Preparatory Survey on Chittagong Area - JICAopen_jicareport.jica.go.jp/pdf/12233888_01.pdf · Chapter 12 Management of New Power Generation ... Preparatory Survey on Chittagong Area

Preparatory Survey on Chittagong Area

Coal Fired Power Plant Development Project in Bangladesh

Final Report

on

Power Plant / Port /

Transmission Line / Access Road /

Execution Survey of Natural Condition

Book 5

For Publishing

March 2015

Japan International Cooperation Agency (JICA)

Tokyo Electric Power Services Co., LTD

Tokyo Electric Power Co., LTD

Ministry of Power, Energy and Mineral Resources

People's Republic of Bangladesh

Preparatory Survey on Chittagong Area

Coal Fired Power Plant Development Project in Bangladesh

Final Report

on

Power Plant / Port /

Transmission Line / Access Road /

Execution Survey of Natural Condition

Book 5

For Publishing

March 2015

Japan International Cooperation Agency (JICA)

Tokyo Electric Power Services Co., LTD

Tokyo Electric Power Co., LTD

Ministry of Power, Energy and Mineral Resources

People's Republic of Bangladesh

Preparatory Survey on Chittagong Area Coal Fired Power Plant Development Project in Bangladesh Final Report on Power Plant / Port / Transmission Line / Access Road / Execution Survey of Natural Condition

i

Table of Contents

Table of Contents

Page

Book 1

Chapter 1 Preface

Chapter 2 Basic Concept of the Project

Chapter 3 Current Situation of Bangladesh and Necessity, Justification of the Project

Chapter 4 Selection of the Suitable Site

Chapter 5 Site Conditions

Chapter 6 Fuel Supply Plan

Chapter 7 Conceptual Design

Chapter 8 Study on Civil and Construction Work

Chapter 9 Power System Analysis and Transmission Line/Substation Plan

Chapter 10 Project Construction Plan

Chapter 11 Project Implementation System

Chapter 12 Management of New Power Generation Company

Chapter 13 Operation and Maintenance Management

Chapter 14 Economic and Financial Analysis

Book 2

Chapter 15 Environmental and Social Consideration

Book 3

Chapter 16 Plan and Design of Access Road

Chapter 17 Execution Survey of Natural Condition

Preparatory Survey on Chittagong Area Coal Fired Power Plant Development Project in Bangladesh Final Report on Power Plant / Port / Transmission Line / Access Road / Execution Survey of Natural Condition

ii

Book 4

Appendices for

Chapter 5

Chapter 10

Chapter 12

Chapter 15

Book 5

Appendices

Chapter 16 Plan and Design of Access Road

Appendix C-16.3-1 Traffic Count Survey

Appendix C-16.3-2 Topographic Survey

Appendix C-16.3-3 Geotechnical Survey and Laboratory Test

Appendix C-16.3-4 Details of Preliminary Analysis of Soft Soil Ground

Appendix C-16.3-5 Dynamic Cone Penetration (DCP) Test

Appendix C-16.3-6 Hydrological and morphological analysis

Appendix C-16.3-7 Drawings

Chapter 17 Execution Survey of Natural Condition

Appendix-C-17-01 Drilling Logs

Appendix-C-17-02 Results of Swedish Weight Soundings Logs

Appendix-C-17-03 Results of Laboratory Tests

Appendix-C-17-04 Reference Data of National Bench Mark

Appendix C-17-05 Entry Permission

Appendix-C16.3-1

Traffic Count Survey

1

Analysis of traffic counts data.

Traffic counts for pavement design purposes have been obtained by manual counts. To

obtain a sufficient estimate of average traffic flow, the manual count is carried out for a

relatively long period of 12-hours (From 6 AM to 6 PM).

The manual counts have been carried out by observers situated at predetermined

observation points to each candidate routes and selected route. The observers have

recorded the number of vehicles of each type and as for simplicity and quick estimation

the traffic counts have been conducted for two days of a week one in working day and

one in holiday.

Weekly variation of traffic

We know traffic flow differs in working day and holiday. In Bangladesh it is considered

that there are five working days and two holidays in a week. So, for determination of a

“seven days count”, we have calculated as following:

7-days count=5x one working day counts+ 2xone holiday counts

Daily variation of traffic

We know that there is hourly variation of traffic in a day. Bangladesh is a tropical

country. As per normal practice of tropical countries we have conducted a 12-hour

period traffic counts and assumed that 80% of whole day traffic (24-hours) flows within

6.00 AM to 6.00 PM.

Seasonal variation of traffic

Volume of traffic varies upon month/season. As per Road Note-40 of TRRL of UK for

traffic counts, we can assume a factor of 0.82 for the traffic counts we conducted in the

month of February.

Passenger-Car-Unit (CPU)

It is observed that there is mix-traffic flow in our candidate routes and selected route.

Slow moving traffic/vehicle in a traffic stream affects the overall free flow of the traffic.

A way of interaction of various kinds of traffic/vehicle is to express the capacity of a

road in terms of a common or single unit is adopted as Passenger-Car-Unit (CPU).We

like to adopt the following table of PCU factors commonly adopted in Bangladesh:

2

Table: PCU Factors

Vehicle Type PCU Factor

Heavy Truck/Truck 3 Large bus/Bus 3

Minibus 3 Pickup 1

Car 1 Auto rickshaw 0.75

Motorcycle 0.75 Bicycle 0.5

Rickshaw 2 Bullock-cart 4

Equivalent-standard-Axle (ESA)

In the design methods of Road Note-31 and AASHTO it is customary to express axle

load of all vehicles in terms of Equivalent-standard-Axle (ESA) of 8160 Kg. For

accurate determination of Equivalent-standard-Axle (ESA), we had to engage weigh

bridges but application of weigh-bridge was beyond our limited scope. However,

according to Road Note-31 and Axle Load Survey report of Bangladesh (Road Material

and standard Study, Bangladesh, (RMSS)) it is in practice to use the following ESA

Table for design purposes.

Vehicle ESA Heavy trucks(Dual axle) 4.8

Large Trucks(single axle) 4.62 Truck(8160 Kg) 1

Bus 0.5 Minibus/Small truck/Goods van 0.2

Traffic growth calculation & traffic forecasting

For designing a new road pavement or rehabilitating an existing one, the measurement

of current traffic levels is an important step in the process. It is also important to

estimate the future traffic that the pavement will carry in over its design life.

