40
55.3
114
00
7,70
6,84
915
,000
516,
550
1.37
6,60
0
1713
4.9
4.9
3.58
111
.581
10.1
3965
1.44
26.
558
555
2148
142
8.65
23,
452,
973
51,4
5125
3,11
00.
691
21,1
97
Tot
al o
r A
vera
ge1.
326
6.67
414
323
,635
,513
1,40
3,45
12,
020,
660
5.96
840
9,78
7
1813
50.
13.
611
.610
.706
115
0.89
47.
106
969
1248
188
5.36
476
,199
1,65
04,
800
0.01
626
8
1914
05
3.94
511
.945
11.2
3511
50.
717.
2999
89
4818
74.
264,
916,
146
52,5
0024
0,00
00.
938
24,0
60
2015
010
4.63
412
.634
9.35
311
53.
281
4.71
960
966
4820
319
.686
8,03
6,37
137
5,00
048
0,00
01.
9511
9,73
0
2116
010
5.32
313
.323
10.7
0711
52.
616
5.38
470
647
4819
915
.696
6,57
8,07
256
5,00
048
0,00
02.
0117
6,91
0
2217
010
6.01
214
.012
10.3
4711
53.
665
4.33
555
577
4820
521
.99
6,30
5,12
162
0,00
048
0,00
02.
0218
8,43
0
2318
010
6.70
114
.701
10.9
3311
53.
768
4.23
254
081
4820
622
.608
5,47
6,55
679
0,00
048
0,00
02.
055
222,
990
2419
010
7.39
15.3
911
.205
115
4.18
53.
815
482
9548
208
25.1
15,
113,
986
880,
000
480,
000
2.07
238,
590
2520
010
8.07
916
.079
11.9
2411
54.
155
3.84
548
794
4820
824
.93
4,84
4,57
494
5,00
048
0,00
02.
0825
0,20
0
2621
010
8.76
916
.769
12.0
6711
54.
702
3.29
841
211
448
211
28.2
124,
492,
138
1,04
0,00
048
0,00
02.
095
265,
710
2722
010
9.45
817
.458
13.3
4211
54.
116
3.88
449
292
4820
824
.696
4,51
9,08
41,
030,
000
480,
000
2.09
526
4,54
0
2823
010
10.1
4718
.147
15.6
8911
52.
458
5.54
272
943
4819
814
.748
6,10
6,93
967
5,00
048
0,00
02.
0319
7,22
0
2924
010
10.8
3618
.836
14.2
0311
54.
633
3.36
742
111
148
211
27.7
985,
753,
432
770,
000
480,
000
2.04
521
2,73
0
3025
010
11.5
2519
.525
14.9
411
54.
585
3.41
542
810
948
211
27.5
14,
244,
634
1,10
0,00
048
0,00
02.
1127
6,54
0
3126
010
12.2
1420
.214
16.9
4511
53.
269
4.73
161
165
4820
319
.614
5,19
4,61
987
0,00
048
0,00
02.
0723
5,62
0
3226
8.5
8.5
12.8
20.8
20.6
5111
50.
149
7.85
11,
088
248
184
0.89
47,
220,
715
284,
750
408,
000
1.64
587
,159
Tot
al o
r A
vera
ge26
8.5
--
--
3.14
64.
854
202
78,8
78,5
869,
998,
900
6,41
2,80
027
.229
2,76
0,69
7
Dik
e H
eigh
t(m
)So
ddin
g(m
)E
xcav
atio
n(m
3)E
mba
nkm
ent
(m3)
Ban
k Sl
ope
(m2)
Site
Cle
aran
ce(k
m2)
Sodd
ing
(m2)
Sect
ion
Num
ber
Acc
umul
ated
Dis
tanc
e(k
m)
Dis
tanc
e(k
m)
Ele
vati
on o
fD
esig
n R
iver
Bed
(m
)
Ele
vati
on o
fD
esig
nC
rest
(m)
Ele
vati
on o
fG
roun
dL
evel
(m)*
Wid
th o
fR
iver
Bed
(m)
Exc
avat
ion
Dep
th(m
)
Exc
avat
ion
(m2)
Em
bank
men
t(m
2)B
ank
Slop
e(m
)Si
te C
lear
ance
(m)
*S
ipho
n le
ngth
was
bas
ed o
n th
e av
erag
e w
idth
of
the
site
cle
aran
ce a
nd tw
ice
of e
xcav
atio
n de
pth.
Project for the Comprehensive Flood Management Plan for the Chao Phraya River Basin in the Kingdom of Thailand
Supporting ReportSector J: Table
CTI Engineering International Co., Ltd. Oriental Consultants Co., Ltd. Nippon Koei Co., Ltd. CTI Engineering Co., Ltd.
T - 9
Tab
. J2.
1.3
Qu
anti
ty f
or C
onst
ruct
ion
of
Eas
t D
iver
sion
Ch
ann
el (
Q =
1,0
00 m
3 /s, A
lt-2
)
10
--6
31.
086
150
1.91
47.
086
1,21
431
5423
511
.484
--
--
210
10-5
.894
3.10
60.
389
150
2.71
76.
283
1,06
150
5424
016
.302
11,3
72,0
6340
5,00
054
0,00
02.
375
138,
930
320
10-5
.787
3.21
30.
371
150
2.84
26.
158
1,03
753
5424
117
.052
10,4
91,7
0651
5,00
054
0,00
02.
405
166,
770
430
10-5
.681
3.31
93.
391
150
- 9.
072
1,60
80
54.4
422
40
13,2
25,8
3326
5,00
054
2,20
02.
325
85,2
60
540
10-5
.574
3.42
61.
705
150
1.72
17.
279
1,25
127
5423
410
.326
14,2
92,5
2613
5,00
054
2,20
02.
2951
,630
650
10-5
.468
3.53
20.
183
150
3.34
95.
651
943
6854
244
20.0
9410
,971
,265
475,
000
540,
000
2.39
152,
100
760
10-5
.362
3.63
84
150
- 9.
362
1,66
70
56.1
822
60
13,0
53,4
6334
0,00
055
0,90
02.
3510
0,47
0
870
10-5
.255
3.74
52
150
1.74
57.
255
1,24
627
5423
410
.47
14,5
66,9
8213
5,00
055
0,90
02.
352
,350
980
10-5
.149
3.85
12.
348
150
1.50
37.
497
1,29
322
5423
39.
018
12,6
96,6
0124
5,00
054
0,00
02.
335
97,4
40
1090
10-5
.043
3.95
72.
059
150
1.89
87.
102
1,21
730
5423
511
.388
12,5
48,9
0226
0,00
054
0,00
02.
3410
2,03
0
1194
4-5
42.
876
150
1.12
47.
876
1,36
716
5423
16.
744
5,16
8,21
992
,000
216,
000
0.93
236
,264
Tot
al o
r A
vera
ge1.
671
7.32
923
411
8,38
7,56
02,
867,
000
5,10
2,20
022
.042
983,
244
1295
1-4
43
501
749
713
4812
46
932,
248
14,5
0051
,000
0.17
83,
000
1310
05
-3.0
54.
952.
724
502.
226
5.77
438
938
4813
113
.356
2,21
4,29
412
7,50
024
0,00
00.
638
48,3
90
1411
010
-1.1
56.
852.
563
504.
287
3.71
322
799
4814
425
.722
3,07
8,63
268
5,00
048
0,00
01.
375
195,
390
1512
010
0.75
8.75
8.53
500.
227.
7857
13
4811
91.
323,
987,
972
510,
000
480,
000
1.31
513
5,21
0
1613
010
2.65
10.6
511
.868
50-
9.21
871
60
55.3
112
50
6,43
1,99
915
,000
516,
550
1.22
6,60
0
1713
4.9
4.9
3.58
111
.581
10.1
3950
1.44
26.
558
457
2148
127
8.65
22,
873,
205
51,4
5125
3,11
00.
617
21,1
97
Tot
al o
r A
vera
ge1.
326
6.67
412
819
,518
,350
1,40
3,45
12,
020,
660
5.34
240
9,78
7
1813
50.
13.
611
.610
.706
900.
894
7.10
679
112
4816
35.
364
62,3
981,
650
4,80
00.
014
268
1914
05
3.94
511
.945
11.2
3590
0.71
7.29
816
948
162
4.26
4,01
6,39
652
,500
240,
000
0.81
324
,060
2015
010
4.63
412
.634
9.35
390
3.28
14.
719
492
6648
178
19.6
866,
535,
246
375,
000
480,
000
1.7
119,
730
2116
010
5.32
313
.323
10.7
0790
2.61
65.
384
572
4748
174
15.6
965,
315,
197
565,
000
480,
000
1.76
176,
910
2217
010
6.01
214
.012
10.3
4790
3.66
54.
335
447
7748
180
21.9
95,
090,
246
620,
000
480,
000
1.77
188,
430
2318
010
6.70
114
.701
10.9
3390
3.76
84.
232
435
8148
181
22.6
084,
405,
681
790,
000
480,
000
1.80
522
2,99
0
2419
010
7.39
15.3
911
.205
904.
185
3.81
538
795
4818
325
.11
4,10
8,11
188
0,00
048
0,00
01.
8223
8,59
0
2520
010
8.07
916
.079
11.9
2490
4.15
53.
845
390
9448
183
24.9
33,
887,
074
945,
000
480,
000
1.83
250,
200
2621
010
8.76
916
.769
12.0
6790
4.70
23.
298
329
114
4818
628
.212
3,59
9,26
31,
040,
000
480,
000
1.84
526
5,71
0
2722
010
9.45
817
.458
13.3
4290
4.11
63.
884
395
9248
183
24.6
963,
621,
334
1,03
0,00
048
0,00
01.
845
264,
540
2823
010
10.1
4718
.147
15.6
8990
2.45
85.
542
591
4348
173
14.7
484,
928,
689
675,
000
480,
000
1.78
197,
220
2924
010
10.8
3618
.836
14.2
0390
4.63
33.
367
337
111
4818
627
.798
4,63
9,80
777
0,00
048
0,00
01.
795
212,
730
3025
010
11.5
2519
.525
14.9
490
4.58
53.
415
342
109
4818
627
.51
3,39
6,88
41,
100,
000
480,
000
1.86
276,
540
3126
010
12.2
1420
.214
16.9
4590
3.26
94.
731
493
6548
178
19.6
144,
176,
369
870,
000
480,
000
1.82
235,
620
3226
8.5
8.5
12.8
20.8
20.6
5190
0.14
97.
851
892
248
159
0.89
45,
883,
878
284,
750
408,
000
1.43
287
,159
Tot
al o
r A
vera
ge26
8.5
--
--
3.14
64.
854
177
63,6
66,5
739,
998,
900
6,41
2,80
023
.889
2,76
0,69
7
Dik
e H
eigh
t(m
)B
ank
Slop
e(m
)Si
te C
lear
ance
(m)
Sodd
ing
(m)
Exc
avat
ion
(m3)
Wid
th o
fR
iver
Bed
(m)
Exc
avat
ion
Dep
th(m
)
Exc
avat
ion
(m2)
Em
bank
men
t(m
2)E
mba
nkm
ent
(m3)
Ban
k Sl
ope
(m2)
Site
Cle
aran
ce(k
m2)
Sodd
ing
(m2)
Sect
ion
Num
ber
Acc
umul
ated
Dis
tanc
e(k
m)
Dis
tanc
e(k
m)
Ele
vati
on o
fD
esig
n R
iver
Bed
(m
)
Ele
vati
on o
fD
esig
nC
rest
(m)
Ele
vati
on o
fG
roun
dL
evel
(m)*
*S
ipho
n le
ngth
was
bas
ed o
n th
e av
erag
e w
idth
of
the
site
cle
aran
ce a
nd tw
ice
of e
xcav
atio
n de
pth.
Supporting Report Sector J: Table
Project for the Comprehensive Flood Management Planfor the Chao Phraya River Basin in the Kingdom of Thailand
T - 10 CTI Engineering International Co., Ltd. Oriental Consultants Co., Ltd. Nippon Koei Co., Ltd. CTI Engineering Co., Ltd.
Tab
. J2.
1.4
Qu
anti
ty f
or C
onst
ruct
ion
of
Eas
t D
iver
sion
Ch
ann
el (
Q =
1,0
00 m
3 /s, A
lt-3
)
10
-2
61.
086
1700
4.91
4-
012
224
1,77
329
.484
--
--
210
102.
105
6.10
50.
389
1700
5.71
6-
015
624
1,77
834
.296
01,
390,
000
240,
000
17.7
5531
8,90
0
320
102.
211
6.21
10.
371
1700
5.84
- 0
161
241,
779
35.0
40
1,58
5,00
024
0,00
017
.785
346,
680
430
102.
316
6.31
63.
391
1700
2.92
51.
075
1,83
155
241,
762
17.5
59,
154,
835
1,08
0,00
024
0,00
017
.705
262,
950
540
102.
421
6.42
11.
705
1700
4.71
6-
011
424
1,77
228
.296
9,15
4,83
584
5,00
024
0,00
017
.67
229,
230
650
102.
526
6.52
60.
183
1700
6.34
3-
018
524
1,78
238
.058
01,
495,
000
240,
000
17.7
733
1,77
0
760
102.
632
6.63
24
1700
2.63
21.
368
2,33
148
241,
760
15.7
9211
,656
,072
1,16
5,00
024
0,00
017
.71
269,
250
870
102.
737
6.73
72
1700
4.73
7-
011
524
1,77
228
.422
11,6
56,0
7281
5,00
024
0,00
017
.66
221,
070
980
102.
842
6.84
22.
348
1700
4.49
4-
010
624
1,77
126
.964
01,
105,
000
240,
000
17.7
1527
6,93
0
1090
102.
947
6.94
72.
059
1700
4.88
8-
012
124
1,77
329
.328
01,
135,
000
240,
000
17.7
228
1,46
0
11-
--
--
--
--
--
--
--
--
-
Tot
al o
r A
vera
ge4.
721
-1,
772
41,6
21,8
1410
,615
,000
2,16
0,00
015
9.49
2,53
8,24
0
1295
53
73
700
4-
088
2476
824
052
2,50
012
0,00
06.
353
60,0
00
1310
05
3.58
87.
588
2.72
470
04.
864
- 0
120
2477
329
.184
052
0,00
012
0,00
03.
853
132,
960
1411
010
4.76
38.
763
2.56
370
06.
2-
017
824
781
37.2
01,
490,
000
240,
000
7.77
331,
920
1512
010
5.93
89.
938
8.53
700
1.40
82.
592
1,83
521
2475
28.
448
9,17
2,77
799
5,00
024
0,00
07.
665
228,
240
1613
010
7.11
311
.113
11.8
6870
0-0
.755
4.75
53,
396
028
.53
749
026
,154
,428
105,
000
262,
650
7.50
542
,240
1713
4.9
4.9
7.68
811
.688
10.1
3970
01.
549
2.45
11,
734
2324
753
9.29
412
,568
,629
56,3
5112
8,69
93.
6822
,770
Tot
al o
r A
vera
ge2.
878
1.12
276
347
,895
,834
3,68
8,85
11,
111,
349
36.8
2581
8,13
0
1813
50.
17.
711
.710
.706
580
0.99
43.
006
1,77
113
2463
05.
964
175,
216
1,80
02,
400
0.06
929
8
1914
05
8.04
112
.041
11.2
3558
00.
806
3.19
41,
883
1124
629
4.83
69,
134,
283
60,0
0012
0,00
03.
148
27,0
00
2015
010
8.72
212
.722
9.35
358
03.
369
0.63
136
768
2464
420
.214
11,2
51,4
9739
5,00
024
0,00
06.
365
125,
250
2116
010
9.40
413
.404
10.7
0758
02.
697
1.30
376
149
2464
016
.182
5,64
0,04
058
5,00
024
0,00
06.
4218
1,98
0
2217
010
10.0
8614
.086
10.3
4758
03.
739
0.26
115
280
2464
622
.434
4,56
2,08
964
5,00
024
0,00
06.
4319
3,08
0
2318
010
10.7
6714
.767
10.9
3358
03.
834
0.16
696
8324
647
23.0
041,
239,
736
815,
000
240,
000
6.46
522
7,19
0
2419
010
11.4
4915
.449
11.2
0558
04.
244
- 0
9724
649
25.4
6448
1,81
490
0,00
024
0,00
06.
4824
2,34
0
2520
010
12.1
3116
.131
11.9
2458
04.
207
- 0
9624
649
25.2
420
965,
000
240,
000
6.49
253,
530
2621
010
12.8
1216
.812
12.0
6758
04.
745
- 0
115
2465
228
.47
01,
055,
000
240,
000
6.50
526
8,56
0
2722
010
13.4
9417
.494
13.3
4258
04.
152
- 0
9424
649
24.9
120
1,04
5,00
024
0,00
06.
505
266,
910
2823
010
14.1
7618
.176
15.6
8958
02.
487
1.51
388
444
2463
914
.922
4,42
2,03
869
0,00
024
0,00
06.
