OFFICE OF NATIONAL ECONOMIC AND SOCIAL DEVELOPMENT …open_jicareport.jica.go.jp/pdf/12127239_01.pdf · Kiew Kor Ma Fill 43.5 1,275 163.8 355.5 ... Chiang Mai Province Mae Cham District

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


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


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


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

CTI Engineering International Co., Ltd. Oriental Consultants Co., Ltd. Nippon Koei Co., Ltd. CTI Engineering Co., Ltd.

i

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


Supporting ReportChapter H1 Construction of New Dams


1

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.

Supporting Report, Sector H Chapter H1 Construction of New Dams

Project for the Comprehensive Flood Management Planfor the Chao Phraya River Basin in the Kingdom of Thailand

2 CTI Engineering International Co., Ltd. Oriental Consultants Co., Ltd. Nippon Koei Co., Ltd. CTI Engineering Co., Ltd.

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


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




3

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




(2/2)

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




5

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




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


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




7

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.




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




9

-

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.


A reservoir operation method where flood inflow from August to October is cut by a constant outflow has been examined.


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




Table H1.5.1 Inflow to Nam Kheg Dam in 2011

Inflow（MCM） Dam


Nam Kheg 69 81 154 290 99 693



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





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)


15 m3/s

212 m3/s




11

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.


A reservoir operation method where flood inflow from August to October is cut by a constant outflow has been examined.


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


Mae Wong 39 58 61 131 89 378



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

)







Table H1.6.2 Proposed Reservoir Operation for Flood Mitigation of Mae Wong Dam

Outflow





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

)




-

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)


100 m3/s

12 m3/s

Sector I: Retarding and Retention Area


Supporting ReportSector I: Table of Contents


i



FINAL 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


Supporting Report, Sector IChapter I1 Study on Retarding and Retention Areas


1

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

Supporting Report, Sector I Chapter I1 Study on Retarding and Retention Areas



Figure I1.1.1 Location of Retention Areas Planned by RID




3

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




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




5

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




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)


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




7

N3 Tapan Hin - Bang Moon Nak - Po Talay

RetentionArea

(km2)

RetentionLevel

(m msl)

Capacity(MCM)


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)


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




N5 Bang Kratum

RetentionArea

(km2)

RetentionLevel

(m msl)

Capacity(MCM)


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




9

C1 Bang Ban 1

RetentionArea

(km2)

RetentionLevel

(m msl)

Capacity(MCM)


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)


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




C3 Phak Hai – Bang Yeehon

RetentionArea

(km2)

RetentionLevel

(m msl)

Capacity(MCM)


RiverWaterLevel

(m msl)190 4.0 257 1.4 4.5

C4 Bang Ban 2

RetentionArea

(km2)

RetentionLevel

(m msl)

Capacity(MCM)


RiverWaterLevel

(m msl)117 4.0 279 2.4 4.5


IN

OUT

IN

IN

OUT

OUT

①

①

①

IN

IN

OUT

OUT

①

②




11

C5 Don Pud – Maharaj

RetentionArea

(km2)

RetentionLevel

(m msl)

Capacity(MCM)


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)


RiverWaterLevel

(m msl)6.0 124 7.07.0 23 8.07.0 102 8.0

89 2.8


IN

OUT

IN

①

②

OUT

IN

IN

IN

OUT

①②

③




C7 Chaiyo – Baan Prak

RetentionArea

(km2)

RetentionLevel

(m msl)

Capacity(MCM)


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)


RiverWaterLevel

(m msl)7.0 9.07.0 8.5

99 186 1.9


IN

OUT

IN

IN

IN

①

②

③

OUT

IN

IN

OUT

①

②

Sector J: Construction of Diversion Channel


Supporting ReportSector J: Table of Contents


i



FINAL 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

Supporting Report Sector J: Table of Contents


ii CTI Engineering International Co., Ltd. Oriental Consultants Co., Ltd. Nippon Koei Co., Ltd. CTI Engineering Co., Ltd.

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


Supporting Report, Sector JChapter J1 Outer Ring Road Diversion Channel


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



Fig

ure

J1.

4.1

Lon

gitu

din

al P

rofi

le o

f O

ute

r R

ing

Roa

d D

iver

sion

Ch

ann

el


Supporting Report, Sector JChapter J1 Outer Ring Road Diversion Channel


3

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



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


Supporting Report, Sector JChapter J2 East Diversion Channel


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.