3

It is to be noted that all the roads in our selected route are the existing roads except the

road stretch of Yunuskhali to the proposed bridge over Kohelia River to Plant site

which is to be newly constructed. All the roads except this portion belong to Roads and

Highways Department of Bangladesh. Considering geographic conditions,

socioeconomic conditions and future development of the area the following traffic

growth and forecast could be assumed.

1. All the roads in selected route will have traffic growth of 7% annually in next 20

years.

2. For Yunuskhali to Plant site at Matherbari, present traffic volume is nil as there

is no functional road there. However, the existing traffic that the road from

Janatarbazar to Matherbari (Belongs to LGED and under construction) and from

Challatoli to Yunuskhali are carrying, will be shared (around 50%) with the

proposed new constructed road along with 10 % increase as generated traffic

in the year of opening the new road. In next 20 years, the likely traffic growth

will be 7%.

Data of the traffic counts conducted recently at the selected points along the routes are

attached hereunder for reference and detail analysis.

Summary Traffic Volume

Name of road stretch

Dry Season Rainy Season Annual Average Daily Traffic(AADT)

Highest Peak-hour PCU (10%)

Design Traffic Average

Daily Traffic(ADT)

Passenger Car Unit(PCU) of a Day

Average Daily Traffic(ADT)

PCU of a Day

Kota to Pekua

342.2 6782.5 236.55 6433.25 289.37 678

Pekua to Edmoni

298.59 6760.25 42.34 2883.75 170.46 676

Edmoni to Janatabazar

171.83 4223.75 342.11 3614.75 256.97 422

Challatoli to Yunuskhali

42.94 1498.25 8.41 1340 25.67 150

Challatoli to Matarbari

6.37 571.75 140.11 2037 73.24 203

4

Traffic Volume for the new road from Yunuskhali to Matarbari Power-plant:

1. Existing traffic is nil as there is no functional road there. People of Matarbari

union and Dhalghata union use Challatoli-Matarbari road and

Challatoli/Janatabazar to Moheskhali road via Yunuskhali. It could be assumed

that 50% of the existing traffic of these two roads will be diverted to this new

road after opening. So, total traffic of the road at the time of opening could be

calculated as following:-

1. Existing traffic= 0.00 ESL

2. Diverted traffic= (73.24+25.67) X 50%= 49.45 ESL and (1340+2037) X50%

PCU=1688.5 PCU.

3. Generated traffic: Soon after opening the road, some heavy trucks will be

plying to transport materials for construction of the proposed power-plant as

well as for transporting salt and fish produced in the area. Following vehicles

are likely to ply daily at the opening period :-

Vehicle ESA Number Total ESA Total PCUHeavy trucks(Dual axle) 4.8 5 24 15

Large Trucks(single axle) 4.62 7 32.34 21 Truck(8160 Kg) 1 5 5 15

Bus 0.5 6 3 9 Minibus/Small truck/Goods van 0.2 10 2 10

Total 66.34 70

So, the total average annual daily traffic (AADT) after completion of the road will be as

following:-

Traffic after completion of the road construction in the year of 2020=49.45(1+.07) ^7=79.40

ESA (AADT).Also there will be generated traffic, as above, 66.34 ESA (AADT).

So, total traffic in the year of 2020(The year of opening) = 0+79.4+66.34= 145.79 ESA

(AADT).

5

ID

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Dat

e

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ime

(hh

mm

)

Per

iod

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(hh

mm

)

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ruck

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rail

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ruck

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r/ T

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Car

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tati

on

Wag

on

/ T

axi

Cab

Au

to R

icks

wa/

CN

G /

Mis

hu

k /

Au

to T

emp

o

Mo

tor

Cyc

le

Bic

ycle

Ric

ksh

aw /

Ric

ksh

aw V

an

An

imal

/ P

ush

Car

t

ES

A

AA

DT

PC

U

1 2 PekuaFrom Ekota to

Pekua2013/11/2 600 1800 0 169 226 37 278 207 144 0 429 230 139 527 0

2 2 PekuaFrom Pekua to

Ekota2013/11/2 600 1800 0 99 204 2 108 140 310 73 533 302 299 503 0

Total 0 268 430 39 386 347 454 73 962 532 438 1030 0 439 6782.5

1 2 PekuaFrom Ekota to

Pekua2013/8/2 600 1800 0 94 131 0 73 94 244 3 548 353 55 617 1


Ekota8/2/2013. 600 1800 2 45 155 13 94 145 85 108 557 320 200 514 4

Total 2 139 286 13 167 239 329 111 1105 673 255 1131 5 247.2 56712 407 716 52 553 586 783 184 2067 1205 693 2161 5

384.2

Ho

llyd

ay

Grand Total of Hollyday and Working day[2 Days]

Consulting Services for Planning and Design of Access Road for Preparatory Survey for Chittagong Area Coal Fired Power Plant Development Project in Bangladesh [Jica Study]BETS Consulting Services Ltd.

Traffic Count Survey-

Wo

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(hh

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(hh

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Hea

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i/H

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r/ T

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Car

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tati

on

Wag

on

/ T

axi

Cab

Au

to R

icks

wa/

CN

G /

Mis

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Au

to T

emp

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Mo

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Cyc

le

Bic

ycle

Ric

ksh

aw /

Ric

ksh

aw V

an

An

imal

/ P

ush

Car

t

ES

A

AA

DT

PC

U


Edmoni2013/11/2 600 1800 1 144 221 16 181 157 218 27 491 234 185 505 0

2 2 PekuaFrom Edmoni to

Pekua2013/11/2 600 1800 0 51 177 3 46 173 517 137 637 419 506 558 0

Total 1 195 398 19 227 330 735 164 1128 653 691 1063 0 331.3 6760.25


Edmoni2013/8/2 600 1800 0 87 184 4 96 136 179 110 529 265 101 504 0

2 2 PekuaFrom Edmoni to

Pekua8/2/2013. 600 1800 4 10 148 8 9 60 21 30 577 431 430 575 14

Total 4 97 332 12 105 196 200 140 1106 696 531 1079 14 216.8 53535 292 730 31 332 526 935 304 2234 1349 1222 2142 14

298.58571

Ho

llyd

ay




Wo

rkin

gd

ay

6

ID

Workingday/H

olly

day

Station

/Road

Nam

e

Location

Direction

Date

Period Start Tim

e

(hhmm)