4419
9,17
0
2924
010
14.8
5718
.857
14.2
0358
04.
654
- 0
112
2465
227
.924
4,42
2,03
878
0,00
024
0,00
06.
455
214,
230
3025
010
15.5
3919
.539
14.9
458
04.
599
- 0
110
2465
227
.594
01,
110,
000
240,
000
6.52
277,
590
3126
010
16.2
2120
.221
16.9
4558
03.
276
0.72
442
165
2464
419
.656
2,10
7,46
387
5,00
024
0,00
06.
4823
6,25
0
3226
8.5
8.5
16.8
20.8
20.6
5158
00.
149
3.85
12,
278
224
625
0.89
411
,473
,144
284,
750
204,
000
5.39
387
,338
Tot
al o
r A
vera
ge26
8.5
--
--
3.19
70.
803
643
54,9
09,3
5810
,206
,550
3,20
6,40
086
.165
2,80
0,71
6
Dik
e H
eigh
t(m
)So
ddin
g(m
)E
xcav
atio
n(m
3)E
mba
nkm
ent
(m3)
Ban
k Sl
ope
(m2)
Site
Cle
aran
ce(k
m2)
Sodd
ing
(m2)
Wid
th o
fR
iver
Bed
(m)
Exc
avat
ion
Dep
th(m
)
Exc
avat
ion
(m2)
Em
bank
men
t(m
2)B
ank
Slop
e(m
)Si
te C
lear
ance
(m)
Sect
ion
Num
ber
Acc
umul
ated
Dis
tanc
e(k
m)
Dis
tanc
e(k
m)
Ele
vati
on o
fD
esig
n R
iver
Bed
(m
)
Ele
vati
on o
fD
esig
nC
rest
(m)
Ele
vati
on o
fG
roun
dL
evel
(m)*
*S
ipho
n le
ngth
was
bas
ed o
n th
e av
erag
e w
idth
of
the
site
cle
aran
ce a
nd tw
ice
of e
xcav
atio
n de
pth.
Project for the Comprehensive Flood Management Plan for the Chao Phraya River Basin in the Kingdom of Thailand
Supporting ReportSector J: Table
CTI Engineering International Co., Ltd. Oriental Consultants Co., Ltd. Nippon Koei Co., Ltd. CTI Engineering Co., Ltd.
T - 11
Tab
. J2.
1.5
Qu
anti
ty f
or C
onst
ruct
ion
of
Eas
t D
iver
sion
Ch
ann
el (
Q =
1,5
00 m
3 /s, A
lt-1
)
10
--6
31.
086
297
1.91
47.
086
2,25
531
5438
211
.484
--
--
210
10-5
.894
3.10
60.
389
297
2.71
76.
283
1,98
450
5438
716
.302
21,1
98,2
7840
5,00
054
0,00
03.
845
138,
930
320
10-5
.787
3.21
30.
371
297
2.84
26.
158
1,94
353
5438
817
.052
19,6
35,8
4151
5,00
054
0,00
03.
875
166,
770
430
10-5
.681
3.31
93.
391
297
- 9.
072
2,94
10
54.4
437
10
24,4
19,8
8326
5,00
054
2,20
03.
795
85,2
60
540
10-5
.574
3.42
61.
705
297
1.72
17.
279
2,32
127
5438
110
.326
26,3
10,5
1113
5,00
054
2,20
03.
7651
,630
650
10-5
.468
3.53
20.
183
297
3.34
95.
651
1,77
468
5439
120
.094
20,4
74,8
1547
5,00
054
0,00
03.
8615
2,10
0
760
10-5
.362
3.63
84
297
-9.
362
3,04
30
56.1
837
30
24,0
88,0
1834
0,00
055
0,90
03.
8210
0,47
0
870
10-5
.255
3.74
52
297
1.74
57.
255
2,31
327
5438
110
.47
26,7
80,4
7713
5,00
055
0,90
03.
7752
,350
980
10-5
.149
3.85
12.
348
297
1.50
37.
497
2,39
522
5438
09.
018
23,5
39,3
2124
5,00
054
0,00
03.
805
97,4
40
1090
10-5
.043
3.95
72.
059
297
1.89
87.
102
2,26
130
5438
211
.388
23,2
79,1
6726
0,00
054
0,00
03.
8110
2,03
0
1194
4-5
42.
876
297
1.12
47.
876
2,52
516
5437
86.
744
9,57
1,75
192
,000
216,
000
1.52
36,2
64
Tot
al o
r A
vera
ge1.
671
7.32
938
121
9,29
8,06
22,
867,
000
5,10
2,20
035
.86
983,
244
1295
1-4
43
108
17
903
1348
182
61,
714,
134
14,5
0051
,000
0.28
3,00
0
1310
05
-3.0
54.
952.
724
108
2.22
65.
774
724
3848
189
13.3
564,
066,
524
127,
500
240,
000
0.92
848
,390
1411
010
-1.1
56.
852.
563
108
4.28
73.
713
442
9948
202
25.7
225,
829,
862
685,
000
480,
000
1.95
519
5,39
0
1512
010
0.75
8.75
8.53
108
0.22
7.78
1,02
23
4817
71.
327,
320,
942
510,
000
480,
000
1.89
513
5,21
0
1613
010
2.65
10.6
511
.868
108
- 9.
218
1,25
00
55.3
118
30
11,3
61,4
1915
,000
516,
550
1.8
6,60
0
1713
4.9
4.9
3.58
111
.581
10.1
3910
81.
442
6.55
883
721
4818
58.
652
5,11
4,97
551
,451
253,
110
0.90
221
,197
Tot
al o
r A
vera
ge1.
326
6.67
418
635
,407
,856
1,40
3,45
12,
020,
660
7.75
940
9,78
7
1813
50.
13.
611
.610
.706
183
0.89
47.
106
1,45
212
4825
65.
364
114,
459
1,65
04,
800
0.02
226
8
1914
05
3.94
511
.945
11.2
3518
30.
717.
291,
494
948
255
4.26
7,36
3,46
652
,500
240,
000
1.27
824
,060
2015
010
4.63
412
.634
9.35
318
33.
281
4.71
993
066
4827
119
.686
12,1
19,4
3137
5,00
048
0,00
02.
6311
9,73
0
2116
010
5.32
313
.323
10.7
0718
32.
616
5.38
41,
072
4748
267
15.6
9610
,013
,092
565,
000
480,
000
2.69
176,
910
2217
010
6.01
214
.012
10.3
4718
33.
665
4.33
585
077
4827
321
.99
9,60
9,58
162
0,00
048
0,00
02.
718
8,43
0
2318
010
6.70
114
.701
10.9
3318
33.
768
4.23
282
881
4827
422
.608
8,38
9,33
679
0,00
048
0,00
02.
735
222,
990
2419
010
7.39
15.3
911
.205
183
4.18
53.
815
742
9548
276
25.1
17,
849,
966
880,
000
480,
000
2.75
238,
590
2520
010
8.07
916
.079
11.9
2418
34.
155
3.84
574
894
4827
624
.93
7,44
8,97
494
5,00
048
0,00
02.
7625
0,20
0
2621
010
8.76
916
.769
12.0
6718
34.
702
3.29
863
611
448
279
28.2
126,
920,
758
1,04
0,00
048
0,00
02.
775
265,
710
2722
010
9.45
817
.458
13.3
4218
34.
116
3.88
475
692
4827
624
.696
6,96
0,96
41,
030,
000
480,
000
2.77
526
4,54
0
2823
010
10.1
4718
.147
15.6
8918
32.
458
5.54
21,
106
4348
266
14.7
489,
311,
779
675,
000
480,
000
2.71
197,
220
2924
010
10.8
3618
.836
14.2
0318
34.
633
3.36
765
011
148
279
27.7
988,
782,
492
770,
000
480,
000
2.72
521
2,73
0
3025
010
11.5
2519
.525
14.9
418
34.
585
3.41
566
010
948
279
27.5
16,
550,
514
1,10
0,00
048
0,00
02.
7927
6,54
0
3126
010
12.2
1420
.214
16.9
4518
33.
269
4.73
193
365
4827
119
.614
7,96
4,25
987
0,00
048
0,00
02.
7523
5,62
0
3226
8.5
8.5
12.8
20.8
20.6
5118
30.
149
7.85
11,
622
248
252
0.89
410
,856
,913
284,
750
408,
000
2.22
387
,159
Tot
al o
r A
vera
ge26
8.5
--
--
3.14
64.
854
270
120,
255,
984
9,99
8,90
06,
412,
800
36.3
122,
760,
697
Dik
e H
eigh
t(m
)E
xcav
atio
n(m
3)E
mba
nkm
ent
(m3)
Ban
k Sl
ope
(m2)
Site
Cle
aran
ce(k
m2)
Sodd
ing
(m2)
Wid
th o
fR
iver
Bed
(m)
Exc
avat
ion
Dep
th(m
)
Exc
avat
ion
(m2)
Em
bank
men
t(m
2)B
ank
Slop
e(m
)Si
te C
lear
ance
(m)
Sect
ion
Num
ber
Acc
umul
ated
Dis
tanc
e(k
m)
Dis
tanc
e(k
m)
Ele
vati
on o
fD
esig
n R
iver
Bed
(m
)
Ele
vati
on o
fD
esig
nC
rest
(m)
Ele
vati
on o
fG
roun
dL
evel
(m)*
Sodd
ing
(m)
*S
ipho
n le
ngth
was
bas
ed o
n th
e av
erag
e w
idth
of
the
site
cle
aran
ce a
nd tw
ice
of e
xcav
atio
n de
pth.
Supporting Report Sector J: Table
Project for the Comprehensive Flood Management Planfor the Chao Phraya River Basin in the Kingdom of Thailand
T - 12 CTI Engineering International Co., Ltd. Oriental Consultants Co., Ltd. Nippon Koei Co., Ltd. CTI Engineering Co., Ltd.
Tab
. J2.
1.6
Nu
mb
er o
f Aff
ecte
d H
ouse
an
d F
acto
ry A
lon
g E
ast
Div
ersi
on C
han
nel
Hou
seF
acto
ryH
ouse
Fac
tory
Hou
seF
acto
ry
380
1032
49
4650
38
851
731
1205
7
900
476
54
4933
11
Alt
-1A
lt-2
Alt
-3
0km
-95k
m
95km
-Pas
ak R
iver
Pas
ak R
iver
-Top
Are
a
W
here
Alt
-1: S
tand
ard
Cro
ss S
ecti
on, A
lt-2
: Cro
ss S
ecti
on w
ith S
lope
and
Cha
nnel
Bed
Pro
tect
ion,
Alt
-3: C
ross
Sec
tion
wit
h E
mph
asis
of
Hei
ghte
ning
Tab
. J2.
1.7
Nu
mb
er o
f S
CC
an
d S
DC
M f
or E
ast
Div
ersi
on C
han
nel
SCC
SDC
M-1
SDC
M-2
SCC
SDC
M-1
SDC
M-2
SCC
SDC
M-1
SDC
M-2
3,52
8,00
050
4,00
03,
150,
000
3,52
8,00
050
4,00
03,
150,
000
00
1,05
0,00
0
5,46
0,00
058
5,00
03,
412,
500
5,46
0,00
058
5,00
03,
412,
500
00
1,13
7,50
0
4,02
4,53
30
2,15
6,00
04,
024,
533
02,
156,
000
00
898,
333
282,
000
075
,200
282,
000
075
,200
00
31,3
33
937,
500
037
5,00
093
7,50
00
375,
000
00
125,
000
14,2
32,0
3314
,232
,033
0
1,21
9,50
045
0,20
01,
219,
500
450,
200
015
6,33
3
Alt
-1A
lt-2
Alt
-3
13,0
12,5
339,
807,
500
13,0
12,5
339,
807,
500
03,
085,
833
Subt
otal
(95.
0km
to
112.
2km
)
Are
a
64.2
km t
o 95
.0km
95.0
km t
o 99
.7km
99.7
km t
o 11
2.2k
m
Subt
otal
(0km
to
95.0
km)
10,2
57,7
0010
,257
,700
3,24
2,16
7T
otal
0km
to
25.2
km
25.2
km t
o 64
.2km
W
here
Alt
-1: S
tand
ard
Cro
ss S
ecti
on, A
lt-2
: Cro
ss S
ecti
on w
ith
Slo
pe a
nd C
hann
el B
ed P
rote
ctio
n, A
lt-3
: Cro
ss S
ectio
n w
ith
Em
phas
is o
f H
eigh
teni
ng
Project for the Comprehensive Flood Management Plan for the Chao Phraya River Basin in the Kingdom of Thailand
Supporting ReportSector J: Table
CTI Engineering International Co., Ltd. Oriental Consultants Co., Ltd. Nippon Koei Co., Ltd. CTI Engineering Co., Ltd.
T - 13
Tab
. J2.
1.8
Nu
mb
er o
f Aff
ecte
d M
ajor
Roa
d (
Eas
t D
iver
sion
Ch
ann
el, U
pst
ream
, Nor
th S
ide
of P
asak
Riv
er, Q
=1,
000m
3 /s, 1
/2)
Dis
tanc
eR
oad
Mar
kW
idth
(m)
Alt
-1A
lt-2
Alt
-3A
lt-1
Alt
-2A
lt-3
1P
haho
nyot
hin
Ro
ad13
0026
7+20
020
-16
313
860
43,
260
2,76
0-*
2N
akar
atR
angs
an93
5725
9+14
39
8,05
716
313
860
41,
467
1,24
2-*
332
1212
500
256+
09
3,14
316
313
860
41,
467
1,24
25,
436
4C
ar B
ridg
e17
100
251+
400
74,
600
163
138
604
1,14
196
6-*
5A
sia
Rou
teR
oad
1820
025
0+30
019
1,10
016
313
860
43,
097
2,62
2-*
6C
ar B
ridg
e24
560
243+
940
76,
360
163
138
604
1,14
196
6-*
7P
haho
nyot
hin
Ro
ad27
000
241+
500
82,
440
163
138
604
1,30
41,
104
-*
8C
ar B
ridg
e33
200
235+
300
76,
200
163
138
604
1,14
196
6-*
9C
ar B
ridg
e36
993
231+
507
73,
793
163
138
604
1,14
196
6-*
10C
ar B
ridg
e40
100
228+
400
73,
107
163
138
604
1,14
196
6-*
11C
ar B
ridg
e44
280
224+
220
74,
180
163
138
604
1,14
196
6-*
12W
at K
ok K
ao45
793
222+
707
71,
513
163
138
604
1,14
196
6-*
1311
4611
222
2+38
89
319
163
138
604
1,46
71,
242
5,43
6
14W
at L
atT
ipp
ayar
ot53
934
214+
566
77,
822
163
138
604
1,14
196
6-*
15W
at N
ong
Ta
Ko
5698
621
1+51
47
3,05
216
313
860
41,
141
966
-*
16W
at T
ai L
at59
089
209+
411
72,
103
163
138
604
1,14
196
6-*
17W
at N
ong
Pho
6140
020
7+10
010
2,31
116
313
860
41,
630
1,38
0-*
18B
an N
ong
Mue
ang
6461
220
3+88
87
3,21
216
313
860
41,
141
966
-*
19C
HP
- 21
6592
320
2+57
77
1,31
116
313
860
41,
141
966
-*
2020
569
575
198+
925
103,
652
163
138
604
1,63
01,
380
6,04
0
No.
Rou
teD
ista
nce
Mar
k in
Loc
alR
epor
t
Dis
tanc
e fr
omP
revi
ous
Bri
dge
(m)
Cha
nnel
Wid
th (
m)
Are
a of
Bri
dge
Gir
der
(m2 )
W
here
Alt
-1: S
tand
ard
Cro
ss S
ecti
on, A
lt-2
: Cro
ss S
ecti
on w
ith
Slo
pe a
nd C
hann
el B
ed P
rote
ctio
n, A
lt-3
: Cro
ss S
ecti
on w
ith
Em
phas
is o
f H
eigh
teni
ng
Not
e:
The
loca
tion
of
the
maj
or r
oads
was
list
ed in
the
loca
l rep
ort a
nd th
is ta
ble
is m
ade
of th
ose
info
rmat
ion.
-
* O
nly
road
wit
h ro
ute
num
ber
beca
me
cand
idat
e of
bri
dge
in A
lt-3
.
Supporting Report Sector J: Table
Project for the Comprehensive Flood Management Planfor the Chao Phraya River Basin in the Kingdom of Thailand
T - 14 CTI Engineering International Co., Ltd. Oriental Consultants Co., Ltd. Nippon Koei Co., Ltd. CTI Engineering Co., Ltd.
Tab
. J2.