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.


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.

Supporting Report, Sector J Chapter J2 East Diversion Channel



Fig

ure

J2.

4.1

Lon

gitu

din

al P

rofi

le o

f E

ast

Div

ersi

on C

han

nel




7


For the same reason to the design of Outer Ring Road Diversion Channel, the cross section was mainly designed with excavation and small embankment.


In the same manner with the design of Outer Ring Road Diversion Channel, the protection only on the bank slopes was selected.


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.




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






9

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)







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.


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.





11

Figure J2.11.2 Gate at Confluence with Pasak River

Supporting Report, Sector J Chapter J3 West Diversion Channel



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.


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.


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.


Supporting Report, Sector JChapter J3 West Diversion Channel


13

Fig

ure

J3.

4.1

Lon

gitu

din

al P

rofi

le o

f W

est

Div

ersi

on C

han

nel





For the same reason to the design of Outer Ring Road Diversion Channel, the cross section was mainly designed with excavation and small embankment.


In the same manner with the design of Outer Ring Road Diversion Channel, the protection only on the bank slopes was selected.


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.


Supporting Report, Sector JChapter J3 West Diversion Channel


15

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)








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.


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.


SECTOR J: TABLE


Supporting ReportSector J: Table


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


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).




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




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




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




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.




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.




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.




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.




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.




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.




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




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

.




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

.




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.




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.




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.




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

.




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.




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.




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

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21

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78.

7512

3

No.

XY

Can

al/R

iver

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vert

Subt

otal

(U

pst

ream

)




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

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0

8569

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2.87

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6

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8875

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56.

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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

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539

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540

126

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84

540

13,3

46

No.

XY

Can

al/R

iver

Cul

vert

Subt

otal

(D

owns

trea

m)




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

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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

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m81

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,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

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m48

,551

,000

7,38

6,00

01,

668,

000

109.

101

01,

812,

000

72

70km

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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

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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

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025

Ait

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02

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035

1,50

0A

it-1

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nnel

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tive

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tanc

e M

ark

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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

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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.




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-

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0.93

616

02.

064

6.93

61,

254

3454

246

12.3

84-

--

-

1010

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563.

144

2.75

416

00.

398.

611,

600

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236

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4173

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2010

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123.

288

3.89

116

0-0

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017

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239

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816

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385

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576

116

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576

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152

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249

15.4

5613

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000

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000

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870

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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.




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

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243.

576

113

02.

576

6.42

495

946

5421

915

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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

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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

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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

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0.08

80

8010

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85.

024.

398

750.

622

7.37

871

78

4814

73.

732

7,56

1,73

740

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480,

900

1.45

18,6

60

9010

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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

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.941

7.05

95.

237

751.

822

6.17

857

829

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410

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8,75

319

5,00

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0,00

01.

5177

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110

100.

078

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406

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311

348

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303,

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000

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000

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519

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0

120

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098

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507

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111

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828

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0

130

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118

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098

062

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157

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943,

524

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000

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650

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730

140

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137

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3710

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345

7.65

575

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079,

240,

441

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01.

5110

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150

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157

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847.

1669

111

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0,00

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465

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50

160

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176

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7611

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893

6.10

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030

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411

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120

5,00

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0,00

01.

5181

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170

106.

196

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9612

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751.

452

6.54

862

021

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712

5,94

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225

5,00

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0,00

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5310

0,35

0

180

107.

216

15.2

1617

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062

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579,

194

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000

550,

200

1.54

543

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190

108.

235

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3515

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750.

644

7.35

671

48

4814

73.

864

9,05

0,71

040

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550,

200

1.52

19,3

20

200

109.

255

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5518

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75-

8.94

910

053

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149

08,

121,

516

40,0

0050

8,20

01.

4819

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210

1010

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7514

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753.

297

4.70

341

966

4816

319

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6,64

6,75

333

0,00

050

8,20

01.

5698

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220

1011

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9417

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251

5.74

953

038

4815

713

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7,03

952

0,00

048

0,00

01.

616

6,44

0

223

311

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752.

523

5.47

750

145

4815

815

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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




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

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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

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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

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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

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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

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12,9

71,6

4194

5,25

022

8,00

014

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229,

226

4.25

3-

1,56

948

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7,38

5,25

01,

668,

000

109.

101

1,81

1,99

6

700.

53

74.

0367

02.

971.

0369

357

2473

217

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856,

039

23,5

0012

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0.57

24,

455

8010

3.82

47.