Period End Tim

e

(hhmm)

Heavy Truck /

Trailer / Container

/ Truck 3‐axle

Medium Truck /

Truck Lorry /

Truck 2‐axle

Small Truck /

Pickup / Small

Van

Large Bus

Medium Bus /

Mini B

us

Micro Bus

Utility/Jeep/

Laguna / Maxi/

Hauler/ Tempo

Car / Station

Wagon / Taxi Cab

Auto Rickswa/

CNG / M

ishuk /

Auto Tempo

Motor Cycle

Bicycle

Rickshaw

/

Rickshaw

Van

Anim

al / Push

Cart

ES

A

AA

DT

PCU

1 3Edmoni

From Edmoni toJanatabazar

2013/10/2 600 1800 0 55 83 17 59 83 400 60 672 295 83 278 3

2 3Edmoni

FromJanatabazar toEdmoni

2013/10/2 600 1800 0 52 92 6 47 42 360 11 656 234 117 162 0

Total 0 107 175 23 106 125 760 71 1328 529 200 440 3 167.8 4223.75

1 3 EdmoniFrom Edmoni toJanatabazar

23/2/2013 600 1800 0 55 111 2 25 9 140 0 339 151 0 159 0

2 3 Edmoni

FromJanatabazar toEdmoni

23/2/2013 600 1800 1 60 128 0 31 17 197 0 339 151 0 159 0

Total 1 115 239 2 56 26 337 0 678 302 0 318 0 181.9 24951 222 414 25 162 151 1097 71 2006 831 200 758 3

171.8286

Hollyday




Workingday

ID

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ay/H

oll

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oad

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e

Lo

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ecti

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e

Per

iod

Sta

rt T

ime

(hh

mm

)

Per

iod

En

d T

ime

(hh

mm

)

Hea

vy T

ruck

/T

rail

er /

Co

nta

iner

/ T

ruck

3-a

xle

Med

ium

Tru

ck /

Tru

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orr

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Tru

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e

Sm

all

Tru

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Pic

kup

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mal

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s

Med

ium

Bu

s /

Min

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Mic

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us

Uti

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p/

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un

a /

Max

i/H

aule

r/ T

emp

o

Car

/ S

tati

on

Wag

on

/ T

axi

Cab

Au

to R

icks

wa/

CN

G /

Mis

hu

k /

Au

to T

emp

o

Mo

tor

Cyc

le

Bic

ycle

Ric

ksh

aw /

Ric

ksh

aw V

an

An

imal

/ P

ush

Car

t

ES

A

AA

DT

PC

U

15

Matherbaribridge

From MatharbariBridge ToJanatabazar

2013/10/2 600 1800 0 0 16 0 0 16 15 5 231 74 0 0 0

2

5Matherbaribridge

FromJanatabazar toMatharbaribridge

2013/10/2 600 1800 0 0 19 0 0 1 8 3 214 102 22 6 0

Total 0 0 35 0 0 17 23 8 445 176 22 6 0 7 571.75

1 5Matherbaribridge

From MatharbariBridge ToJanatabazar

23/2/2013 600 1800 0 0 6 0 0 1 0 0 126 19 0 82 0

2 5Matherbaribridge

FromJanatabazar toMatharbaribridge

23/2/2013 600 1800 0 0 18 0 0 1 0 0 157 25 0 102 0

Total 0 0 24 0 0 2 0 0 283 44 0 184 0 4.8 639.250 0 59 0 0 19 23 8 728 220 22 190 0

6.3714286

Ho

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Wo

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7

ID

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ecti

on

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e

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iod

Sta

rt T

ime

(hh

mm

)

Per

iod

En

d T

ime

(hh

mm

)

Hea

vy T

ruck

/T

rail

er /

Co

nta

iner

/ T

ruck

3-a

xle

Med

ium

Tru

ck /

Tru

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orr

y /

Tru

ck 2

-axl

e

Sm

all

Tru

ck /

Pic

kup

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mal

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an

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Bu

s

Med

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Bu

s /

Min

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us

Mic

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us

Uti

lity

/Jee

p/

Lag

un

a /

Max

i/H

aule

r/ T

emp

o

Car

/ S

tati

on

Wag

on

/ T

axi

Cab

Au

to R

icks

wa/

CN

G /

Mis

hu

k /

Au

to T

emp

o

Mo

tor

Cyc

le

Bic

ycle

Ric

ksh

aw /

Ric

ksh

aw V

an

An

imal

/ P

ush

Car

t

ES

A

AA

DT

PC

U

1 7 JanatabazarFrom JanataBazar toEunuskhali

25/2/2013 600 1800 0 15 52 0 27 1 92 0 362 133 1 31 0

2 7 JanatabazarFrom Eunuskhalito Janata Bazar

25/2/2013 600 1800 0 14 45 0 26 8 171 0 230 36 20 120 0

Total 0 29 97 0 53 9 263 0 592 169 21 151 0 59 1498.25

1 7 JanatabazarFrom JanataBazar toEunuskhali

23/2/2013 600 1800 0 0 42 0 25 11 53 0 161 49 0 29 0

2 7 JanatabazarFrom Eunuskhalito Janata Bazar

23/2/2013 600 1800 0 0 48 0 25 2 48 0 139 24 0 26 0

Total 0 0 90 0 50 13 101 0 300 73 0 55 0 28 743.750 29 187 0 103 22 364 0 892 242 21 206 0

42.942857

Ho

llyd

ay




Wo

rkin

gd

ay

8

ID

Workingday/Hollyday

Station

/Road

Nam

e

Location

Direction

Date

Period Start Tim

e (hhmm)

Period End Tim

e (hhmm)

Heavy Truck / Trailer / Container /

Truck 3‐axle

Medium Truck / Truck Lorry / Truck 2‐

axle

Small Truck / Pickup / Small V

an

Large Bus

Medium Bus / Mini Bus

Micro Bus

Utility/Jeep/ Laguna / Maxi/ Hauler/

Tempo

Car / Station W

agon / Taxi Cab

Auto Rickswa/ CNG / M

ishuk / Auto

Tempo

Motor Cycle

Bicycle

Rickshaw

/ Rickshaw

Van

Anim

al / Push Cart

ESA

AADT

PCU

1 1Ekota Bazar

From EkotaBazar to Pekua 27-06-2013 800 1600 0 117 185 3 39 362 347 109 445 443 276 404 16