1.9
Nu
mb
er o
f Aff
ecte
d M
ajor
Roa
d (
Eas
t D
iver
sion
Ch
ann
el, U
pst
ream
, Nor
th S
ide
of P
asak
Riv
er, Q
=1,
000m
3 /s, 2
/2)
Dis
tanc
eR
oad
Mar
kW
idth
(m)
Alt
-1A
lt-2
Alt
-3A
lt-1
Alt
-2A
lt-3
2131
2474
717
193+
783
115,
142
163
138
604
1,79
31,
518
6,64
4
22N
ong
Sai K
ao75
900
192+
600
71,
183
163
138
604
1,14
196
6-*
23C
ar B
ridg
e76
320
192+
180
742
016
313
860
41,
141
966
-*
24W
at B
anK
hok
8041
318
8+87
74,
093
163
138
604
1,14
196
6-*
25C
ar B
ridg
e84
597
183+
903
74,
184
163
138
604
1,14
196
6-*
2630
1986
652
181+
848
72,
055
163
138
604
1,14
196
64,
228
27C
HP
- 5
9336
117
5+13
97
6,70
916
313
860
41,
141
966
-*
28C
HP
- 23
9487
417
3+62
67
1,51
316
313
860
41,
141
966
-*
29C
HP
- 6
9802
617
0+47
49
3,15
216
313
860
41,
467
1,24
2-*
30C
HP
- 7
9903
816
9+46
210
1,01
216
313
860
41,
630
1,38
0-*
31C
ar B
ridg
e99
418
169+
8214
380
163
138
604
2,28
21,
932
-*
32C
HP
- 8
1010
9316
7+40
77
1,67
516
313
860
41,
141
966
-*
33C
HP
- 9
1034
5616
5+44
72,
363
163
138
604
1,14
196
6-*
3431
110
4489
164+
1110
1,03
316
313
860
41,
630
1,38
06,
040
35C
HP
- 24
1096
4015
8+86
07
5,15
116
313
860
41,
141
966
-*
36C
HP
- 25
1123
9215
6+10
87
2,75
216
313
860
41,
141
966
-*
37C
HP
- 10
1158
1015
2+69
07
3,41
816
313
860
41,
141
966
-*
38C
HP
- 26
1186
3414
9+86
67
2,82
416
313
860
41,
141
966
-*
39C
ar B
ridg
e12
1383
147+
117
72,
749
163
138
604
1,14
196
6-*
4030
2212
6459
142+
418
5,07
616
313
860
41,
304
1,10
44,
832
41C
ar B
ridg
e12
7686
140+
814
101,
227
163
138
604
1,63
01,
380
-*
4230
3413
0337
138+
163
102,
651
163
138
604
1,63
01,
380
6,04
0
4330
4813
3000
135+
500
82,
663
163
138
604
1,30
41,
104
-*
59,6
5850
,508
44,6
96Su
btot
al (
Up
stre
am)
No.
Rou
teD
ista
nce
Mar
k in
Loc
alR
epor
t
Dis
tanc
e fr
omP
revi
ous
Bri
dge
(m)
Cha
nnel
Wid
th (
m)
Are
a of
Bri
dge
Gir
der
(m2 )
W
here
Alt
-1: S
tand
ard
Cro
ss S
ecti
on, A
lt-2
: Cro
ss S
ecti
on w
ith
Slo
pe a
nd C
hann
el B
ed P
rote
ctio
n, A
lt-3
: Cro
ss S
ecti
on w
ith
Em
phas
is o
f H
eigh
teni
ng
Not
e:
The
loca
tion
of
the
maj
or r
oads
was
list
ed in
the
loca
l rep
ort a
nd th
is ta
ble
is m
ade
of th
ose
info
rmat
ion.
-
* O
nly
road
wit
h ro
ute
num
ber
beca
me
cand
idat
e of
bri
dge
in A
lt-3
.
Project for the Comprehensive Flood Management Plan for the Chao Phraya River Basin in the Kingdom of Thailand
Supporting ReportSector J: Table
CTI Engineering International Co., Ltd. Oriental Consultants Co., Ltd. Nippon Koei Co., Ltd. CTI Engineering Co., Ltd.
T - 15
Tab
. J2.
1.10
N
um
ber
of A
ffec
ted
Maj
or R
oad
(E
ast
Div
ersi
on C
han
nel
, Mid
dle
Str
eam
, Sou
th S
ide
of P
asak
Riv
er, Q
=1,
000m
3 /s)
Dis
tanc
eR
oad
Mar
kW
idth
(m)
Alt
-1A
lt-2
Alt
-3A
lt-1
Alt
-2A
lt-3
1R
eua-
Sao
Hai
325
134+
675
7-
113
9872
479
168
6-*
230
4148
8413
0+11
67
4,55
911
398
724
791
686
5,06
8
330
6995
7012
5+43
07
4,68
611
398
724
791
686
5,06
8
430
4113
797.
9312
1+20
27
4,22
811
398
724
791
686
5,06
8
530
0914
779
120+
221
798
111
398
724
791
686
5,06
8
632
919
377
115+
623
94,
598
113
9872
41,
017
882
6,51
6
730
4321
928
113+
728
2,55
111
398
724
904
784
5,79
2
81
2463
011
0+37
058
2,70
211
398
724
6,55
45,
684
41,9
92
940
0130
167
104+
833
75,
537
113
9872
479
168
65,
068
1030
6732
029.
1110
2+97
17
1,86
211
398
724
791
686
5,06
8
1130
4535
190
99+
810
73,
161
113
9872
479
168
65,
068
12A
long
Klo
ngSa
m S
ip S
am38
418
96+
582
73,
228
113
9872
479
168
6-*
21,5
2813
,524
89,7
76
No.
Rou
teD
ista
nce
Mar
k in
Loc
alR
epor
t
Dis
tanc
e fr
omP
revi
ous
Bri
dge
(m)
Cha
nnel
Wid
th (
m)
Are
a of
Bri
dge
Gir
der
(m2 )
Subt
otal
(M
iddl
e St
ream
)
Whe
re A
lt-1
: Sta
ndar
d C
ross
Sec
tion
, Alt
-2: C
ross
Sec
tion
wit
h S
lope
and
Cha
nnel
Bed
Pro
tect
ion,
Alt
-3: C
ross
Sec
tion
wit
h E
mph
asis
of
Hei
ghte
ning
N
ote:
T
he lo
cati
on o
f th
e m
ajor
roa
ds w
as li
sted
in th
e lo
cal r
epor
t and
this
tabl
e is
mad
e of
thos
e in
form
atio
n.
-*
Onl
y ro
ad w
ith
rout
e nu
mbe
r be
cam
e ca
ndid
ate
of b
ridg
e in
Alt
-3.
Supporting Report Sector J: Table
Project for the Comprehensive Flood Management Planfor the Chao Phraya River Basin in the Kingdom of Thailand
T - 16 CTI Engineering International Co., Ltd. Oriental Consultants Co., Ltd. Nippon Koei Co., Ltd. CTI Engineering Co., Ltd.
Tab
. J2.
1.11
N
um
ber
of A
ffec
ted
Maj
or R
oad
(E
ast
Div
ersi
on C
han
nel
, Dow
nst
ream
, Sou
th S
ide
of P
asak
Riv
er, Q
=1,
000m
3 /s)
Dis
tanc
eR
oad
Mar
kW
idth
(m)
Alt
-1A
lt-2
Alt
-3A
lt-1
Alt
-2A
lt-3
13A
long
Klo
ngSa
m S
ip S
ong
4176
0.53
93+
239
73,
343
244
204
1724
1,70
81,
428
-*
14A
long
Klo
ngSa
m S
ip E
t46
233.
488
+76
77
4,47
324
420
417
241,
708
1,42
8-*
15A
long
Klo
ngSa
m S
ip49
940.
2285
+60
73,
707
244
204
1724
1,70
81,
428
-*
1630
557
207.
5677
+79
222
7,26
724
420
417
245,
368
4,48
837
,928
17A
long
klo
ngY
i Sip
Si
6254
1.95
72+
458
75,
334
244
204
1724
1,70
81,
428
-*
18A
long
Klo
ngY
i Sip
Sam
6577
9.71
69+
220
73,
238
244
204
1724
1,70
81,
428
-*
19A
long
klo
ngY
i Sip
Son
g69
028.
665
+97
17
3,24
924
420
417
241,
708
1,42
8-*
2033
6971
494.
4763
+50
67
2,46
624
420
417
241,
708
1,42
812
,068
2133
1273
312
61+
688
71,
818
244
204
1724
1,70
81,
428
12,0
68
22E
ntra
nce
ofB
an S
alad
aeng
8697
448
+26
713
,662
244
204
1724
1,70
81,
428
-*
2338
4189
137
45+
863
72,
163
244
204
1724
1,70
81,
428
12,0
68
24E
ntra
nce
ofK
wan
g C
anal
9686
1.19
38+
139
77,
724
244
204
1724
1,70
81,
428
-*
2530
499
544.
5435
+45
520
2,68
324
420
417
244,
880
4,08
034
,480
26R
oad
ofP
raw
etB
urir
om C
anal
1119
36.0
423
+64
712
,392
244
204
1724
1,70
81,
428
-*
277
1172
1917
+78
132
5,28
324
420
417
247,
808
6,52
855
,168
2834
1231
2011
+88
065
5,90
124
420
417
2415
,860
13,2
6011
2,06
0
293
1335
93.6
051+
406
710
,474
244
204
1724
1,70
81,
428
12,0
68
56,1
2046
,920
287,
908
Subt
otal
(D
owns
trea
m)
No.
Rou
teD
ista
nce
Mar
k in
Loc
alR
epor
t
Dis
tanc
e fr
omP
revi
ous
Bri
dge
(m)
Cha
nnel
Wid
th (
m)
Are
a of
Bri
dge
Gir
der
(m2 )
W
here
Alt
-1: S
tand
ard
Cro
ss S
ecti
on, A
lt-2
: Cro
ss S
ecti
on w
ith
Slo
pe a
nd C
hann
el B
ed P
rote
ctio
n, A
lt-3
: Cro
ss S
ecti
on w
ith
Em
phas
is o
f H
eigh
teni
ng
Not
e: T
he lo
catio
n of
the
maj
or r
oads
was
list
ed in
the
loca
l rep
ort a
nd th
is ta
ble
is m
ade
of th
ose
info
rmat
ion.
-*
Onl
y ro
ad w
ith
rout
e nu
mbe
r be
cam
e ca
ndid
ate
of b
ridg
e in
Alt
-3.
Project for the Comprehensive Flood Management Plan for the Chao Phraya River Basin in the Kingdom of Thailand
Supporting ReportSector J: Table
CTI Engineering International Co., Ltd. Oriental Consultants Co., Ltd. Nippon Koei Co., Ltd. CTI Engineering Co., Ltd.
T - 17
Tab
. J2.
1.12
N
um
ber
of A
ffec
ted
Maj
or R
oad
(E
ast
Div
ersi
on C
han
nel
, Up
stre
am, N
orth
Sid
e of
Pas
ak R
iver
, Q =
1,50
0m3 /s
, 1/2
)
Dis
tanc
eR
oad
Mar
kW
idth
(m)
Alt
-1A
lt-2
Alt
-1A
lt-2
1P
haho
nyot
hin
Roa
d13
0026
7+20
020
-23
119
44,
620
3,88
0
2N
akar
atR
angs
an93
5725
9+14
39
8,05
723
119
42,
079
1,74
6
332
1212
500
256+
09
3,14
323
119
42,
079
1,74
6
4C
ar B
ridg
e17
100
251+
400
74,
600
231
194
1,61
71,
358
5A
sia
Rou
teR
oad
1820
025
0+30
019
1,10
023
119
44,
389
3,68
6
6C
ar B
ridg
e24
560
243+
940
76,
360
231
194
1,61
71,
358
7P
haho
nyot
hin
Roa
d27
000
241+
500
82,
440
231
194
1,84
81,
552
8C
ar B
ridg
e33
200
235+
300
76,
200
231
194
1,61
71,
358
9C
ar B
ridg
e36
993
231+
507
73,
793
231
194
1,61
71,
358
10C
ar B
ridg
e40
100
228+
400
73,
107
231
194
1,61
71,
358
11C
ar B
ridg
e44
280
224+
220
74,
180
231
194
1,61
71,
358
12W
at K
ok K
ao45
793
222+
707
71,
513
231
194
1,61
71,
358
1311
4611
222
2+38
89
319
231
194
2,07
91,
746
14W
at L
atT
ipp
ayar
ot53
934
214+
566
77,
822
231
194
1,61
71,
358
15W
at N
ong
Ta
Ko
5698
621
1+51
47
3,05
223
119
41,
617
1,35
8
16W
at T
ai L
at59
089
209+
411
72,
103
231
194
1,61
71,
358
17W
at N
ong
Pho
6140
020
7+10
010
2,31
123
119
42,
310
1,94
0
18B
an N
ong
Mue
ang
6461
220
3+88
87
3,21
223
119
41,
617
1,35
8
19C
HP
- 21
6592
320
2+57
77
1,31
123
119
41,
617
1,35
8
2020
569
575
198+
925
103,
652
231
194
2,31
01,
940
No.
Rou
teD
ista
nce
Mar
k in
Loc
alR
epor
t
Dis
tanc
e fr
omP
revi
ous
Bri
dge
(m)
Cha
nnel
Wid
th (
m)
Are
a of
Bri
dge
Gir
der
(m2 )
W
here
Alt
-1: S
tand
ard
Cro
ss S
ecti
on, A
lt-2
: Cro
ss S
ecti
on w
ith
Slo
pe a
nd C
hann
el B
ed P
rote
ctio
n
Not
e: T
he lo
catio
n of
the
maj
or r
oads
was
list
ed in
the
loca
l rep
ort a
nd th
is ta
ble
is m
ade
of th
ose
info
rmat
ion.
-*
Onl
y ro
ad w
ith
rout
e nu
mbe
r be
cam
e ca
ndid
ate
of b
ridg
e in
Alt
-3.
Supporting Report Sector J: Table
Project for the Comprehensive Flood Management Planfor the Chao Phraya River Basin in the Kingdom of Thailand
T - 18 CTI Engineering International Co., Ltd. Oriental Consultants Co., Ltd. Nippon Koei Co., Ltd. CTI Engineering Co., Ltd.
T
ab. J
2.1.
13
Nu
mb
er o
f Aff
ecte
d M
ajor
Roa
d (
Eas
t D
iver
sion
Ch
ann
el, U
pst
ream
, Nor
th S
ide
of P
asak
Riv
er, Q
=1,
500m
3 /s, 2
/2)
Dis
tanc
eR
oad
Mar
kW
idth
(m)
Alt
-1A
lt-2
Alt
-1A
lt-2
2131
2474
717
193+
783
115,
142
231
194
2,54
12,
134
22N
ong
Sai K
ao75
900
192+
600
71,
183
231
194
1,61
71,
358
23C
ar B
ridg
e76
320
192+
180
742
023
119
41,
617
1,35
8
24W
at B
anK
hok
8041
318
8+87
74,
093
231
194
1,61
71,
358
25C
ar B
ridg
e84
597
183+
903
74,
184
231
194
1,61
71,
358
2630
1986
652
181+
848
72,
055
231
194
1,61
71,
358
27C
HP
- 5
9336
117
5+13
97
6,70
923
119
41,
617
1,35
8
28C
HP
- 23
9487
417
3+62
67
1,51
323
119
41,
617
1,35
8
29C
HP
- 6
9802
617
0+47
49
3,15
223
119
42,
079
1,74
6
30C
HP
- 7
9903
816
9+46
210
1,01
223
119
42,
310
1,94
0
31C
ar B
ridg
e99
418
169+
8214
380
231
194
3,23
42,
716
32C
HP
- 8
1010
9316
7+40
77
1,67
523
119
41,
617
1,35
8
33C
HP
- 9
1034
5616
5+44
72,
363
231
194
1,61
71,
358
3431
110
4489
164+
1110
1,03
323
119
42,
310
1,94
0
35C
HP
- 24
1096
4015
8+86
07
5,15
123
119
41,
617
1,35
8
36C
HP
- 25
1123
9215
6+10
87
2,75
223
119
41,
617
1,35
8
37C
HP
- 10
1158
1015
2+69
07
3,41
823
119
41,
617
1,35
8
38C
HP
- 26
1186
3414
9+86
67
2,82
423
119
41,
617
1,35
8
39C
ar B
ridg
e12
1383
147+
117
72,
749
231
194
1,61
71,
358
4030
2212
6459
142+
418
5,07
623
119
41,
848
1,55
2
41C
ar B
ridg
e12
7686
140+
814
101,
227
231
194
2,31
01,
940
4230
3413
0337
138+
163
102,
651
231
194
2,31
01,
940
4330
4813
3000
135+
500
82,
663
231
194
1,84
81,
552
84,5
4671
,004
No.
Rou
teD
ista
nce
Mar
k in
Loc
alR
epor
t
Dis
tanc
e fr
omP
revi
ous
Bri
dge
(m)
Cha
nnel
Wid
th (
m)
Are
a of
Bri
dge
Gir
der
(m2 )
Subt
otal
(U
pst
ream
)
Whe
re A
lt-1
: Sta
ndar
d C
ross
Sec
tion
, Alt
-2: C
ross
Sec
tion
wit
h S
lope
and
Cha
nnel
Bed
Pro
tect
ion
Not
e:
The
loca
tion
of
the
maj
or r
oads
was
list
ed in
the
loca
l rep
ort a
nd th
is ta
ble
is m
ade
of th
ose
info
rmat
ion.