824

4.39

867

03.

426

0.57

438

670

2473

520

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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

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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

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01,

545,

000

240,

000

7.47

333,

660

120

107.

118

11.1

184.

507

670

6.61

10

198

2475

439

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02,

050,

000

240,

000

7.54

540

4,97

0

130

107.

941

11.9

4112

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670

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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

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670

1.97

32.

027

1,37

032

2472

611

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22,3

38,8

8116

0,00

025

5,95

07.

215

59,1

90

150

109.

588

13.5

8811

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670

2.27

11.

729

1,16

739

2472

813

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12,6

89,0

7335

5,00

024

0,00

07.

2712

7,32

0

160

1010

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14.4

1211

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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

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670

2.49

11.

509

1,01

844

2472

914

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8,01

8,53

652

5,00

024

0,00

07.

3116

8,60

0

180

1012

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16.0

5917

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670

-1.4

965.

496

3,77

30

32.9

872

30

23,9

53,9

9722

0,00

028

4,90

07.

2674

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190

1012

.882

16.8

8215

.591

670

1.29

12.

709

1,83

718

2472

27.

746

28,0

49,9

2190

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284,

900

7.22

538

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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

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670

3.55

10.

449

301

7424

735

21.3

0616

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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

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7,21

1,51

657

0,00

024

0,00

07.

315

175,

830

223

315

.619

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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)




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

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683.

432

2.57

925

20.

853

8.14

72,

252

1154

331

5.11

824

,743

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55,0

0055

8,10

03.

305

25,5

90

4010

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243.

576

125

22.

576

6.42

41,

743

4654

341

15.4

5619

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285,

000

540,

000

3.36

102,

870

5010

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813.

719

125

22.

719

6.28

11,

701

5054

342

16.3

1417

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480,

000

540,

000

3.41

515

8,85

0

6010

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373.

863

125

22.

863

6.13

71,

660

5454

343

17.1

7816

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520,

000

540,

000

3.42

516

7,46

0

69.5

9.5

-54

4.80

725

2-0

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9.80

72,

760

058

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331

020

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256,

500

536,

038

3.20

281

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1.25

77.

743

336

146,

597,

796

1,81

6,50

03,

812,

238

23.3

2762

1,68

6

700.

5-4

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0315

3-0

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8.03

1,42

20

48.1

822

10

1,04

5,48

30

26,7

580.

138

0

8010

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85.

024.

398

153

0.62

27.

378

1,29

28

4822

53.

732

13,5

70,8

5740

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480,

900

2.23

18,6

60

9010

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616.

039

5.27

615

30.

763

7.23

71,

264

1048

226

4.57

812

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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

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11,6

20,6

0319

5,00

048

0,00

02.

2977

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110

100.

078

8.07

83.

406

153

4.67

23.

328

542

113

4824

928

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8,01

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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

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5,49

4,25

81,

115,

000

480,

000

2.49

277,

890

130

102.

118

10.1

1812

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153

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5410

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1,90

60

62.1

323

50

12,3

11,0

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0,00

055

0,65

02.

4213

7,73

0

140

103.

137

11.1

3710

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153

0.34

57.

655

1,34

74

4822

32.

0716

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20,0

0055

0,65

02.

2910

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150

104.

157

12.1

5711

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153

0.84

7.16

1,24

911

4822

65.

0412

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75,0

0048

0,00

02.

245

35,5

50

160

105.

176

13.1

7611

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153

1.89

36.

107

1,04

630

4823

211

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11,4

77,6

7120

5,00

048

0,00

02.

2981

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170

106.

196

14.1

9612

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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

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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




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




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.




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.




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




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




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




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


Supporting ReportSector J: Figure


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


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)



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




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




(Reference: Report for Feasibility Study of East Floodway)

Fig. J1.7.1 Distribution of Soft Bangkok Clay




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




Fig. J2.3.1 Result of Field Reconnaissance (East Diversion Channel, Downstream)




F - 7

Fig. J2.3.2 Result of Field Reconnaissance (East Diversion Channel, Upstream)




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

)




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)




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.)




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




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

)




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)

OFFICE OF NATIONAL ECONOMIC AND SOCIAL DEVELOPMENT …open_jicareport.jica.go.jp/pdf/12127239_01.pdf · Kiew Kor Ma Fill 43.5 1,275 163.8 355.5 ... Chiang Mai Province Mae Cham District

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