2 1Ekota Bazar

From Pekua toEkota Bazar 27-06-2014 800 1600 0 80 163 4 52 307 351 140 520 353 267 536 12

0 197 348 7 91 669 698 249 965 796 543 940 28 288.3 6433.25

1 1 Ekota BazarFrom EkotaBazar to Pekua 28-06-2013 800 1600 0 14 107 0 46 97 241 0 357 167 147 344 0

2 1 Ekota BazarFrom Pekua toEkota Bazar 28-06-2014 800 1600 0 22 179 0 24 46 241 0 304 135 125 342 0

0 36 286 0 70 143 482 0 661 302 272 686 0 107.2 3459.25

0 233 634 7 161 812 1180 249 1626 1098 815 1626 28

236.56

Holly

day

Total


Consulting Services for Planning and Design of Access Road for Preparatory Survey for Chittagong Area Coal Fired PowerPlant Development Project in Bangladesh [Jica Study]

BETS Consulting Services Ltd.


Workingday

Total

9

ID

Workingday/Hollyday

Station

/Road

Nam

e

Location

Direction

Date

Period Start Tim

e (hhmm)

Period End Tim

e (hhmm)


Truck 3‐axle


axle


an

Large Bus


Micro Bus


Tempo

Car / Station W

a gon / Taxi Cab


ishuk / Auto

Tempo

Motor Cycle

Bicycle

Rickshaw

/ Rickshaw

Van

Anim

al / Push Cart

ESA

AADT

PCU

1 2Pekua Bazar

From Eidmoni toPekua 27-06-2013 800 1600 0 14 99 0 62 62 107 0 217 146 198 207 0

2 2Pekua Bazar

From Pekua toEidmoni 27-06-2014 800 1600 0 2 11 0 4 21 91 16 343 167 130 479 0

0 16 110 0 66 83 198 16 560 313 328 686 0 51.2 2843.75

1 2 Pekua BazarFrom Eidmoni toPekua 28-06-2013 800 1600 0 1 9 0 0 15 53 16 220 186 160 489 1

2 2 Pekua BazarFrom Pekua toEidmoni 28-06-2014 800 1600 0 3 42 0 30 24 121 0 214 45 54 146 5

0 4 51 0 30 39 174 16 434 231 214 635 6 20.2 2281.75

0 20 161 0 96 122 372 32 994 544 542 1321 6

42.343

Holly

day

Total


Consulting Services for Planning and Design of Access Road for Preparatory Survey for Chittagong Area Coal Fired PowerPlant Development Project in Bangladesh [Jica Study]



Workingday

Total

10

ID

Workingday/Hollyday

Station

/Road

Nam

e

Location

Direction

Date

Period Start Tim

e (hhmm)

Period End Tim

e (hhmm)


Truck 3‐axle


axle


an

Large Bus


Micro Bus


Tempo

Car / Station W

agon / Taxi Cab


ishuk / Auto

Tempo

Motor Cycle

Bicycle

Rickshaw

/ Rickshaw

Van

Anim

al / Push Cart

ESA

AADT

PCU

1 4Yunuskhali

From Challatoli toYunuskhali 27-06-2013 800 1600 1 0 9 0 3 6 122 0 250 27 32 100 2

2 4Yunuskhali

From Yunuskhali toChallatoli 27-06-2014 800 1600 0 0 9 0 0 0 90 0 348 65 117 146 0

1 0 18 0 3 6 212 0 598 92 149 246 2 11.7 1340

1 4 YunuskhaliFrom Challatoli toYunuskhali 28-06-2013 800 1600 0 0 0 0 0 0 65 0 133 18 7 125 0

2 4 YunuskhaliFrom Yunuskhali toChallatoli 28-06-2014 800 1600 0 0 1 0 0 30 115 0 150 18 26 163 0

0 0 1 0 0 30 180 0 283 36 33 288 0 0.2 1042.75

1 0 19 0 3 36 392 0 881 128 182 534 2

8.41

Holly

day

Total

Grand Total of Hollyday and Working day[2Days]

Consulting Services for Planning and Design of Access Road for Preparatory Survey for Chittagong Area CoalFired Power Plant Development Project in Bangladesh [Jica Study]



Workingday

Total

11

ID

Workingd

ay/Hollyday

Station

/Road

Nam

e

Location

Direction

Date

Period Start Tim

e (hhmm)

Period End Tim

e (hhmm)


Truck 3‐axle


axle


an

Large Bus


Micro Bus


Tempo

Car / Station W

agon / Taxi Cab

Aut o Rickswa/ CNG / M

ishuk / Auto

Tempo

Motor Cycle

Bicycle

Rickshaw

/ Rickshaw

Van

Anim

al / Push Cart

ESA

AADT

PCU

1 5Materbari

From Materbari toChallatoli 27-06-2013 800 1600 0 32 128 0 0 0 252 0 247 54 37 74 0

2 5Materbari

From Challatoli toMatarbari 27-06-2014 800 1600 4 80 129 2 4 19 92 0 186 147 138 170 0

4 112 257 2 4 19 344 0 433 201 175 244 0 195.2 2037

1 5 Materbari From Materbari toChallatoli 28-06-2013 800 1600 0 0 3 0 0 12 60 0 63 13 20 23 2

2 5 Materbari From Challatoli toMatarbari 28-06-2014 800 1600 0 0 9 0 0 6 48 0 61 24 18 21 1

0 0 12 0 0 18 108 0 124 37 38 44 3 2.4 377.75

4 112 269 2 4 37 452 0 557 238 213 288 3

140.11

Holly

day

Total

Grand Total of Hollyday and Working day[2Days]

Consulting Services for Planning and Design of Access Road for Preparatory Survey for Chittagong Area CoalFired Power Plant Development Project in Bangladesh [Jica Study]



Workingday

Total

12

ID

Workingday/Hollyday

Station

/Road

Nam

e

Location

Direction

Date

Period Start Tim

e (hhmm)

Period End Tim

e (hhmm)


Truck 3‐axle


axle


an

Large Bus


Micro Bus


Tempo

Car / Station W

agon / Taxi Ca b


ishuk / Auto

Tempo

Motor Cycle

Bicycle

Rickshaw

/ Rickshaw

Van

Anim

al / Push Cart

ESA

AADT

PCU

1 3Elisha Bazar

From Elisha Bazar toEidmoni 27-06-2013 800 1600 14 1 30 15 25 120 230 2 688 112 20 169 0