-* O
nly
road
wit
h ro
ute
num
ber
beca
me
cand
idat
e of
bri
dge
in A
lt-3
.
Project for the Comprehensive Flood Management Plan for the Chao Phraya River Basin in the Kingdom of Thailand
Supporting ReportSector J: Table
CTI Engineering International Co., Ltd. Oriental Consultants Co., Ltd. Nippon Koei Co., Ltd. CTI Engineering Co., Ltd.
T - 19
Tab
. J2.
1.14
N
um
ber
of A
ffec
ted
Maj
or R
oad
(E
ast
Div
ersi
on C
han
nel
, Mid
dle
Str
eam
, Sou
th S
ide
of P
asak
Riv
er, Q
=1,
500m
3 /s)
Dis
tanc
eR
oad
Mar
kW
idth
(m)
Alt
-1A
lt-2
Alt
-1A
lt-2
1R
eua-
Sao
Hai
325
134+
675
7-
156
134
1,09
293
8
230
4148
8413
0+11
67
4,55
915
613
41,
092
938
330
6995
7012
5+43
07
4,68
615
613
41,
092
938
430
4113
797.
9312
1+20
27
4,22
815
613
41,
092
938
530
0914
779
120+
221
798
115
613
41,
092
938
632
919
377
115+
623
94,
598
156
134
1,40
41,
206
730
4321
928
113+
728
2,55
115
613
41,
248
1,07
2
81
2463
011
0+37
058
2,70
215
613
49,
048
7,77
2
940
0130
167
104+
833
75,
537
156
134
1,09
293
8
1030
6732
029.
1110
2+97
17
1,86
215
613
41,
092
938
1130
4535
190
99+
810
73,
161
156
134
1,09
293
8
12A
long
Klo
ngSa
m S
ip S
am38
418
96+
582
73,
228
156
134
1,09
293
8
21,5
2818
,492
Are
a of
Bri
dge
Gir
der
(m2 )
Subt
otal
(M
iddl
e St
ream
)
No.
Rou
teD
ista
nce
Mar
k in
Loc
alR
epor
t
Dis
tanc
e fr
omP
revi
ous
Bri
dge
(m)
Cha
nnel
Wid
th (
m)
W
here
Alt
-1: S
tand
ard
Cro
ss S
ecti
on, A
lt-2
: Cro
ss S
ecti
on w
ith
Slo
pe a
nd C
hann
el B
ed P
rote
ctio
n N
ote:
T
he lo
cati
on o
f th
e m
ajor
roa
ds w
as li
sted
in th
e lo
cal r
epor
t and
this
tabl
e is
mad
e of
thos
e in
form
atio
n.
-*
Onl
y ro
ad w
ith
rout
e nu
mbe
r be
cam
e ca
ndid
ate
of b
ridg
e in
Alt
-3.
Supporting Report Sector J: Table
Project for the Comprehensive Flood Management Planfor the Chao Phraya River Basin in the Kingdom of Thailand
T - 20 CTI Engineering International Co., Ltd. Oriental Consultants Co., Ltd. Nippon Koei Co., Ltd. CTI Engineering Co., Ltd.
T
ab. J
2.1.
15
Nu
mb
er o
f Aff
ecte
d M
ajor
Roa
d (
Eas
t D
iver
sion
Ch
ann
el, D
own
stre
am, S
outh
Sid
e of
Pas
ak R
iver
, Q =
1,50
0m3 /s
)
Dis
tanc
eR
oad
Mar
kW
idth
(m)
Alt
-1A
lt-2
Alt
-1A
lt-2
13A
long
Klo
ngSa
m S
ip S
ong
4176
0.53
93+
239
73,
343
351
291
1724
2,45
7
14A
long
Klo
ngSa
m S
ip E
t46
233.
488
+76
77
4,47
335
129
117
242,
457
15A
long
Klo
ngSa
m S
ip49
940.
2285
+60
73,
707
351
291
1724
2,45
7
1630
557
207.
5677
+79
222
7,26
735
129
117
247,
722
17A
long
klo
ngY
i Sip
Si
6254
1.95
72+
458
75,
334
351
291
1724
2,45
7
18A
long
Klo
ngY
i Sip
Sam
6577
9.71
69+
220
73,
238
351
291
1724
2,45
7
19A
long
klo
ngY
i Sip
Son
g69
028.
665
+97
17
3,24
935
129
117
242,
457
2033
6971
494.
4763
+50
67
2,46
635
129
117
242,
457
2133
1273
312
61+
688
71,
818
351
291
1724
2,45
7
22E
ntra
nce
ofB
an S
alad
aeng
8697
448
+26
713
,662
351
291
1724
2,45
7
2338
4189
137
45+
863
72,
163
351
291
1724
2,45
7
24E
ntra
nce
ofK
wan
g C
anal
9686
1.19
38+
139
77,
724
351
291
1724
2,45
7
2530
499
544.
5435
+45
520
2,68
335
129
117
247,
020
26R
oad
ofP
raw
etB
urir
om C
anal
1119
36.0
423
+64
712
,392
351
291
1724
2,45
7
277
1172
1917
+78
132
5,28
335
129
117
2411
,232
2834
1231
2011
+88
065
5,90
135
129
117
2422
,815
293
1335
93.6
051+
406
710
,474
351
291
1724
2,45
7
80,7
3066
,930
No.
Rou
teD
ista
nce
Mar
k in
Loc
alR
epor
t
Dis
tanc
e fr
omP
revi
ous
Bri
dge
(m)
Cha
nnel
Wid
th (
m)
Are
a of
Bri
dge
Gir
der
(m2 )
Subt
otal
(D
owns
trea
m)
W
here
Alt
-1: S
tand
ard
Cro
ss S
ecti
on, A
lt-2
: Cro
ss S
ecti
on w
ith
Slo
pe a
nd C
hann
el B
ed P
rote
ctio
n N
ote:
The
loca
tion
of
the
maj
or r
oads
was
list
ed in
the
loca
l rep
ort a
nd th
is ta
ble
is m
ade
of th
ose
info
rmat
ion.
-*
Onl
y ro
ad w
ith
rout
e nu
mbe
r be
cam
e ca
ndid
ate
of b
ridg
e in
Alt
-3.
Project for the Comprehensive Flood Management Plan for the Chao Phraya River Basin in the Kingdom of Thailand
Supporting ReportSector J: Table
CTI Engineering International Co., Ltd. Oriental Consultants Co., Ltd. Nippon Koei Co., Ltd. CTI Engineering Co., Ltd.
T - 21
Tab
. J2.
1.16
L
ocat
ion
an
d D
imen
sion
of
Can
al a
nd
Riv
er f
or S
iph
on S
tru
ctu
re C
ross
ing
Eas
t D
iver
sion
Ch
ann
el R
oute
(1/
2)
Wid
th (
m)
Dep
th (
m)
Req
uire
dH
eigh
t (m
)
Req
uire
d
Are
a (m
2 )
161
9145
.940
516
9515
6.45
815
7.5
9.37
514
1
262
6355
1692
566
2210
12.5
275
363
0822
1687
726
147
8.75
123
463
1662
1687
736
147
8.75
123
563
4697
1687
671
42
2.5
10
663
6249
1687
050
189
11.2
520
3
763
6447
1686
970
42
2.5
10
863
6631
1686
897
31.
51.
875
6
963
6875
1686
797
42
2.5
10
1063
8872
1685
987
63
3.75
23
1163
9170
1685
865
21
1.25
3
1264
0744
1685
226
136.
58.
125
106
1364
1333
1684
987
31.
51.
875
6
1464
1891
1684
761
63
3.75
23
1564
2293
1684
598
42
2.5
10
1664
3875
1683
938
21
1.25
3
1764
3971
1683
870
31.
51.
875
6
1864
4381
1683
485
42
2.5
10
1964
5147
1682
677
21
1.25
3
2064
5617
1682
184
3010
12.5
375
2165
1095
1677
798
73.
54.
375
31
2265
1700
1675
761
105
6.25
63
2365
1838
1675
350
2010
12.5
250
2465
2111
1674
336
31.
51.
875
6
2565
4097
1673
054
63
3.75
23
2665
7330
1673
700
21
1.25
3
2765
7762
1673
516
31.
51.
875
6
2865
8848
1673
070
21
1.25
3
2965
9649
1672
782
21
1.25
3
3065
9688
1672
764
21
1.25
3
3166
3634
1671
656
21
1.25
3
3266
4634
1671
369
21
1.25
3
3366
5282
1671
192
21
1.25
3
3466
5307
1671
181
21
1.25
3
3566
6515
1670
325
21
1.25
3
3666
7126
1668
601
31.
51.
875
6
3766
7246
1668
182
84
540
3866
7342
1667
869
84
540
3966
7987
1665
688
63
3.75
23
4066
8512
1663
922
84
540
4166
8790
1662
996
21
1.25
3
4266
8800
1662
966
21
1.25
3
No.
XY
Can
al/R
iver
Cul
vert
Wid
th (
m)
Dep
th (
m)
Req
uire
dH
eigh
t (m
)
Req
uire
d
Are
a (m
2 )
4366
9090
1661
979
21
1.25
3
4467
0149
1658
384
105
6.25
63
4567
0457
1657
307
94.
55.
625
51
4667
0719
1656
402
136.
58.
125
106
4767
0884
1655
797
21
1.25
3
4867
0911
1655
431
21
1.25
3
4967
0939
1655
057
42
2.5
10
5067
1001
1654
231
52.
53.
125
16
5167
1305
1652
993
52.
53.
125
16
5267
1521
1652
361
105
6.25
63
5367
1742
1651
705
52.
53.
125
16
5467
2048
1650
809
31.
51.
875
6
5567
2116
1650
606
42
2.5
10
5667
2080
1648
026
115.
56.
875
76
5767
2045
1647
743
84
540
5867
2039
1647
713
84
540
5967
2039
1647
071
21
1.25
3
6067
2181
1646
461
63
3.75
23
6167
3314
1645
645
21
1.25
3
6267
4087
1645
091
52.
53.
125
16
6367
5223
1644
314
115.
56.
875
76
6467
6312
1643
904
52.
53.
125
16
6567
6389
1643
827
189
11.2
520
3
6667
7650
1642
932
84
540
6768
4934
1626
747
63
3.75
23
6868
5121
1626
387
52.
53.
125
16
6968
5266
1626
103
63
3.75
23
7068
5899
1624
866
52.
53.
125
16
7168
6780
1624
163
31.
51.
875
6
7268
6995
1624
014
84
540
7368
7008
1624
004
42
2.5
10
7468
7188
1623
878
94.
55.
625
51
7568
7513
1623
194
42
2.5
10
7668
7540
1623
043
42
2.5
10
7768
7579
1622
817
31.
51.
875
6
7868
8064
1619
863
21
1.25
3
7968
6943
1616
731
94.
55.
625
51
8068
8695
1614
818
4910
12.5
613
8169
1523
1612
947
2110
12.5
263
4,07
3
8269
2999
.251
116
0914
2.77
83
1.5
1.87
56
8369
3412
.520
616
0789
1.08
214
78.
7512
3
No.
XY
Can
al/R
iver
Cul
vert
Subt
otal
(U
pst
ream
)
Supporting Report Sector J: Table
Project for the Comprehensive Flood Management Planfor the Chao Phraya River Basin in the Kingdom of Thailand
T - 22 CTI Engineering International Co., Ltd. Oriental Consultants Co., Ltd. Nippon Koei Co., Ltd. CTI Engineering Co., Ltd.
T
ab. J
2.1.
17
Loc
atio
n a
nd
Dim
ensi
on o
f C
anal
an
d R
iver
for
Sip
hon
Str
uct
ure
Cro
ssin
g E
ast
Div
ersi
on C
han
nel
Rou
te (
1/2)
Wid
th (
m)
Dep
th (
m)
Req
uire
dH
eigh
t (m
)
Req
uire
d
Are
a (m
2 )
8469
3704
.083
216
0722
6.08
220
1012
.525
0
8569
4255
.775
416
0621
2.87
13
1.5
1.87
56
8669
4945
.223
916
0494
9.30
16
33.
7523
8769
5124
.631
816
0462
2.11
720
1012
.525
0
8869
5323
.905
1604
251.
726
31.
51.
875
6
8969
6327
.194
116
0241
0.08
82
11.
253
9069
6535
.427
416
0202
9.02
22
11.
253
9169
6754
.167
516
0162
3.53
52.
53.
125
16
9269
8875
.943
315
9773
3.62
610
56.
2563
9369
9583
.288
415
9667
9.41
21
1.25
3
9469
9600
.821
315
9665
9.15
22
11.
253
9570
0557
.541
415
9540
2.83
92
11.
253
9670
1204
.954
1594
154.
638
31.
51.
875
6
9770
1240
.102
215
9369
2.92
28
45
40
9870
1242
.604
1593
665.
727
73.
54.
375
31
9970
1270
.108
115
9331
5.07
63
1.5
1.87
56
100
7014
21.0
967
1591
354.
056
63
3.75
23
101
7037
69.2
854
1588
148.
778
31.
51.
875
6
102
7044
11.0
784
1587
832.
642
126
7.5
90
103
7062
48.6
948
1586
930.
206
52.
53.
125
16
104
7063
68.5
321
1586
694.
994
52.
53.
125
16
105
7067
26.1
414
1585
862.
707
31.
51.
875
6
106
7066
51.7
932
1584
598.
924
105
6.25
63
107
7066
67.5
905
1583
970.
408
94.
55.
625
51
108
7073
73.8
512
1582
546.
679
115.
56.
875
76
109
7080
97.2
9515
8108
8.33
935
1012
.543
8
110
7088
17.7
453
1579
635.
408
63
3.75
23
111
7089
52.2
076
1579
359.
575
84
540
112
7092
10.2
505
1578
840.
336
33.
7523
113
7100
68.5
396
1577
107.
008
105
6.25
63
114
7102
53.3
362
1576
739.
976
4410
12.5
550
2,32
5
115
7122
36.8
898
1560
099.
797
4810
12.5
600
116
7124
39.8
036
1556
519.
903
3410
12.5
425
117
7128
17.0
917
1554
927.
605
3310
12.5
413
118
7128
41.2
815
1551
693.
958
3910
12.5
488
119
7128
63.2
519
1548
451.
713
2810
12.5
350
120
7124
62.0
142
1546
768.
466
42
2.5
10
121
7116
48.2
315
4591
0.59
430
1012
.537
5
122
7106
27.9
282
1544
838.
784
4010
12.5
500
123
7099
50.7
332
1531
469.
632
2110
12.5
263
124
7100
70.0
4115
3109
5.59
826
1012
.532
5
No.
XY
Can
al/R
iver
Cul
vert
Subt
otal
(M
iddl
e St
ream
)
Wid
th (
m)
Dep
th (
m)
Req
uire
dH
eigh
t (m
)
Req
uire
d
Are
a (m
2 )
125
7105
10.6
539
1529
704.
893
84
540
126
7107
99.7
422
1528
786.
907
2110
12.5
263
127
7111
97.1
782
1528
303.
878
4810
12.5
600
128
7157
28.6
949
1524
449.
038
3210
12.5
400
129
7158
26.0
573
1524
241.
067
105
6.25
63
130
7160
77.7
568
1522
992.
222
2810
12.5
350
131
7155
06.0
456
1521
900.
245
178.
510
.625
181
132
7147
88.1
921
1520
993.
689
73.
54.
375
31
133
7145
91.7
523
1520
740.
448
42
2.5
10
134
7137
37.2
159
1519
647.
416
2910
12.5
363
135
7117
11.4
018
1516
986.
195
2010
12.5
250
136
7112
98.2
666
1516
392.
299
84
540
137
7109
04.1
824
1515
828.
529
2110
12.5
263
138
7100
89.4
995
1514
661.
873
31.
51.
875
6
139
7099
05.6
355
1514
398.
283
126
7.5
90
140
7084
60.4
132
1512
330.
098
3110
12.5
388
141
7082
71.9
012
1512
057.
076
105
6.25
63
142
7073
61.3
243
1510
755.
321
2810
12.5
350
143
7070
96.4
909
1509
989.
56
33.
7523
144
7069
99.1
905
1509
470.
412
199.
511
.875
226
145
7069
73.9
902
1508
408.
023
2910
12.5
363
146
7071
54.1
871
1506
947.
455
63
3.75
23
147
7068
32.6
697
1506
287.
167
2410
12.5
300
148
7063
34.8
821
1505
274.
191
3010
12.5
375
149
7056
49.1
628
1503
872.
199
189
11.2
520
3
150
7055
51.4
954
1503
673.
453
63
3.75
23
151
7048
59.2
0615
0112
9.66
711
5.5
6.87
576
152
7041
43.9
256
1500
724.
907
3910
12.5
488
153
7033
83.3
605
1499
460.
772
105
6.25
63
154
7023
95.5
556
1496
521.
352
2210
12.5
275
155
7023
69.4
063
1495
655.
823
157.
59.
375
141
156
7018
20.8
263
1492
212.
068
3510
12.5
438
157
7018
04.8
902
1492
143.
112
84
540
13,3
46
No.
XY
Can
al/R
iver
Cul
vert
Subt
otal
(D
owns
trea
m)
Project for the Comprehensive Flood Management Plan for the Chao Phraya River Basin in the Kingdom of Thailand
Supporting ReportSector J: Table
CTI Engineering International Co., Ltd. Oriental Consultants Co., Ltd. Nippon Koei Co., Ltd. CTI Engineering Co., Ltd.
T - 23
Tab
. J3.
1.1
Su
mm
ary
on Q
uan
tity
for
Con
stru
ctio
n o
f W
est
Div
ersi
on C
han
nel
QE
xcav
atio
nE
mba
nkm
ent
Ban
k Sl
ope
Site
Cle
aran
ceSi
pho
nL
engt
h*
(m3 /s
)(m
3 )(m
3 )(m
2 )(m
illio
n m
2 )(m
)
0km
-70k
m97
,677
,000
1,81
7,00
03,
813,
000
16.9
330
622,
000
260
70km
-223
km12
4,29
2,00
04,
415,
000
7,71
0,00
026
.763
01,
367,
000
188
Tot
al22
1,96
9,00
06,
232,
000
11,5
23,0
0043
.696
01,
989,
000
448
0km
-70k
m81
,725
,000
1,81
7,00
03,
813,
000
14.8
489,
100,
000
622,
000
230
70km
-223
km10
3,12
5,00
04,
415,
000
7,71
0,00
023
.691
11,4
75,0
001,
367,
000
168
Tot
al18
4,85
0,00
06,
232,
000
11,5
23,0
0038
.538
20,5
75,0
001,
989,
000
398
0km
-70k
m48
,551
,000
7,38
6,00
01,
668,
000
109.
101
01,
812,
000
72
70km
-223
km18
3,49
8,00
09,
766,
000
3,83
6,00
011
2.52
80
2,56
1,00
052
Tot
al23
2,04
9,00
017
,152
,000
5,50
4,00
022
1.62
90
4,37
3,00
012
4
0km
-70k
m14
6,59
8,00
01,
817,
000
3,81
3,00
023
.327
062
2,00
035
2
70km
-223
km18
5,68
8,00
04,
415,
000
7,71
0,00
035
.675
01,
367,
000
246
Tot
al33
2,28
6,00
06,
232,
000
11,5
23,0
0059
.001
01,
989,
000
598
0.02
5
West Diversion Channel
1,00
0
Ait
-10.
025
Ait
-20.
02
Ait
-30.
035
1,50
0A
it-1
Cha
nnel
Alt
erna
tive
Dis
tanc
e M
ark
Rou
ghne
ssC
oeff
icie
nt
Lin
ing
at
Bot
tom
(m
2 )So
ddin
g (m
2 )
W
here
Alt
-1: S
tand
ard
Cro
ss S
ecti
on, A
lt-2
: Cro
ss S
ecti
on w
ith S
lope
and
Cha
nnel
Bed
Pro
tect
ion,
Alt
-3: C
ross
Sec
tion
wit
h E
mph
asis
of
Hei
ghte
ning
S
ipho
ns in
Alt
-3 g
o th
roug
h un
der
the
dike
s in
bot
h si
des
only
, not
und
er th
e ch
anne
l.
Supporting Report Sector J: Table
Project for the Comprehensive Flood Management Planfor the Chao Phraya River Basin in the Kingdom of Thailand
T - 24 CTI Engineering International Co., Ltd. Oriental Consultants Co., Ltd. Nippon Koei Co., Ltd. CTI Engineering Co., Ltd.
Tab
. J3.
1.2
Qu
anti
ty f
or C
onst
ruct
ion
of
Wes
t D
iver
sion
Ch
ann
el (
Q =
1,0
00 m
3 /s, A
lt-1
)
0-
-63
0.93
616
02.
064
6.93
61,
254
3454
246
12.3
84-
--
-
1010
-5.8
563.
144
2.75
416
00.
398.
611,
600
554
236
2.34
14,2
70,4
0319
5,00
054
0,00
02.
4173
,620
2010
-5.7
123.
288
3.89
116
0-0
.603
9.60
31,
813
057
.62
238
017
,065
,646
25,0
0055
8,10
02.
3711
,700
3010
-5.5
683.
432
2.57
916
00.
853
8.14
71,
503
1154
239
5.11
816
,578
,869
55,0
0055
8,10
02.
385
25,5
90
4010
-5.4
243.
576
116
02.
576
6.42
41,
152
4654
249
15.4
5613
,271
,421
285,
000
540,
000
2.44
102,
870
5010
-5.2
813.
719
116
02.
719
6.28
11,
123
5054
250
16.3
1411
,374
,782
480,
000
540,
000
2.49
515
8,85
0
6010
-5.1
373.
863
116
02.
863
6.13
71,
095
5454
251
17.1
7811
,091
,106
520,
000
540,
000
2.50
516
7,46
0
69.5
9.5
-54
4.80
716
0-0
.807
9.80
71,
858
058
.85
239
014
,024
,661
256,
500
536,
038
2.32
881
,596
1.25
77.
743
244
97,6
76,8
881,
816,
500
3,81
2,23
816
.933
621,
686
700.
5-4
44.
0395
-0.0
38.
0395
60
48.1
816
30
703,
487
026
,758
0.10
10
8010
-2.9
85.
024.
398
950.
622
7.37
886
48
4816
73.
732
9,10
2,53
740
,000
480,
900
1.65
18,6
60
9010
-1.9
616.
039
5.27
695
0.76
37.
237
845
1048
168
4.57
88,
544,
261
90,0
0048
0,00
01.
675
41,5
50
100
10-0
.941
7.05
95.
237
951.
822
6.17
870
129
4817
410
.932
7,73
0,25
319
5,00
048
0,00
01.
7177
,550
110
100.
078
8.07
83.
406
954.
672
3.32
834
911
348
191
28.0
325,
254,
000
710,
000
480,
000
1.82
519
4,82
0
120
101.
098
9.09
84.
507
954.
591
3.40
935
911
048
191
27.5
463,
540,
528
1,11
5,00
048
0,00
01.
9127
7,89
0
130
102.
118
10.1
1812
.472
95-2
.354
10.3
541,
305
062
.13
177
08,
319,
824
550,
000
550,
650
1.84
137,
730
140
103.
137
11.1
3710
.792
950.
345
7.65
590
34
4816
52.
0711
,041
,341
20,0
0055
0,65
01.
7110
,350
150
104.
157
12.1
5711
.317
950.
847.
1683
411
4816
85.
048,
685,
095
75,0
0048
0,00
01.
665
35,5
50
160
105.
176
13.1
7611
.283
951.
893
6.10
769
230
4817
411
.358
7,63
0,24
120
5,00
048
0,00
01.
7181
,990
170
106.
196
14.1
9612
.744
951.
452
6.54
875
121
4817
28.
712
7,21
3,70
225
5,00
048
0,00
01.
7310
0,35
0
180
107.
216
15.2
1617
.555
95-2
.339
10.3
391,
303
062
.04
177
010
,267
,894
105,
000
550,
200
1.74
543
,560
190
108.
235
16.2
3515
.591
950.
644
7.35
686
18
4816
73.
864
10,8
20,2
1040
,000
550,
200
1.72
19,3
20
200
109.
255
17.2
5518
.195
95-0
.94
8.94
1,08
90
53.6
416
90
9,75
1,11
640
,000
508,
200
1.68
19,3
20
210
1010
.275
18.2
7514
.978
953.
297
4.70
351
366
4818
319
.782
8,01
1,05
333
0,00
050
8,20
01.
7698
,910
220
1011
.294
19.2
9417
.043
952.
251
5.74
964
538
4817
713
.506
5,79
2,23
952
0,00
048
0,00
01.
816
6,44
0
223
311
.619
.617
.077
952.
523
5.47
761
045
4817
815
.138
1,88
3,42
412
4,50
014
4,00
00.
533
42,9
66
223
--
--
1.18
6.82
174
124,
291,
205
4,41
4,50
07,
709,
758
26.7
631,
366,
956
Dik
e H
eigh
t(m
)D
ista
nce
(km
)
Acc
umul
ated
Dis
tanc
e(k
m)
3 4 5 6 7 8
Ban
k Sl
ope
(m2)
Site
Cle
aran
ce(k
m2)
Sodd
ing
(m2)
Sect
ion
Num
ber
1 2
Em
bank
men
t(m
2)B
ank
Slop
e(m
)Si
te C
lear
ance
(m)
Sodd
ing
(m)
Exc
avat
ion
(m3)
Em
bank
men
t(m
3)
Ele
vati
on o
fD
esig
n R
iver
Bed
(m
)
Ele
vati
on o
fD
esig
n C
rest
(m)
Ele
vati
on o
fG
roun
d L
evel
(m)*
Wid
th o
fR
iver
Bed
(m)
Exc
avat
ion
Dep
th(m
)
Exc
avat
ion
(m2)
20 21 22 23 24 2514 15 16 17 18 19
Tot
al o
r A
vera
ge 9 1110 12 13
Tot
al o
r A
vera
ge
*Sip
hon
leng
th w
as b
ased
on
the
aver
age
wid
th o
f th
e si
te c
lear
ance
and
twic
e of
exc
avat
ion
dept
h.
Project for the Comprehensive Flood Management Plan for the Chao Phraya River Basin in the Kingdom of Thailand
Supporting ReportSector J: Table
CTI Engineering International Co., Ltd. Oriental Consultants Co., Ltd. Nippon Koei Co., Ltd. CTI Engineering Co., Ltd.
T - 25
Tab
. J3.
1.3
Qu
anti
ty f
or C
onst
ruct
ion
of
Wes
t D
iver
sion
Ch
ann
el (
Q =
1,0
00 m
3 /s, A
lt-2
)
0-
-63
0.93
613
02.
064
6.93
61,
046
3454
216
12.3
84-
--
-
1010
-5.8
563.
144
2.75
413
00.
398.
611,
342
554
206
2.34
11,9
38,5
0319
5,00
054
0,00
02.
1173
,620
2010
-5.7
123.
288
3.89
113
0-
9.60
31,
525
057
.62
208
014
,333
,696
25,0
0055
8,10
02.
0711
,700
3010
-5.5
683.
432
2.57
913
00.
853
8.14
71,
258
1154
209
5.11
813
,916
,369
55,0
0055
8,10
02.
085
25,5
90
4010
-5.4
243.
576
113
02.
576
6.42
495
946
5421
915
.456
11,0
85,7
7128
5,00
054
0,00
02.
1410
2,87
0
5010
-5.2
813.
719
113
02.
719
6.28
193
550
5422
016
.314
9,46
9,03
248
0,00
054
0,00
02.
195
158,
850
6010
-5.1
373.
863
113
02.
863
6.13
791
154
5422
117
.178
9,22
8,40
652
0,00
054
0,00
02.
205
167,
460
69.5
9.5
-54
4.80
713
0-
9.80
71,
563
058
.85
209
011
,752
,641
256,
500
536,
038
2.04
381
,596
1.25
77.
743
214
081
,724
,418
1,81
6,50
03,
812,
238
14.8
4862
1,68
6
700.
5-4
44.
0375
-8.
0379
60
48.1
814
30
589,
784
026
,758
0.08
80
8010
-2.9
85.
024.
398
750.
622
7.37
871
78
4814
73.
732
7,56
1,73
740
,000
480,
900
1.45
18,6
60
9010
-1.9
616.
039
5.27
675
0.76
37.
237
700
1048
148
4.57
87,
082,
761
90,0
0048
0,00
01.
475
41,5
50
100
10-0
.941
7.05
95.
237
751.
822
6.17
857
829
4815
410
.932
6,38
8,75
319
5,00
048
0,00
01.
5177
,550
110
100.
078
8.07
83.
406
754.
672
3.32
828
311
348
171
28.0
324,
303,
400
710,
000
480,
000
1.62
519
4,82
0
120
101.
098
9.09
84.
507
754.
591
3.40
929
111
048
171
27.5
462,
866,
828
1,11
5,00
048
0,00
01.
7127
7,89
0
130
102.
118
10.1
1812
.472
75-
10.3
541,
098
062
.13
157
06,
943,
524
550,
000
550,
650
1.64
137,
730
140
103.
137
11.1
3710
.792
750.
345
7.65
575
04
4814
52.
079,
240,
441
20,0
0055
0,65
01.
5110
,350
150
104.
157
12.1
5711
.317
750.
847.
1669
111
4814
85.
047,
203,
595
75,0
0048
0,00
01.
465
35,5
50
160
105.
176
13.1
7611
.283
751.
893
6.10
757
030
4815
411
.358
6,30
3,54
120
5,00
048
0,00
01.
5181
,990
170
106.
196
14.1
9612
.744
751.
452
6.54
862
021
4815
28.
712
5,94
8,20
225
5,00
048
0,00
01.
5310
0,35
0
180
107.
216
15.2
1617
.555
75-
10.3
391,
096
062
.04
157
08,
579,
194
105,
000
550,
200
1.54
543
,560
190
108.
235
16.2
3515
.591
750.
644
7.35
671
48
4814
73.
864
9,05
0,71
040
,000
550,
200
1.52
19,3
20
200
109.
255
17.2
5518
.195
75-
8.94
910
053
.64
149
08,
121,
516
40,0
0050
8,20
01.
4819
,320
210
1010
.275
18.2
7514
.978
753.
297
4.70
341
966
4816
319
.782
6,64
6,75
333
0,00
050
8,20
01.
5698
,910
220
1011
.294
19.2
9417
.043
752.
251
5.74
953
038
4815
713
.506
4,74
7,03
952
0,00
048
0,00
01.
616
6,44
0
223
311
.619
.617
.077
752.
523
5.47
750
145
4815
815
.138
1,54
6,64
412
4,50
014
4,00
00.
473
42,9
66
223
--
--
1.18
6.82
154
103,
124,
422
4,41
4,50
07,
709,
758
23.6
911,
366,
956
Dik
e H
eigh
t(m
)
19 209 10 11 12 13 144 5 6 7 8
Tot
al o
r A
vera
ge
Sect
ion
Num
ber
1 2 3
Exc
avat
ion
(m3)
Em
bank
men
t(m
3)B
ank
Slop
e(m
2)Si
te C
lear
ance
(km
2)So
ddin
g(m
2)
Exc
avat
ion
Dep
th(m
)
Exc
avat
ion
(m2)
Em
bank
men
t(m
2)B
ank
Slop
e(m
)Si
te C
lear
ance
(m)
Sodd
ing
(m)
Acc
umul
ated
Dis
tanc
e(k
m)
Dis
tanc
e(k
m)
Ele
vati
on o
fD
esig
n R
iver
Bed
(m
)
Ele
vati
on o
fD
esig
n C
rest
(m)
Ele
vati
on o
fG
roun
d L
evel
(m)*
Wid
th o
fR
iver
Bed
(m)
21 22 23 24 25
Tot
al o
r A
vera
ge15 16 17 18
Supporting Report Sector J: Table
Project for the Comprehensive Flood Management Planfor the Chao Phraya River Basin in the Kingdom of Thailand
T - 26 CTI Engineering International Co., Ltd. Oriental Consultants Co., Ltd. Nippon Koei Co., Ltd. CTI Engineering Co., Ltd.
Tab
. J3.
1.4
Qu
anti
ty f
or C
onst
ruct
ion
of
Wes
t D
iver
sion
Ch
ann
el (
Q =
1,0
00 m
3 /s, A
lt-3
)
0-
26
0.93
615
005.
064
- 0
128
241,
574
30.3
84-
--
-
1010
2.14
36.
143
2.75
415
003.
389
0.61
191
869
241,
564
20.3
344,
588,
100
985,
000
240,
000
15.6
925
3,59
0
2010
2.28
66.
286
3.89
115
002.
395
1.60
52,
415
4224
1,55
814
.37
16,6
64,2
4155
5,00
024
0,00
015
.61
173,
520
3010
2.42
96.
429
2.57
915
003.
850.
1522
583
241,
567
23.1
13,2
01,4
7862
5,00
024
0,00
015
.625
187,
350
4010
2.57
16.
571
115
005.
571
- 0
149
241,
577
33.4
261,
125,
338
1,16
0,00
024
0,00
015
.72
282,
630
5010
2.71
46.
714
115
005.
714
- 0
156
241,
578
34.2
840
1,52
5,00
024
0,00
015
.775
338,
550
6010
2.85
76.
857
115
005.
857
- 0
162
241,
579
35.1
420
1,59
0,00
024
0,00
015
.785
347,
130
69.5
9.5
2.99
36.
993
4.80
715
002.