2 3Elisha Bazar

From Eidmoni toElisha Bazar 27-06-2014 800 1600 20 110 156 17 37 71 142 3 779 130 24 251 0

34 111 186 32 62 191 372 5 1467 242 44 420 0 431.6 3614.75

1 3 Elisha BazarFrom Elisha Bazar toEidmoni 28-06-2013 800 1600 1 52 66 23 91 67 362 12 436 29 13 46 0

2 3 Elisha BazarFrom Eidmoni toElisha Bazar 28-06-2014 800 1600 0 0 56 2 19 30 99 6 503 72 43 82 3

1 52 122 25 110 97 461 18 939 101 56 128 3 118.4 2338

35 163 308 57 172 288 833 23 2406 343 100 548 3

342.11

Workingday


Holly

day

Consulting Services for Planning and Design of Access Road for Preparatory Survey for Chittagong Area Coal FiredPower Plant Development Project in Bangladesh [Jica Study]



Total

Total

Appendix-C16.3-2

Topographic Survey

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

Appendix-C16.3-3

Geotechnical Survey and Laboratory Test

1

2

3

4

5

6

7

8

9

10

11

12

13

14

15

16

17

18

19

20

21

22

23

24

25

26

27

28

29

30

31

32

33

34

35

36

37

38

39

40

41

42

43

44

45

46

47

48

49

50

51

52

53

54

55

56

57

58

59

60

61

62

63

64

65

66

67

68

69

70

71

72

73

74

75

76

77

78

79

80

81

82

83

84

85

86

87

2.4.2StandardPenetration Test (SPT)

Standard Penetration test using Raymond Sampler and Drive Hammer shall be performed @t

1.5 m interval following the progress of mechanical drilling work. All the tools needed for the

standard Penetration tests shall be in compliance with ASTM-D1586-84 requirements.

2.4.3 Soil Sampling

All undisturbed samples shall be sampled using a Shelby tube which is able to obtain

undisturbed soil samples for a precise evaluation of soils density and porosity. The Sampling

Method and instrument shall be approved in advance by the Engineer.

All the above undisturbed samples and all disturbed samples obtained by SPT shall be kept in an

airtight and transport vinyl bags to preserve it from drying and being desiccated to an accurate

soil tests. Samples have been transported without disturbance. During the site work to obtain the

undisturbed sample, the contractor shall request the Engineers presence

2.5 Laboratory Tests:

The laboratory tests are to be done for determination of the following.

a) Grain size distribution

b) Atterberg limits

c) Specific Gravity of soil

d) Unit Weight

e) Unconfined Compression Tests

2.6 Dynamic Cone Penetrometer (DCP) tests and Existing Road Material

sampling

2.6.1 General:

The Main purpose of the works is to analyze and evaluate the characteristic of existing soil The

CBR value worked out from this tests have been recorded for design of the pavement.

2.6.2Summary of PIT soil test

88

SUMMARY PIT SOIL Tests

Chainage m 4445 5235 6205 Note

Road Section

PIT No 1 2 3

Northing /Easting

DEPTH (m) 1.5 1.0 1.2

Qty of Atterberg limit Tests 1 1 1

Qty of Specific gravity of Soil 1 1 1

Grain Size Analysis 1 1 1

Proctor Test 1 1 1

Reporting:

1) Location Map with Description of Location of testing /sampling No

2) Comprehensive results of tests on site

3) Result of DCP tests analysis

4) Photos showing the site conditions before during and after sampling

5) Others

Road material Sampling: Along the route between Yunuskhali and the power Plant site

(3 Samples)

2.6.3 Test Pit Soil Evaluation

Evaluation of soils sample collected from roadway.

The desirable properties of good fill materials is that it should have high stability and strength and

for that it should not exhibit large change of volume with change of moisture content, have good

drainage properties, not contain much organic matter and not favor capillary rise of water. In

India and Bangladesh, following criteria are adopted in selecting soils for road embankment:-

Soils having a maximum dry density less than 1440 kg/cum are ordinarily considered

unsuitable for embankment construction.

Soils having a maximum dry density less than 1520 kg/cum are ordinarily considered

unsuitable for use in embankments exceeding 3 m in height or in embankments in any height

subject to long periods of inundation.

89

Top 0.5 m of the embankment should preferably constructed with soils having maximum dry

density greater than 1650 kg/cum.

However, following are test results and anticipated embankment performance based on I. S.

classification and PRA classification:-

Pit #

Visual description

PRA Classification

Max. dry density(Kg./cum)

OMC (%)

Anticipated embankment performance

1 Silt clay A6 1560-1650 19 Poor to good

2 Silt clay A5 1480-1600 23 Unsatisfactory 3 Clayey silt A4 1570-1710 18 Poor to good

So, as per the test results, soils from test pit# 2 area could not be used as embankment

materials.

Appendix-C16.3-4

Details of Preliminary Analysis of Soft Soil Ground

Preliminary A

Utilizing ava

road has been

However, lab

Accordingly

(1) Studied S

1) Locat

Lo

salt field and

2)Studie

Stu

Analysis of S

ailable data b

n conducted.

boratory test s

preliminary a

Section

tion of the stu

cations of the

d BWDB Emb

ed Cross Sect

udied section

Soft Soil Grou

by the boring

such as conso

analysis was

udied section

e studied sect

bankment sec

tion

1 ： Yunus

und

survey, a pre

olidation test

conducted by

n

tions are show

ction.

skhali salt fiel

1

eliminary ana

was not cond

y assumed so

wn below, stu

ld

alysis of soft

ducted during

oil property ba

udy has been

soil ground

g the preparat

ased on availa

conducted at

for the sectio

tory survey.

able N-value

t two sections

on of the new

.

s; Yunusikhal

w

li

2

Consi

(2) Anal

1)Cro

1-1

New rCross

idered section

lysis of curre

oss section 1

1 Cross sectio

road section (Ys section profile

n2 : BWDB e

ent ground

: Yunuskhali

on profile

Yunuskhali salt e

embankment

salt field

field)

Foot of slope, l

3

left Bank ce

SaSa

Si

S

enter Foot of

and bed ①and mat

ilt

Sand layer

slope, right

4

1-2. Calculation result

1-2-1. Calculation location 1 ： Foot of slope, left Calculation position ： -14.900 m Ground water level ： 0.000 m