186
1.81
42,
731
3724
1,55
713
.116
12,9
71,6
4194
5,25
022
8,00
014
.896
229,
226
4.25
3-
1,56
948
,550
,798
7,38
5,25
01,
668,
000
109.
101
1,81
1,99
6
700.
53
74.
0367
02.
971.
0369
357
2473
217
.82
856,
039
23,5
0012
,000
0.57
24,
455
8010
3.82
47.
824
4.39
867
03.
426
0.57
438
670
2473
520
.556
5,39
4,25
663
5,00
024
0,00
07.
335
191,
880
9010
4.64
78.
647
5.27
667
03.
371
0.62
942
368
2473
420
.226
4,04
0,92
769
0,00
024
0,00
07.
345
203,
910
100
105.
471
9.47
15.
237
670
4.23
4-
097
2473
925
.404
2,11
3,08
582
5,00
024
0,00
07.
365
228,
150
110
106.
294
10.2
943.
406
670
6.88
80
212
2475
541
.328
01,
545,
000
240,
000
7.47
333,
660
120
107.
118
11.1
184.
507
670
6.61
10
198
2475
439
.666
02,
050,
000
240,
000
7.54
540
4,97
0
130
107.
941
11.9
4112
.472
670
-0.5
314.
531
3,09
70
27.1
971
70
15,4
86,8
0099
0,00
025
5,95
07.
355
198,
330
140
108.
765
12.7
6510
.792
670
1.97
32.
027
1,37
032
2472
611
.838
22,3
38,8
8116
0,00
025
5,95
07.
215
59,1
90
150
109.
588
13.5
8811
.317
670
2.27
11.
729
1,16
739
2472
813
.626
12,6
89,0
7335
5,00
024
0,00
07.
2712
7,32
0
160
1010
.412
14.4
1211
.283
670
3.12
90.
871
586
6124
733
18.7
748,
766,
222
500,
000
240,
000
7.30
516
2,00
0
170
1011
.235
15.2
3512
.744
670
2.49
11.
509
1,01
844
2472
914
.946
8,01
8,53
652
5,00
024
0,00
07.
3116
8,60
0
180
1012
.059
16.0
5917
.555
670
-1.4
965.
496
3,77
30
32.9
872
30
23,9
53,9
9722
0,00
028
4,90
07.
2674
,730
190
1012
.882
16.8
8215
.591
670
1.29
12.
709
1,83
718
2472
27.
746
28,0
49,9
2190
,000
284,
900
7.22
538
,730
200
1013
.706
17.7
0618
.195
670
-0.4
894.
489
3,06
80
26.9
471
70
24,5
25,6
4890
,000
254,
700
7.19
538
,730
210
1014
.529
18.5
2914
.978
670
3.55
10.
449
301
7424
735
21.3
0616
,847
,591
370,
000
254,
700
7.26
106,
530
220
1015
.353
19.3
5317
.043
670
2.31
1.69
1,14
140
2472
813
.86
7,21
1,51
657
0,00
024
0,00
07.
315
175,
830
223
315
.619
.617
.077
670
2.52
31.
477
996
4524
729
15.1
383,
205,
505
127,
500
72,0
002.
186
43,4
97
223
--
--
2.61
91.
381
732
183,
497,
997
9,76
6,00
03,
835,
100
112.
528
2,56
0,51
2
Dik
e H
eigh
t(m
)
1
Ele
vati
on o
fD
esig
n C
rest
(m)
Ele
vati
on o
fG
roun
d L
evel
(m)*
Wid
th o
fR
iver
Bed
(m)
Exc
avat
ion
Dep
th(m
)
Ele
vati
on o
fD
esig
n R
iver
Bed
(m
)
19 20 21 22 23 2413 14 15 16 17 188
Tot
al o
r A
vera
ge 9 10 11 122 3 4 5 6 7
Em
bank
men
t(m
3)B
ank
Slop
e(m
2)Si
te C
lear
ance
(km
2)So
ddin
g(m
2)E
xcav
atio
n(m
2)E
mba
nkm
ent
(m2)
Ban
k Sl
ope
(m)
Site
Cle
aran
ce(m
)So
ddin
g(m
)E
xcav
atio
n(m
3)
25
Tot
al o
r A
vera
ge
Sect
ion
Num
ber
Acc
umul
ated
Dis
tanc
e(k
m)
Dis
tanc
e(k
m)
Project for the Comprehensive Flood Management Plan for the Chao Phraya River Basin in the Kingdom of Thailand
Supporting ReportSector J: Table
CTI Engineering International Co., Ltd. Oriental Consultants Co., Ltd. Nippon Koei Co., Ltd. CTI Engineering Co., Ltd.
T - 27
Tab
. J3.
1.5
Qu
anti
ty f
or C
onst
ruct
ion
of
Wes
t D
iver
sion
Ch
ann
el (
Q =
1,5
00 m
3 /s, A
lt-1
)
0-
-63
0.93
625
22.
064
6.93
61,
892
3454
338
12.3
84-
--
-
1010
-5.8
563.
144
2.75
425
20.
398.
612,
392
554
328
2.34
21,4
21,5
6319
5,00
054
0,00
03.
3373
,620
2010
-5.7
123.
288
3.89
125
2-0
.603
9.60
32,
697
057
.62
330
025
,443
,626
25,0
0055
8,10
03.
2911
,700
3010
-5.5
683.
432
2.57
925
20.
853
8.14
72,
252
1154
331
5.11
824
,743
,869
55,0
0055
8,10
03.
305
25,5
90
4010
-5.4
243.
576
125
22.
576
6.42
41,
743
4654
341
15.4
5619
,974
,081
285,
000
540,
000
3.36
102,
870
5010
-5.2
813.
719
125
22.
719
6.28
11,
701
5054
342
16.3
1417
,219
,082
480,
000
540,
000
3.41
515
8,85
0
6010
-5.1
373.
863
125
22.
863
6.13
71,
660
5454
343
17.1
7816
,803
,386
520,
000
540,
000
3.42
516
7,46
0
69.5
9.5
-54
4.80
725
2-0
.807
9.80
72,
760
058
.85
331
020
,992
,189
256,
500
536,
038
3.20
281
,596
1.25
77.
743
336
146,
597,
796
1,81
6,50
03,
812,
238
23.3
2762
1,68
6
700.
5-4
44.
0315
3-0
.03
8.03
1,42
20
48.1
822
10
1,04
5,48
30
26,7
580.
138
0
8010
-2.9
85.
024.
398
153
0.62
27.
378
1,29
28
4822
53.
732
13,5
70,8
5740
,000
480,
900
2.23
18,6
60
9010
-1.9
616.
039
5.27
615
30.
763
7.23
71,
264
1048
226
4.57
812
,782
,611
90,0
0048
0,00
02.
255
41,5
50
100
10-0
.941
7.05
95.
237
153
1.82
26.
178
1,06
029
4823
210
.932
11,6
20,6
0319
5,00
048
0,00
02.
2977
,550
110
100.
078
8.07
83.
406
153
4.67
23.
328
542
113
4824
928
.032
8,01
0,74
071
0,00
048
0,00
02.
405
194,
820
120
101.
098
9.09
84.
507
153
4.59
13.
409
556
110
4824
927
.546
5,49
4,25
81,
115,
000
480,
000
2.49
277,
890
130
102.
118
10.1
1812
.472
153
-2.3
5410
.354
1,90
60
62.1
323
50
12,3
11,0
9455
0,00
055
0,65
02.
4213
7,73
0
140
103.
137
11.1
3710
.792
153
0.34
57.
655
1,34
74
4822
32.
0716
,263
,951
20,0
0055
0,65
02.
2910
,350
150
104.
157
12.1
5711
.317
153
0.84
7.16
1,24
911
4822
65.
0412
,981
,445
75,0
0048
0,00
02.
245
35,5
50
160
105.
176
13.1
7611
.283
153
1.89
36.
107
1,04
630
4823
211
.358
11,4
77,6
7120
5,00
048
0,00
02.
2981
,990
170
106.
196
14.1
9612
.744
153
1.45
26.
548
1,13
021
4823
08.
712
10,8
83,6
5225
5,00
048
0,00
02.
3110
0,35
0
180
107.
216
15.2
1617
.555
153
-2.3
3910
.339
1,90
30
62.0
423
50
15,1
65,1
2410
5,00
055
0,20
02.
325
43,5
60
190
108.
235
16.2
3515
.591
153
0.64
47.
356
1,28
88
4822
53.
864
15,9
51,7
6040
,000
550,
200
2.3
19,3
20
200
109.
255
17.2
5518
.195
153
-0.9
48.
941,
608
053
.64
227
014
,476
,956
40,0
0050
8,20
02.
2619
,320
210
1010
.275
18.2
7514
.978
153
3.29
74.
703
786
6648
241
19.7
8211
,967
,523
330,
000
508,
200
2.34
98,9
10
220
1011
.294
19.2
9417
.043
153
2.25
15.
749
979
3848
235
13.5
068,
823,
319
520,
000
480,
000
2.38
166,
440
223
311
.619
.617
.077
153
2.52
35.
477
928
4548
236
15.1
382,
860,
086
124,
500
144,
000
0.70
742
,966
223
--
--
1.18
6.82
232
185,
687,
133
4,41
4,50
07,
709,
758
35.6
751,
366,
956
Dik
e H
eigh
t(m
)
Tot
al o
r A
vera
ge 9 10 11 122 3 4 5 6 7
Sect
ion
Num
ber
1
Ele
vati
on o
fG
roun
d L
evel
(m)*
Wid
th o
fR
iver
Bed
(m)
Exc
avat
ion
Dep
th(m
)
Exc
avat
ion
(m2)
Ban
k Sl
ope
(m2)
Site
Cle
aran
ce(k
m2)
Sodd
ing
(m2)
Em
bank
men
t(m
2)B
ank
Slop
e(m
)Si
te C
lear
ance
(m)
Sodd
ing
(m)
Exc
avat
ion
(m3)
Em
bank
men
t(m
3)
25
Tot
al o
r A
vera
ge
Acc
umul
ated
Dis
tanc
e(k
m)
Dis
tanc
e(k
m)
Ele
vati
on o
fD
esig
n R
iver
Bed
(m
)
Ele
vati
on o
fD
esig
n C
rest
(m)
19 20 21 22 23 2413 14 15 16 17 188
Supporting Report Sector J: Table
Project for the Comprehensive Flood Management Planfor the Chao Phraya River Basin in the Kingdom of Thailand
T - 28 CTI Engineering International Co., Ltd. Oriental Consultants Co., Ltd. Nippon Koei Co., Ltd. CTI Engineering Co., Ltd.
Tab
. J3.
1.6
Nu
mb
er o
f Aff
ecte
d H
ouse
an
d F
acto
ry a
lon
g W
est
Div
ersi
on C
han
nel
Hou
seF
acto
ryH
ouse
Fac
tory
Hou
seF
acto
ry
0km
-70k
m78
310
700
962
2567
70km
-Top
798
1169
79
4945
30
Are
aA
lt-1
Alt
-2A
lt-3
W
here
Alt
-1: S
tand
ard
Cro
ss S
ecti
on, A
lt-2
: Cro
ss S
ecti
on w
ith S
lope
and
Cha
nnel
Bed
Pro
tect
ion,
Alt
-3: C
ross
Sec
tion
wit
h E
mph
asis
of
Hei
ghte
ning
Tab
. J3.
1.7
Nu
mb
er o
f S
CC
an
d S
DC
M o
f W
est
Div
ersi
on C
han
nel
SCC
SDC
M-1
SDC
M-2
SCC
SDC
M-1
SDC
M-2
SCC
SDC
M-1
SDC
M-2
3,52
8,00
050
4,00
03,
150,
000
3,52
8,00
050
4,00
03,
150,
000
00
1,05
0,00
0
2,07
2,00
022
2,00
01,
295,
000
2,07
2,00
022
2,00
01,
295,
000
00
431,
667
5,60
0,00
05,
600,
000
0
Alt
-1A
lt-2
Alt
-3
5,17
1,00
05,
171,
000
1,48
1,66
7
0km
to
25.2
km
25.2
km t
o 40
.0km
Tot
al
Are
a
W
here
Alt
-1: S
tand
ard
Cro
ss S
ecti
on, A
lt-2
: Cro
ss S
ecti
on w
ith S
lope
and
Cha
nnel
Bed
Pro
tect
ion,
Alt
-3: C
ross
Sec
tion
wit
h E
mph
asis
of
Hei
ghte
ning
Project for the Comprehensive Flood Management Plan for the Chao Phraya River Basin in the Kingdom of Thailand
Supporting ReportSector J: Table
CTI Engineering International Co., Ltd. Oriental Consultants Co., Ltd. Nippon Koei Co., Ltd. CTI Engineering Co., Ltd.
T - 29
Tab
. J3.
1.8
Nu
mb
er o
f Aff
ecte
d M
ajor
Roa
d (
Wes
t D
iver
sion
Ch
ann
el, Q
=1,
000m
3 /s)
Roa
d
Wid
th
(m)
Alt
-1A
lt-2
Alt
-3A
lt-1
Alt
-2A
lt-3
131
8361
3536
.475
816
8375
3.57
69
-14
312
369
41,
287
1,10
76,
246
233
5060
9747
.582
716
4403
2.33
710
39,9
0214
312
369
41,
430
1,23
06,
940
335
0260
7574
.002
216
3669
7.63
69
7,65
014
312
369
41,
287
1,10
76,
246
433
6560
9127
.973
316
3256
3.42
810
4,41
714
312
369
41,
430
1,23
06,
940
532
6460
6284
.817
1618
551.
809
1314
,297
143
123
694
1,85
91,
599
9,02
2
633
359
8547
.498
916
0498
8.76
611
15,6
1514
312
369
41,
573
1,35
37,
634
733
359
7405
.911
315
9388
4.08
312
11,1
6314
312
369
41,
716
1,47
68,
328
832
159
9793
.444
415
9093
1.51
928
3,79
714
312
369
44,
004
3,44
419
,432
20,5
0212
,546
70,7
88
932
159
4651
.076
615
8302
4.20
828
9,43
221
418
415
245,
992
5,15
242
,672
1032
7559
6664
.408
215
7338
7.69
210
9,84
521
418
415
242,
140
1,84
015
,240
1134
4059
7266
.256
315
7132
9.62
110
2,14
421
418
415
242,
140
1,84
015
,240
1233
8760
2898
.944
515
6467
4.86
912
8,71
921
418
415
242,
568
2,20
818
,288
1332
160
6442
.336
315
6141
1.55
132
4,81
721
418
415
246,
848
5,88
848
,768
1432
160
7028
.196
815
5204
4.01
232
9,38
621
418
415
246,
848
5,88
848
,768
1530
4060
7006
.415
215
5191
0.39
320
135
214
184
1524
4,28
03,
680
30,4
80
1634
660
6476
.016
1548
691.
483
183,
262
214
184
1524
3,85
23,
312
27,4
32
174
6056
78.5
764
1525
681.
142
3523
,024
214
184
1524
7,49
06,
440
53,3
40
1832
3661
4572
.466
815
0791
4.60
68
19,8
6821
418
415
241,
712
1,47
212
,192
1934
0462
0800
.840
914
9712
6.06
47
12,4
5721
418
415
241,
498
1,28
810
,668
2034
2362
0877
.662
814
9688
0.84
99
257
214
184
1524
1,92
61,
656
13,7
16
2135
6220
20.7
9814
9325
4.12
393,
803
214
184
1524
8,34
67,
176
59,4
36
55,6
4047
,840
396,
240
Are
a of
Bri
dge
Gir
der
(m2 )
Subt
otal
(U
pst
ream
)
Subt
otal
(D
owns
trea
m)
No.
Rou
teX
YD
ista
nce
from
Pre
viou
sB
ridg
e (m
)
Cha
nnel
Wid
th (
m)
W
here
Alt
-1: S
tand
ard
Cro
ss S
ecti
on, A
lt-2
: Cro
ss S
ecti
on w
ith S
lope
and
Cha
nnel
Bed
Pro
tect
ion,
Alt
-3: C
ross
Sec
tion
wit
h E
mph
asis
of
Hei
ghte
ning
N
ote:
The
loca
tion
of th
e m
ajor
roa
ds w
as li
sted
in th
e lo
cal r
epor
t and
this
tabl
e is
mad
e of
thos
e in
form
atio
n.
Supporting Report Sector J: Table
Project for the Comprehensive Flood Management Planfor the Chao Phraya River Basin in the Kingdom of Thailand
T - 30 CTI Engineering International Co., Ltd. Oriental Consultants Co., Ltd. Nippon Koei Co., Ltd. CTI Engineering Co., Ltd.
Tab
. J3.
1.9
Nu
mb
er o
f Aff
ecte
d M
ajor
Roa
d (
Wes
t D
iver
sion
Ch
ann
el, Q
=1,
500m
3 /s)
Roa
d
Wid
th
(m)
Alt
-1A
lt-2
Alt
-1A
lt-2
131
8361
3536
.475
816
8375
3.57
69
-20
117
11,
809
1,53
9
233
5060
9747
.582
716
4403
2.33
710
39,9
0220
117
12,
010
1,71
0
335
0260
7574
.002
216
3669
7.63
69
7,65
020
117
11,
809
1,53
9
433
6560
9127
.973
316
3256
3.42
810
4,41
720
117
12,
010
1,71
0
532
6460
6284
.817
1618
551.