Layer

No

Calculation method

Layer thickness

(m)

Effective overburden

pressure p0(kN/m2)

Increased stress

⊿p(kN/m2)

Increment of preconsolidation

q0(kN/m2)

Settlement

(cm)

1 � e method 9.000 4.50 7.22 0.00 43.582

2 Un-consolidation layer

10.000 --- --- --- ---

Subtotal： 43.582(cm)

Layer

No

e0 e1 Mv (m2/kN)

Cc1 Cc2 √p0(p0+⊿p)(kN/m2)

p0+⊿p/2 (kN/m2)

Cv (cm2/day)

1 4.636 4.363 --- --- --- 7.26 --- 550.000

2 --- --- --- --- --- --- --- --- [Amount of immediate settlement] （Design scheme volume one civil engineering NEXCO）

Load

step

Immediate

settlement

factor 1

[Amount of immediate settlement] （Design scheme volume one civil engineering NEXCO）

Layer

No

Average of E50

Amount of immediate settlement

1 0.000 0.000 2 0.000 0.000

Subtotal (Immediate settlement)： 0.000(cm) Total(End amount of settlement)： 43.582(cm) [Cross section profile] [Residual amount of settlement] Degree of consolidation：100%(Calculation location＝ 0.000m)

Standing duration： 621days Layer

No

Output Degree of

consolidation (%)

Amount of settlement

(cm)

Settlement degree of consolidation

in standing duration

(%)

Conversion layer degree of consolidation after standing

duration (%)

Amount of settlement in

standing duration

(cm)

1 100.000 43.582 68.858 --- 30.010 2 --- --- --- --- ---

Subtotal(Amount of settlement)： 43.582(cm)

Subtotal (amount of settlement in standing duration)： 30.010(cm) Residual amount of settlement： 13.572(cm)

5

1-2-2.Caluculation location 2 ：Bank center Calculation position ： 0.000 m Ground water level ： 0.000 m

Layer

No

Calculations method Layer thickness

(m)


pressure p0(kN/m2)

Increased stress

⊿p(kN/m2)


q0(kN/m2)

Settlement

(cm)


1.000 --- --- --- ---

1 � e method 9.000 22.50 65.88 0.00 103.7682 Un-consolidation

layer 10.000 --- --- --- ---


Layer

No

e0 e1 Mv (m2/kN)


p0+⊿p/2 (kN/m2)

Cv (cm2/day)

4 --- --- --- --- --- --- --- ---1 4.145 3.551 --- --- --- 44.59 --- 550.0002 --- --- --- --- --- --- --- ---

[Amount of immediate settlement]（Design scheme volume one civil engineering NEXCO）

Load

step

Immediate settlement

factor 1


Layer

No

Average of E50

Amount of Immediate settlement

(cm) 4 0.000 0.000 1 0.000 0.000 2 0.000 0.000

Subtotal(Immediate settlement)： 0.000(cm) Total(End amount of settlement)： 103.768(cm) [Cross section profile] [Residual amount of settlement] Degree of consolidation：100%(Calculation location＝ 0.000m)


No

Output Degree of

Consolidation (%)


(cm)

Settlement degree of consolidation in standing duration

(%)

Conversion layer degree of

consolidation after standing

duration (%)


standing duration

(cm)

4 --- --- --- --- --- 1 100.000 103.768 28.959 --- 30.050 2 --- --- --- --- ---

Subtotal(Amount of settlement)： 103.768(cm) Subtotal(Amount of settlement in standing duration)： 30.050(cm)

Residual amount of settlement： 73.718(cm)

6

1-2-3.Calcuation location 3 ：Foot of slope, right

Calculation position ： 14.900 m Ground water level ： 0.000 m

Layer

No

Calculation method Layer thickness

(m)


pressure p0(kN/m2)

Increased stress⊿p(kN/m2)


q0(kN/m2)


(cm)

1 D e method 9.000 4.50 7.22 0.00 43.5822 Un-consolidation 10.000 --- --- --- ---

Subtotal： 43.582(cm) Layer

No

e0 e1 Mv (m2/kN)


p0+⊿p/2 (kN/m2)

Cv (cm2/day)

1 4.636 4.363 --- --- --- 7.26 --- 550.0002 --- --- --- --- --- --- --- ---


Load ste


factor 1


Layer

No

Average of E50


(cm) 1 0.000 0.000 2 0.000 0.000

Subtotal(Amount of immediate settlement)： 0.000(cm) Total(End amount of settlement)： 43.582(cm) [Cross section profile] [Residual amount of settlement] Degree of consolidation：100%(Calculation location＝ 0.000m)

Standing duration： 621 days Layer

No

Output degree of consolidation

(%)


(cm)


(%)



duration (%)


(cm)

1 100.000 43.582 68.858 --- 30.010 2 --- --- --- --- ---



7

1-2-4. Degree of consolidation - elapsed days Calculation location 1 ：Foot of slope, left Calculation position ： -14.900 m All layers degree of consolidation

Degree of consolidation

10 20 30 40 50 60 70 80 90 100

Elapsed days 62 98 155 236 340 472 644 886 1299 ---Amount of settlement

4.358 8.716 13.075 17.433 21.791 26.149 30.508 34.866 39.224 43.582

1st layer Soil layer：silt


10 20 30 40 50 60 70 80 90 100


4.358 8.716 13.075 17.433 21.791 26.149 30.508 34.866 39.224 43.582

2nd layer Soil layer: sand layer


10 20 30 40 50 60 70 80 90 100

Elapsed days --- --- --- --- --- --- --- --- --- ---Amount of --- --- --- --- --- --- --- --- --- ---

Calculation location 2 ：Bank center Calculation position ： 0.000 m All layers degree of consolidation


10 20 30 40 50 60 70 80 90 100

Elapsed days 62 98 155 236 340 472 644 886 1299 ---


10.377 20.754 31.130 41.507 51.884 62.261 72.638 83.015 93.391 103.768

4th layer Soil layer：Sand mat Degree of

consolidation 10 20 30 40 50 60 70 80 90 100

Elapsed days --- --- --- --- --- --- --- --- --- ---


--- --- --- --- --- --- --- --- --- ---

1st layer Soil layer: silt Degree of

consolidation 10 20 30 40 50 60 70 80 90 100


10.377 20.754 31.130 41.507 51.884 62.261 72.638 83.015 93.391 103.768

2nd layer Soil layer：Sand layer Degree of

consolidation 10 20 30 40 50 60 70 80 90 100

Elapsed days --- --- --- --- --- --- --- --- --- ---


--- --- --- --- --- --- --- --- --- ---

8

Calculation location 3 ：Foot of slope, right Calculation position ： 14.900 m All layers degree of consolidation