809
1314
,297
201
171
2,61
32,
223
633
359
8547
.498
916
0498
8.76
611
15,6
1520
117
12,
211
1,88
1
733
359
7405
.911
315
9388
4.08
312
11,1
6320
117
12,
412
2,05
2
832
159
9793
.444
415
9093
1.51
928
3,79
720
117
15,
628
4,78
8
20,5
0212
,546
932
159
4651
.076
615
8302
4.20
828
9,43
230
626
18,
568
7,30
8
1032
7559
6664
.408
215
7338
7.69
210
9,84
530
626
13,
060
2,61
0
1134
4059
7266
.256
315
7132
9.62
110
2,14
430
626
13,
060
2,61
0
1233
8760
2898
.944
515
6467
4.86
912
8,71
930
626
13,
672
3,13
2
1332
160
6442
.336
315
6141
1.55
132
4,81
730
626
19,
792
8,35
2
1432
160
7028
.196
815
5204
4.01
232
9,38
630
626
19,
792
8,35
2
1530
4060
7006
.415
215
5191
0.39
320
135
306
261
6,12
05,
220
1634
660
6476
.016
1548
691.
483
183,
262
306
261
5,50
84,
698
174
6056
78.5
764
1525
681.
142
3523
,024
306
261
10,7
109,
135
1832
3661
4572
.466
815
0791
4.60
68
19,8
6830
626
12,
448
2,08
8
1934
0462
0800
.840
914
9712
6.06
47
12,4
5730
626
12,
142
1,82
7
2034
2362
0877
.662
814
9688
0.84
99
257
306
261
2,75
42,
349
2135
6220
20.7
9814
9325
4.12
393,
803
306
261
11,9
3410
,179
79,5
6047
,840
Subt
otal
(U
pst
ream
)
Subt
otal
(D
owns
trea
m)
No.
Rou
teX
YD
ista
nce
from
Pre
viou
sB
ridg
e (m
)
Cha
nnel
Wid
th (
m)
Are
a of
Bri
dge
Gir
der
(m2 )
W
here
Alt
-1: S
tand
ard
Cro
ss S
ecti
on, A
lt-2
: Cro
ss S
ecti
on w
ith
Slo
pe a
nd C
hann
el B
ed P
rote
ctio
n N
ote:
The
loca
tion
of th
e m
ajor
roa
ds w
as li
sted
in th
e lo
cal r
epor
t and
this
tabl
e is
mad
e of
thos
e in
form
atio
n.
Project for the Comprehensive Flood Management Plan for the Chao Phraya River Basin in the Kingdom of Thailand
Supporting ReportSector J: Table
CTI Engineering International Co., Ltd. Oriental Consultants Co., Ltd. Nippon Koei Co., Ltd. CTI Engineering Co., Ltd.
T - 31
Tab
. J3.
1.10
L
ocat
ion
and
Dim
ensi
on o
f C
anal
and
Riv
er f
or S
iph
on S
tru
ctu
re C
ross
ing
Wes
t D
iver
sion
Ch
ann
el R
oute
(1/
2)
Wid
th (
m)
Dep
th (
m)
Req
uire
dH
eigh
t (m
)
Req
uire
d
Are
a (m
2 )
161
3739
.265
516
8389
4.77
930
1012
.537
5
261
2698
.867
216
8285
6.63
39
4.5
5.6
50
361
2118
.815
416
8187
1.95
85
2.5
3.1
16
461
1538
.022
516
8087
5.97
37
3.5
4.4
31
561
1097
.739
416
8011
7.32
67
3.5
4.4
31
661
0200
.651
416
7857
8.61
810
56.
363
760
9969
.939
716
7818
3.61
74
22.
510
860
9854
.107
216
7798
4.78
24
22.
510
960
9660
.666
416
7765
0.24
44
22.
510
1060
9542
.559
416
7744
7.93
87
3.5
4.4
31
1160
9391
.562
416
7718
8.53
64
22.
510
1260
9198
.108
716
7685
9.57
63
1.5
1.9
6
1360
9118
.148
516
7671
9.36
83
1.5
1.9
6
1460
9009
.363
1676
534.
001
21
1.3
3
1560
8926
.375
1676
390.
127
21
1.3
3
1660
8850
.826
1676
262.
694
31.
51.
96
1760
8713
.826
816
7602
6.23
52
11.
33
1860
8607
.907
916
7584
2.46
82
11.
33
1960
8527
.166
216
7570
9.17
12
11.
33
2060
8317
.63
1675
346.
433
21
1.3
3
2160
8212
.694
516
7516
7.55
94
22.
510
2260
8047
.702
516
7488
1.48
64
22.
510
2360
7929
.970
216
7468
1.59
32
11.
33
2460
7797
.574
716
7445
5.65
52
11.
33
2560
7550
.446
616
7402
7.46
510
56.
363
2660
7079
.944
416
7312
6.86
54
22.
510
2760
6575
.734
616
7139
6.97
31.
51.
96
2860
6481
.643
216
7107
8.38
83
1.5
1.9
6
2960
6373
.696
616
7070
7.60
44
22.
510
3060
6320
.167
416
7052
4.32
92
11.
33
3160
6229
.265
816
7021
3.09
43
1.5
1.9
6
3260
6151
.456
616
6994
3.73
22
11.
33
3360
6106
.871
316
6979
0.84
33
1.5
1.9
6
3460
6045
.494
616
6958
4.34
413
6.5
8.1
105
3560
5985
.814
716
6921
2.78
82
11.
33
3660
5937
.301
1668
783.
398
31.
51.
96
3760
4711
.659
516
6684
1.16
812
67.
590
3860
4507
.424
816
6408
6.33
31.
51.
96
3960
4530
.807
116
6372
3.64
44
22.
510
4060
4573
.079
316
6307
1.17
73
1.5
1.9
6
4160
4637
.721
616
6208
3.01
99
4.5
5.6
50
4260
4719
.027
116
6084
1.29
84
22.
510
No.
XY
Can
al/R
iver
Cul
vert
Wid
th (
m)
Dep
th (
m)
Req
uire
dH
eigh
t (m
)
Req
uire
d
Are
a (m
2 )
4360
4763
.495
1660
156.
602
73.
54.
431
4460
4787
.339
1659
800.
253
21
1.3
3
4560
4808
.035
516
5945
4.22
36
33.
823
4660
4839
.368
516
5898
9.67
63
3.8
23
4760
4897
.308
216
5836
3.20
54
22.
510
4860
5234
.041
416
5669
2.93
72
11.
33
4960
5310
.752
216
5631
2.94
73
1.5
1.9
6
5060
5316
.198
116
5628
4.74
511
5.5
6.9
76
5160
5402
.243
816
5586
0.94
75
2.5
3.1
16
5260
5504
.991
116
5535
5.17
49
4.5
5.6
50
5360
5622
.417
116
5477
0.58
23
1.5
1.9
6
5460
5722
.155
816
5441
2.57
511
5.5
6.9
76
5560
5930
.173
516
5369
8.14
87
3.5
4.4
31
5660
6016
.810
216
5340
5.86
73.
54.
431
5760
6239
.746
416
5263
0.95
815
7.5
9.4
141
5860
6437
.720
216
5210
9.32
74
22.
510
5960
6662
.900
316
5170
8.63
95
2.5
3.1
16
6060
6798
.284
616
5130
5.80
14
22.
510
6160
7968
.327
616
4915
0.21
112
67.
590
6260
8219
.462
716
4880
9.66
62
11.
33
6360
8356
.783
916
4862
4.84
13
1.5
1.9
6
6461
0106
.429
216
4573
6.39
62
11.
33
6560
9997
.344
216
4560
7.91
47
3.5
4.4
31
6660
9925
.722
616
4465
4.57
22
11.
33
6760
9802
.383
716
4419
9.02
73.
54.
431
6860
9569
.633
316
4350
2.88
62
11.
33
6960
9428
.787
916
4308
1.04
44
22.
510
7060
9319
.102
216
4275
0.64
82
11.
33
7160
8973
.153
116
4171
3.44
52
11.
33
7260
8877
.527
316
4147
5.28
524
1012
.530
0
7360
8500
.918
816
4000
1.76
85
2.5
3.1
16
7460
8378
.388
816
3946
9.54
73
1.5
1.9
6
7560
7917
.449
616
3783
4.90
12
11.
33
7660
7822
.692
816
3752
4.48
510
56.
363
7760
7704
.408
1637
146.
385
31.
51.
96
7860
7575
.009
816
3672
3.93
110
56.
363
7960
7761
.663
816
3619
9.06
42
11.
33
8060
8025
.451
816
3549
7.86
97
3.5
4.4
31
8160
8336
.257
416
3466
9.37
94
22.
510
8260
8447
.928
816
3437
1.88
18
45
40
8360
8486
.887
616
3418
5.86
73
1.5
1.9
6
8460
8619
.858
616
3391
4.00
92
11.
33
Cul
vert
No.
XY
Can
al/R
iver
Supporting Report Sector J: Table
Project for the Comprehensive Flood Management Planfor the Chao Phraya River Basin in the Kingdom of Thailand
T - 32 CTI Engineering International Co., Ltd. Oriental Consultants Co., Ltd. Nippon Koei Co., Ltd. CTI Engineering Co., Ltd.
T
ab. J
3.1.
11
Loc
atio
n a
nd D
imen
sion
of
Can
al a
nd R
iver
for
Sip
hon
Str
uct
ure
Cro
ssin
g W
est
Div
ersi
on C
han
nel
Rou
te (
1/3)
Wid
th (
m)
Dep
th (
m)
Req
uire
dH
eigh
t (m
)
Req
uire
d
Are
a (m
2 )
8560
8872
.847
316
3324
9.36
92
11.
33
8660
8949
.596
916
3303
8.04
21
1.3
3
8760
9109
.989
116
3261
3.29
311
5.5
6.9
76
8860
9491
.013
1631
596.
669
21
1.3
3
8960
9684
.638
1631
088.
353
52.
53.
116
9060
9879
.498
616
3057
1.05
52.
53.
116
9161
0010
.778
416
3021
9.59
92
11.
33
9261
0208
.193
616
2969
0.16
65
2.5
3.1
16
9361
0243
.703
416
2959
3.46
44
22.
510
9461
0340
.336
916
2933
6.15
34
22.
510
9561
0520
.981
716
2832
2.62
16
33.
823
9661
0380
.613
716
2796
6.29
83
1.5
1.9
6
9761
0019
.673
216
2709
9.43
46
33.
823
9860
9817
.002
516
2660
7.01
83
1.5
1.9
6
9960
9607
.011
516
2609
7.45
95
2.5
3.1
16
100
6092
55.3
358
1625
238.
672
11.
33
101
6091
20.5
588
1624
913.
495
21
1.3
3
102
6090
26.8
131
1624
683.
812
31.
51.
96
103
6087
58.6
542
1624
031.
736
63
3.8
23
104
6081
40.6
524
1622
525.
828
63
3.8
23
105
6074
70.7
977
1620
896.
601
31.
51.
96
106
6073
39.1
151
1620
575.
697
21
1.3
3
107
6073
08.5
954
1620
501.
389
52.
53.
116
108
6071
01.0
4516
1999
7.68
45
2.5
3.1
16
109
6068
26.2
117
1619
463.
111
31.
51.
96
110
6067
20.3
199
1619
284.
021
31.
51.
96
111
6066
16.1
671
1619
107.
854
42
2.5
10
112
6058
08.7
589
1617
750.
419
4.5
5.6
50
113
6056
35.4
754
1617
460.
125
63
3.8
23
114
6052
04.2
443
1616
736.
094
94.
55.
650
115
6049
02.3
442
1616
229.
031
42
2.5
10
116
6046
43.0
943
1615
788.
904
42
2.5
10
117
6045
02.3
755
1615
554.
212
42
2.5
10
118
6042
77.3
392
1614
729.
893
31.
51.
96
119
6042
09.9
749
1614
456.
944
31.
51.
96
120
6040
90.0
731
1613
948.
636
63
3.8
23
121
6039
92.0
4616
1354
7.57
18
45
40
122
6039
67.9
063
1613
443.
956
21
1.3
3
123
6038
47.2
573
1612
940.
426
52.
53.
116
124
6037
61.2
299
1612
582.
444
84
540
125
6035
05.8
771
1611
528.
233
84
540
126
6033
03.4
184
1611
194.
233
1.5
1.9
6
No.
XY
Can
al/R
iver
Cul
vert
Wid
th (
m)
Dep
th (
m)
Req
uire
dH
eigh
t (m
)
Req
uire
d
Are
a (m
2 )
127
6028
76.7
728
1610
757.
144
31.
51.
96
128
6024
77.6
593
1610
348.
846
31.
51.
96
129
6020
53.3
284
1609
914.
198
73.
54.
431
130
6015
02.2
503
1609
181.
823
42
2.5
10
131
6009
14.2
732
1608
222.
247
126
7.5
90
132
6005
72.0
0316
0765
8.91
25
2.5
3.1
16
133
6000
17.3
032
1606
754.
537
94.
55.
650
134
5999
70.4
198
1606
679.
049
31.
51.
96
135
5994
86.2
392
1605
885.
955
31.
51.
96
136
5989
12.0
239
1605
314.
563
73.
54.
431
137
5987
89.0
438
1605
204.
441
21
1.3
3
138
5966
10.3
4216
0253
4.81
31.
51.
96
139
5966
04.1
003
1602
517.
266
31.
51.
96
140
5961
63.9
916
1601
153.
784
105
6.3
63
141
5967
01.5
784
1594
758.
579
2010
12.5
250
142
5967
30.8
491
1594
721.
558
115.
56.
976
143
5971
55.0
519
1594
193.
147
126
7.5
90
144
5981
32.7
373
1592
985.
619
21
1.3
3
145
5987
63.4
039
1592
204.
232
42
2.5
10
146
5991
96.4
991
1591
671.
604
31.
51.
96
147
5993
37.5
501
1591
496.
008
168
1016
0
148
5998
50.6
976
1590
703.
275
2310
12.5
288
149
5998
34.8
5915
8965
5.33
24
22.
510
150
5997
32.5
3115
8915
2.72
76
33.
823
151
5996
03.8
987
1589
002.
695
2210
12.5
275
152
5991
30.0
471
1588
443.
157
63
3.8
23
153
5991
12.8
356
1588
421.
802
63
3.8
23
154
5983
38.1
177
1587
508.
238
84
540
155
5982
99.0
644
1587
459.
7510
56.
363
156
5968
93.8
869
1585
801.
537
94.
55.
650
157
5959
25.3
913
1584
656.
873
1.5
1.9
6
158
5956
70.6
969
1584
356.
425
52.
53.
116
159
5950
33.3
526
1583
604.
376
33.
823
160
5948
01.9
332
1583
330.
854
178.
510
.618
0
161
5947
67.8
042
1582
438.
231
178.
510
.618
0
162
5951
99.7
878
1580
298.
015
21
1.3
3
163
5952
54.8
405
1580
032.
952
157.
59.
414
1
164
5954
02.0
1315
7930
1.06
105
6.3
63
165
5956
35.2
827
1578
142.
114
157.
59.
414
1
166
5958
03.2
915
1577
312.
265
73.
54.
431
167
5961
61.6
776
1575
531.
638
147
8.8
123
168
5963
95.6
9315
7437
2.01
14
22.
510
No.
XY
Can
al/R
iver
Cul
vert
Project for the Comprehensive Flood Management Plan for the Chao Phraya River Basin in the Kingdom of Thailand
Supporting ReportSector J: Table
CTI Engineering International Co., Ltd. Oriental Consultants Co., Ltd. Nippon Koei Co., Ltd. CTI Engineering Co., Ltd.
T - 33
Tab
. J3.
1.12
L
ocat
ion
and
Dim
ensi
on o
f C
anal
and
Riv
er f
or S
iph
on S
tru
ctu
re C
ross
ing
Wes
t D
iver
sion
Ch
ann
el R
oute
(2/
3)
Wid
th (
m)
Dep
th (
m)
Req
uire
dH
eigh
t (m
)
Req
uire
d
Are
a (m
2 )
169
5965
41.9
842
1573
803.
624
94.
55.
650
170
5966
81.8
196
1573
323.
681
115.
56.
976
171
5971
49.9
249
1571
733.
264
22.
510
172
5975
71.6
131
1570
292.
727
42
2.5
10
173
5977
39.2
592
1569
723.
868
63
3.8
23
174
5983
80.7
769
1568
834.
222
2110
12.5
263
175
5986
60.2
731
1568
574.
938
2210
12.5
275
176
6001
60.5
474
1567
193.
536
33.
823
177
6005
36.0
929
1566
851.