10 20 30 40 50 60 70 80 90 100


4.358 8.716 13.075 17.433 21.791 26.149 30.508 34.866 39.224 43.582

1st layer Soil layer: Silt


10 20 30 40 50 60 70 80 90 100


4.358 8.716 13.075 17.433 21.791 26.149 30.508 34.866 39.224 43.582

2nd layer Soil layer: Sand layer

Degree o f consolidation

10 20 30 40 50 60 70 80 90 100


9

2) Study section 2 ：BWDB Embankment

2-1. Cross sectional profile

2-2.Calculation result

2-2-1.Calculation location 1 ：Foot of slope, left Calculation position ： -29.800 m Ground water level ： 0.000 m

Layer

No

Caluculation method

Layer thickness

(m)


pressure

p0(kN/m2)

Increased stress

⊿p(kN/m2)


q0(kN/m2)


(cm)

1 � e method 12.000 6.00 4.99 0.00 33.1792 Un-consolidation 7.000 --- --- --- ---


Layer e0 e1 Mv (m2/kN)


p0+⊿p/2 (kN/m2)

Cv (cm2/day)

1 4.531 4.378 --- --- --- 8.12 --- 550.0002 --- --- --- --- --- --- --- ---


Load step


1 [Amount of immediate settlement] （Design scheme volume one civil engineering NEXCO）

No

Average of E50


New road section (BWDB Embankment) Cross section profile

Foot of slope, left Bank center Foot of slope, right

Sand bed ①Sand mat

Silt

Sand layer

10

1 0.000 0.000 2 0.000 0.000

Subtotal (Amount of immediate settlement)： 0.000(cm) Total (End amount of settlement)： 33.179(cm) [Cross section profile] [Residual amount of settlement] Degree of consolidation：100%(Calculation location ＝ 0.000m)


No


(%)


(cm)

Settlement degree do consolidation in standing duration

(%)



duration (%)


(cm)

1 100.000 33.179 90.420 --- 30.000 2 --- --- --- --- ---

Subtotal(Amount of settlement)： 33.179(cm) Subtotal (Amount of settlement in standing duration)： 30.000(cm)


2-2-2.Calculation location 2 ：Bank center Calculation position ： 0.000 m Ground water level ： 0.000 m

Layer

No


(m)


pressure p0(kN/m2)



q0(kN/m2)


(cm)


1.000 --- --- --- ---

1 � e method 12.000 24.00 116.51 0.00 175.7492 Un-consolidation

layer 7.000 --- --- --- ---


Layer

No

e0 e1 Mv (m2/kN)


p0+⊿p/2 (kN/m2)

Cv (cm2/day)

4 --- --- --- --- --- --- --- ---1 4.116 3.367 --- --- --- 58.07 --- 550.0002 --- --- --- --- --- --- --- ---


Load step


factor 1


11

Layer

No

Average of E50


(cm)

4 0.000 0.000 1 0.000 0.000 2 0.000 0.000



No


(%)


(cm)


(%)


consolidation after standing duration (%)


(cm)

4 --- --- --- --- --- 1 100.000 175.749 17.082 --- 30.021 2 --- --- --- --- ---


Subtotal(Amount of settlement in standing duration)： 30.021(cm) Residual amount of settlement： 145.728(cm)

2-2-3.Calculation location 3 ：Foot of slope, right Calculation position ： 20.900 m Ground water level ： 0.000 m

Layer

No


(m)


pressure p0(kN/m2)



q0(kN/m2)


(cm)

1 D e method 12.000 6.00 13.61 0.00 69.9542 Un-consolidation 7.000 --- --- --- ---


Layer

No

e0 e1 Mv (m2/kN)


p0+⊿p/2 (kN/m2)

Cv (cm2/day)

1 4.531 4.209 --- --- --- 10.85 --- 550.0002 --- --- --- --- --- --- --- ---


Load step


factor


12

Layer

No

Average of E50


(cm)

1 0.000 0.000 2 0.000 0.000



No


(%)


(cm)


(%)



duration (%)


standing duration(cm)

1 100.000 69.954 42.926 --- 30.029 2 --- --- --- --- ---

Subtotal (Amount of settlement)： 69.954(cm)


13

2-2-4. Degree of consolidation – Elapsed days Calculation location 1 ：Foot of slope, left Calculation position ： -29.800 m All layers degree of consolidation


10 20 30 40 50 60 70 80 90 100


3.318 6.636 9.954 13.271 16.589 19.907 23.225 26.543 29.861 33.179

1st layer Soil layer：Silt Degree of

consolidation 10 20 30 40 50 60 70 80 90 100

Elapsed days 75 133 236 380 566 800 1105 1535 2271 ---


3.318 6.636 9.954 13.271 16.589 19.907 23.225 26.543 29.861 33.179


consolidation 10 20 30 40 50 60 70 80 90 100

Elapsed days --- --- --- --- --- --- --- --- --- ---


--- --- --- --- --- --- --- --- --- ---



10 20 30 40 50 60 70 80 90 100


17.575 35.150 52.725 70.299 87.874 105.449 123.024 140.599 158.174 175.749

4th layer Soil layer：Sand mat Degree of

consolidation 10 20 30 40 50 60 70 80 90 100

Elapsed days --- --- --- --- --- --- --- --- --- ---Amount of settlement

--- --- --- --- --- --- --- --- --- ---

1st layer Soil layer：Silt Degree of

consolidation 10 20 30 40 50 60 70 80 90 100

Elapsed days 75 133 236 380 566 800 1105 1535 2271 ---


17.575 35.150 52.725 70.299 87.874 105.449 123.024 140.599 158.174 175.749


consolidation 10 20 30 40 50 60 70 80 90 100

Elapsed days --- --- --- --- --- --- --- --- --- ---


--- --- --- --- --- --- --- --- --- ---

14


degree of 10 20 30 40 50 60 70 80 90 100Elapsed days 75 133 236 380 566 800 1105 1535 2271 ---Amount of 6.995 13.991 20.986 27.982 34.977 41.973 48.968 55.963 62.959 69.954

1st layer Soil layer : Silt degree of 10 20 30 40 50 60 70 80 90 100

Elapsed days 75 133 236 380 566 800 1105 1535 2271 ---Amount of 6.995 13.991 20.986 27.982 34.977 41.973 48.968 55.963 62.959 69.954

2nd layer Soil layer : Sand layer degree of 10 20 30 40 50 60 70 80 90 100


3)Analysis result At Yunuskhali salt field, 886 days are required to achieve 80% degree of consolidation and at BWDB

embankment, 1535 days are required to achieve 80% degrer of consolidation. From the above result, because time required for resettlment is long, consolidation settlement promoting

work is necessary as countermeasure.