211
147
8.8
123
178
6011
34.0
6415
6629
4.09
45
2.5
3.1
16
179
6017
62.7
107
1565
721.
582
115.
56.
976
180
6018
62.8
886
1565
630.
146
105
6.3
63
181
6024
49.9
122
1565
090.
078
105
6.3
63
182
6026
97.5
236
1564
862.
616
810
160
183
6027
31.6
187
1564
832.
469
2210
12.5
275
184
6034
18.4
453
1564
197.
265
168
1016
0
185
6036
34.6
944
1563
995.
891
42
2.5
10
186
6039
38.7
309
1563
716.
582
178.
510
.618
0
187
6041
28.2
756
1563
543.
669
136.
58.
110
5
188
6053
91.9
878
1562
379.
705
147
8.8
123
189
6067
87.1
688
1561
097.
636
115.
56.
976
190
6068
59.3
892
1561
029.
396
63
3.8
23
191
6071
31.8
696
1560
777.
994
84
540
192
6077
46.4
654
1559
410.
046
105
6.3
63
193
6082
07.5
6215
5796
7.78
63
3.8
23
194
6084
03.9
386
1557
352.
003
42
2.5
10
195
6084
64.2
519
1557
104.
093
31.
51.
96
196
6081
59.8
581
1556
156.
931
2010
12.5
250
197
6081
22.1
782
1556
036.
179
178.
510
.618
0
198
6076
90.1
915
1554
687.
942
115.
56.
976
199
6070
39.5
595
1552
111.
648
3410
12.5
425
200
6069
93.1
353
1551
836.
389
2710
12.5
338
201
6069
54.1
347
1551
597.
467
63
3.8
23
9,33
4
202
6066
17.4
939
1549
546.
997
126
7.5
90
203
6064
87.5
222
1548
745.
635
4510
12.5
563
204
6064
02.1
315
4823
6.04
835
1012
.543
8
205
6055
47.9
161
1543
046.
975
63
3.8
23
206
6055
16.3
883
1542
853.
952
178.
510
.618
0
207
6054
02.7
7915
4215
9.61
721
1012
.526
3
208
6053
04.8
436
1541
572.
559
31.
51.
96
209
6053
00.8
893
1541
543.
002
115.
56.
976
Subt
otal
(U
pst
ream
)
No.
XY
Can
al/R
iver
Cul
vert
Wid
th (
m)
Dep
th (
m)
Req
uire
dH
eigh
t (m
)R
equi
red
Are
a(m
2)
210
6049
89.2
646
1538
455.
811
73.
54.
431
211
6051
15.0
489
1536
122.
688
84
540
212
6051
34.4
707
1535
754.
206
52.
53.
116
213
6051
57.2
735
1535
325.
488
147
8.8
123
214
6052
79.6
408
1533
065.
958
94.
55.
650
215
6053
11.2
3815
3244
1.18
55
2.5
3.1
16
216
6053
70.1
513
1531
366.
852
31.
51.
96
217
6054
45.6
041
1529
967.
818
199.
511
.922
6
218
6054
49.3
9115
2989
4.23
99
4.5
5.6
50
219
6056
06.3
841
1526
990.
269
199.
511
.922
6
220
6056
50.9
081
1526
132.
285
157.
59.
414
1
221
6056
73.2
854
1525
707.
744
2110
12.5
263
222
6057
31.9
882
1524
656.
401
189
11.3
203
223
6057
50.6
769
1524
303.
093
2210
12.5
275
224
6057
69.4
494
1523
943.
513
31.
51.
96
225
6057
93.6
323
1523
489.
096
31.
51.
96
226
6059
07.7
037
1521
378.
938
63
3.8
23
227
6059
63.1
307
1520
343.
372
168
1016
0
228
6060
42.2
862
1518
840.
241
147
8.8
123
229
6060
80.2
3315
1772
6.58
89
4.5
5.6
50
230
6061
06.9
949
1516
973.
136
199.
511
.922
6
231
6061
19.4
748
1516
579.
847
147
8.8
123
232
6077
08.0
385
1513
527.
7811
5.5
6.9
76
233
6081
34.9
303
1513
178.
077
2210
12.5
275
234
6090
12.8
145
1512
460.
988
199.
511
.922
6
235
6098
77.7
506
1511
755.
236
105
6.3
63
236
6100
79.6
218
1511
587.
262
84
540
237
6106
98.1
526
1511
082.
697
52.
53.
116
238
6108
08.3
624
1510
993.
222
42
2.5
10
239
6108
82.3
048
1510
932.
532
94.
55.
650
240
6112
08.6
9215
1066
5.56
212
67.
590
241
6117
80.8
499
1510
197.
671
147
8.8
123
242
6125
32.4
926
1509
583.
209
136.
58.
110
5
243
6131
00.5
533
1509
118.
346
42
2.5
10
244
6138
30.4
478
1508
522.
799
136.
58.
110
5
245
6144
90.0
471
1507
982.
422
157.
59.
414
1
246
6159
56.0
413
1506
185.
436
136.
58.
110
5
247
6166
60.9
744
1505
029.
792
31.
51.
96
248
6169
53.6
791
1504
552.
899
94.
55.
650
249
6172
11.0
921
1504
127.
591
136.
58.
110
5
250
6174
74.2
785
1503
696.
979
199.
511
.922
6
251
6185
24.1
068
1501
974.
539
2410
12.5
300
No.
XY
Can
al/R
iver
Cul
vert
Supporting Report Sector J: Table
Project for the Comprehensive Flood Management Planfor the Chao Phraya River Basin in the Kingdom of Thailand
T - 34 CTI Engineering International Co., Ltd. Oriental Consultants Co., Ltd. Nippon Koei Co., Ltd. CTI Engineering Co., Ltd.
Tab
. J3.
1.13
L
ocat
ion
and
Dim
ensi
on o
f C
anal
and
Riv
er f
or S
iph
on S
tru
ctu
re C
ross
ing
Wes
t D
iver
sion
Ch
ann
el R
oute
(3/
3)
Wid
th (
m)
Dep
th (
m)
Req
uire
dH
eigh
t (m
)
Req
uire
d
Are
a (m
2 )
252
6192
09.4
668
1500
852.
067
199.
511
.922
6
253
6192
80.6
678
1500
734.
243
94.
55.
650
254
6197
57.2
771
1499
952.
188
73.
54.
431
255
6200
88.6
132
1499
387.
716
84
540
256
6203
26.3
701
1498
633.
854
2010
12.5
250
257
6208
86.4
802
1496
852.
168
2010
12.5
250
258
6211
54.9
692
1496
005.
815
84
540
259
6212
16.6
241
1495
805.
864
105
6.3
63
260
6214
05.4
462
1495
203.
636
94.
55.
650
261
6215
11.7
311
1494
866.
155
73.
54.
431
262
6216
22.9
948
1494
514.
977
2010
12.5
250
263
6217
98.4
414
9395
9.43
46
33.
823
264
6220
12.9
786
1493
283.
966
73.
54.
431
265
6220
32.9
124
1493
219.
587
2310
12.5
288
266
6222
48.2
967
1492
534.
149
115.
56.
976
267
6224
04.7
2114
9203
9.55
838
1012
.547
5
268
6225
87.5
174
1491
455.
386
126
7.5
90
8,40
8
No.
XY
Can
al/R
iver
Cul
vert
Subt
otal
(D
owns
trea
m)
SECTOR J: FIGURE
Project for the Comprehensive Flood Management Plan for the Chao Phraya River Basin in the Kingdom of Thailand
Supporting ReportSector J: Figure
CTI Engineering International Co., Ltd. Oriental Consultants Co., Ltd. Nippon Koei Co., Ltd. CTI Engineering Co., Ltd.
F - 1
Fig. J1.3.1 Result of Field Reconnaissance (Outer Ring Road Diversion Channel, Downstream)
Legend
Diversion Channel
Major Road
Railroad
High Voltage Line
Temple
Dam, Regulator,
Pump Station
Dense
Residential Area
3
34
7
304
Electrical Tower
Klong Dam Pump Station
Charoenrat Pump Station
Heightened Highway
Low Land (Lot of Houses in
Water)
Thanon
Theppharat-Lat
Krabang Road
Railroad (Three Lines)
Go Around New
Residential Area and
Electrical Tower
2 Electrical
Towers
Away from
Bridge and
Pond
Away from
Factories and
Golf Club
Submerged Road and Hoses
Thanon Chalong
Krung Road
Away from
Residential
Area
Suwannabhumi Pump Station
3268
Specification of Major Road
304 2 lanes x 2 ways
TCK 2 lane x 2 ways
TTLK 1 lane x 2 ways
7 4 lanes x 2 ways
34 3 lanes x 2 ways (elevated)
+ 2lane x 2 ways (side way)
3268 1 lane x 2 ways
3 1 lane x 2 ways
East Diversion
Channel
River Mouth (Upstream Side)
Supporting Report Sector J: Figure
Project for the Comprehensive Flood Management Planfor the Chao Phraya River Basin in the Kingdom of Thailand
F - 2 CTI Engineering International Co., Ltd. Oriental Consultants Co., Ltd. Nippon Koei Co., Ltd. CTI Engineering Co., Ltd.
Fig. J1.3.2 Result of Field Reconnaissance (Outer Ring Road Diversion Channel, Upstream)
Specification of Major Road
3477 1 lane x 2 ways
32 4 lanes x 2 ways
1
3 lanes x 2 ways
+ 2lanes x 2 ways
(side road)
305 2 lanes x 2 ways
3312 2 lanes x 2 ways
TMM 1 lane x 2 ways
TLW 2 lanes x 2 ways
305
1
1
Thanon Mit
Maitri Road
Thanon Liap
Wari RoadBroad Paddy Field
3312
Legend
Diversion Channel
Major Road
Railroad
High Voltage Line
Temple
Factory
School, Office
Market
Dam, Regulator,
Pump Station
Residential
Area
AIT and
Thammasat
University
DOH Office
Railroad (Three Lines)
32 3477
Western Side of Cross
Point at No.3477
Northern Side of Cross
Point at No.1
Cross Point at No. 305 and
Canal
Go Around
Residential and
Business Area
Cross Point at No. 3312
Project for the Comprehensive Flood Management Plan for the Chao Phraya River Basin in the Kingdom of Thailand
Supporting ReportSector J: Figure
CTI Engineering International Co., Ltd. Oriental Consultants Co., Ltd. Nippon Koei Co., Ltd. CTI Engineering Co., Ltd.
F - 3
Fig. J1.3.3 Route of Diversion Channels and Ayutthaya Bypass Channel
East Diversion Channel
West Diversion Channel
AyutthayaBypass Channel
Outer Ring Road Diversion Channel
Supporting Report Sector J: Figure
Project for the Comprehensive Flood Management Planfor the Chao Phraya River Basin in the Kingdom of Thailand
F - 4 CTI Engineering International Co., Ltd. Oriental Consultants Co., Ltd. Nippon Koei Co., Ltd. CTI Engineering Co., Ltd.
(Reference: Report for Feasibility Study of East Floodway)
Fig. J1.7.1 Distribution of Soft Bangkok Clay
Project for the Comprehensive Flood Management Plan for the Chao Phraya River Basin in the Kingdom of Thailand
Supporting ReportSector J: Figure
CTI Engineering International Co., Ltd. Oriental Consultants Co., Ltd. Nippon Koei Co., Ltd. CTI Engineering Co., Ltd.
F - 5
(Reference: Ms. Shigeko HARUYAMA, “Recent Changes of Flooding in the Central Plain of Thailand,”
Journal Article, Mie University Scholarly E-Collections)
Fig. J1.7.2 Layout of Outer Ring Road Diversion Channel and Distribution of Lagoon and Mud Spit
Supporting Report Sector J: Figure
Project for the Comprehensive Flood Management Planfor the Chao Phraya River Basin in the Kingdom of Thailand
F - 6 CTI Engineering International Co., Ltd. Oriental Consultants Co., Ltd. Nippon Koei Co., Ltd. CTI Engineering Co., Ltd.
Fig. J2.3.1 Result of Field Reconnaissance (East Diversion Channel, Downstream)
Project for the Comprehensive Flood Management Plan for the Chao Phraya River Basin in the Kingdom of Thailand
Supporting ReportSector J: Figure
CTI Engineering International Co., Ltd. Oriental Consultants Co., Ltd. Nippon Koei Co., Ltd. CTI Engineering Co., Ltd.
F - 7
Fig. J2.3.2 Result of Field Reconnaissance (East Diversion Channel, Upstream)
Supporting Report Sector J: Figure
Project for the Comprehensive Flood Management Planfor the Chao Phraya River Basin in the Kingdom of Thailand
F - 8 CTI Engineering International Co., Ltd. Oriental Consultants Co., Ltd. Nippon Koei Co., Ltd. CTI Engineering Co., Ltd.
Fig
. J2.
8.1
Lon
gitu
din
al P
rofi
le o
f E
ast
Div
ersi
on C
han
nel
(E
mp
has
is o
n L
ess
Exc
avat
ion
)
Project for the Comprehensive Flood Management Plan for the Chao Phraya River Basin in the Kingdom of Thailand
Supporting ReportSector J: Figure
CTI Engineering International Co., Ltd. Oriental Consultants Co., Ltd. Nippon Koei Co., Ltd. CTI Engineering Co., Ltd.
F - 9
Fig. J2.8.2 Standard Cross Section of East Diversion Channel with Slope Protection (0km to 94km)
Fig. J2.8.3 Standard Cross Section of East Diversion Channel with Slope Protection (95km to 135km)
Fig. J2.8.4 Standard Cross Section of East Diversion Channel with Slope Protection (135km to Diversion Point)
Supporting Report Sector J: Figure
Project for the Comprehensive Flood Management Planfor the Chao Phraya River Basin in the Kingdom of Thailand
F - 10 CTI Engineering International Co., Ltd. Oriental Consultants Co., Ltd. Nippon Koei Co., Ltd. CTI Engineering Co., Ltd.
Fig. J3.3.1 Result of Field Reconnaissance (West Diversion Channel, Downstream)
Specification of Major Road 321 2 lanes × 2 ways 346 1 lane × 2 ways 4 2 lanes × 2 ways
35 3 lanes × 2 ways
35
4
321
321
321
Legend
Diversion Channel
Major Road
Railroad
High Voltage Line
Temple
Factory
Dam, Regulator,
Pump Station
Site Condition (West Side)
Example of Canal to Cross
(Many)
Away from Low Land not to Be
Inversed Slope
Railroad (One Line)
Go Around Hill
Go Around Hill and
City
Go Around Hill
346
Alternative 1 to Mae
Klong River
Alternative 2 to Mae
Klong River
Mae Klong River
Upstream Side 2
Mae Klong River
Upstream Side 1
Go Around Hill
Go Around Wet Zone
Cross Point on No. 35
Photo on Left/Upstream Side
(GPS shows high elevation.)
Project for the Comprehensive Flood Management Plan for the Chao Phraya River Basin in the Kingdom of Thailand
Supporting ReportSector J: Figure
CTI Engineering International Co., Ltd. Oriental Consultants Co., Ltd. Nippon Koei Co., Ltd. CTI Engineering Co., Ltd.
F - 11
Fig. J3.3.2 Result of Field Reconnaissance (West Diversion Channel, Upstream)
3264
3365
3502
3350
Wat Slug Regulator
(Pump Station)
Existing Canal (Embankment with
approx. 4m hight)
Ground Condition at 2m depth
Mainly Silt and Clay, hardly Sand
Existing Canal
Go West Side of Dotted Village
Go Around the Crop Factory
Go Between Large temple and Hills Between Temple and Existing
Canal
Paddy Field
333
333
Legend
Floodway
Major Road
Railroad
High Voltage Line
Temple
Factory
Dam, Regulator,
Pump Station
Legend
Diversion Channel
Major Road
Railroad
High Voltage Line
Temple
Factory
Dam, Regulator,
Pump Station
Diversion channel crosses an existing canal at upstream side
of factories and follows the west side of the canal
Supporting Report Sector J: Figure
Project for the Comprehensive Flood Management Planfor the Chao Phraya River Basin in the Kingdom of Thailand
F - 12 CTI Engineering International Co., Ltd. Oriental Consultants Co., Ltd. Nippon Koei Co., Ltd. CTI Engineering Co., Ltd.
Fig
. J3.
8.1
Lon
gitu
din
al P
rofi
le o
f W
est
Div
ersi
on C
han
nel
(E
mp
has
is o
n L
ess
Exc
avat
ion
)
Project for the Comprehensive Flood Management Plan for the Chao Phraya River Basin in the Kingdom of Thailand
Supporting ReportSector J: Figure
CTI Engineering International Co., Ltd. Oriental Consultants Co., Ltd. Nippon Koei Co., Ltd. CTI Engineering Co., Ltd.
F - 13
Fig. J3.8.2 Cross Section of West Diversion Channel with Emphasis of Heightening (0km to 69.5km)
Fig. J3.8.3 Cross Section of West Diversion Channel with Emphasis of Heightening (70.0km to Diversion Point)