15

(3) Consideration on soft ground countermeasures work Analysis result of current ground without countermeasures, consolidation settlement time is ver long,

therefore settlement analysis is conducted adopting sand drain method which is effective in promoting consolidation settmelement.

In sand drain which is utilised in analysis is of flatland configuration: square arrangement, arrangement distance:5.0m and drain diameter: 40cm.

1) Study section 1：Salt filed section in Yunuskhali

1-1 Cross section configuration



Layer

No


(m)


pressure

Increased stress

⊿p(kN/m2)


q0(kN/m2)


( )1 D e method 9.000 4.50 7.22 0.00 43.582

2 Un-consolidation 10.000 --- --- --- --- Subtotal： 43.582(cm)

Layer

No

e0 e1 Mv (m2/kN)


p0+⊿p/2 (kN/m2)

Cv (cm2/day)

1 4.636 4.363 --- --- --- 7.26 --- 550.0002 --- --- --- --- --- --- --- ---


New road section (Yunuskhali salt field) Cross section profile

Foot of slope, left Bank center Foot of slope, right

3: Sand bed①4: Sand mat

1: SiltSand drain (square layout)

2: Sand layer

16

Load step


factor


Layer

No

Average of E50


(cm) 1 0.000 0.000 2 0.000 0.000

Subtotal(Amount of immediate settlement)： 0.000(cm) Total(End amount of settlement)： 43.582(cm) [Cross section profile] [Residual amount of settlement] Degree of consolidation：100%(Calculation location ＝ 0.000m)

Standing duration： 212 日 Layer

No


(%)


(cm)


(%)



duration (%)


standing duration

(cm)

1 100.000 43.582 69.047 --- 30.092 2 --- --- --- --- ---




Layer

No


(m)


pressure p0(kN/m2)



q0(kN/m2)


(cm)

4 Un-consolidation 1.000 --- --- --- --- 1 � e method 9.000 22.50 65.88 0.00 103.7682 Un-consolidation 10.000 --- --- --- ---


Layer

No

e0 e1 Mv (m2/kN)


p0+⊿p/2 (kN/m2)

Cv (cm2/day)

4 --- --- --- --- --- --- --- ---1 4.145 3.551 --- --- --- 44.59 --- 550.0002 --- --- --- --- --- --- --- ---


Load step


factor

1

17

[Amount of immediate settlement] （Design scheme volume one civil engineering NEXCO） Layer

No

Average of E50


(cm)

4 0.000 0.000 1 0.000 0.000 2 0.000 0.000

Subtotal(Amount of immediate settlement)： 0.000(cm) Total(End amount of settlement)： 103.768(cm) [Cross section profile] [Residual amount of settlement] degree of consolidation：100%(Calculation location ＝ 0.000m)

Standing duration： 98 days

Layer

No


(%)


(cm)


(%)


consolidation after standing duration (%)


(cm)

4 --- --- --- --- --- 1 100.000 103.768 29.265 --- 30.368 2 --- --- --- --- ---




Layer

No


(m)


pressure p0(kN/m2)



q0(kN/m2)


(cm)



Layer

No

e0 e1 Mv (m2/kN)


p0+⊿p/2 (kN/m2)

Cv (cm2/day)

1 4.636 4.363 --- --- --- 7.26 --- 550.0002 --- --- --- --- --- --- --- ---


Load step


factor 1


18

Layer No

Average of E5

Amount of immediate settlement Amount of settlement

(cm)

1 0.000 0.000 2 0.000 0.000


Standing duration： 212 days Layers

No


(%)


(cm)


(%)



duration (%)


standing duration

(cm)

1 100.000 43.582 69.047 --- 30.092 2 --- --- --- --- ---



19

1-2-4.Degree of consolidation－Elapsed days

Calculation location 1 ：Foot of slope, left Calculation position ： -14.900 m All layers degree of consolidation


10 20 30 40 50 60 70 80 90 100


4.358 8.716 13.075 17.433 21.791 26.149 30.508 34.866 39.224 43.582

1st layer Soil layer : Silt Degree of

consolidation 10 20 30 40 50 60 70 80 90 100

Elapsed days 56 80 100 121 146 177 217 273 369 ---


4.358 8.716 13.075 17.433 21.791 26.149 30.508 34.866 39.224 43.582

2nd layer Soil layer : Sand layer Degree of

consolidation 10 20 30 40 50 60 70 80 90 100

Elapsed days --- --- --- --- --- --- --- --- --- ---


--- --- --- --- --- --- --- --- --- ---



10 20 30 40 50 60 70 80 90 100

Elapsed days 56 80 100 121 146 177 217 273 369 ---


10.377 20.754 31.130 41.507 51.884 62.261 72.638 83.015 93.391 103.768

4th layer Soil layer: Sand mat Degree of

consolidation 10 20 30 40 50 60 70 80 90 100

Elapsed days --- --- --- --- --- --- --- --- --- ---


--- --- --- --- --- --- --- --- --- ---


consolidation 10 20 30 40 50 60 70 80 90 100

Elapsed days 56 80 100 121 146 177 217 273 369 ---


10.377 20.754 31.130 41.507 51.884 62.261 72.638 83.015 93.391 103.768


consolidation 10 20 30 40 50 60 70 80 90 100

Elapsed days --- --- --- --- --- --- --- --- --- ---


--- --- --- --- --- --- --- --- --- ---

20



10 20 30 40 50 60 70 80 90 100

Elapsed days 56 80 100 121 146 177 217 273 369 ---


4.358 8.716 13.075 17.433 21.791 26.149 30.508 34.866 39.224 43.582


consolidation 10 20 30 40 50 60 70 80 90 100

Elapsed days 56 80 100 121 146 177 217 273 369 ---


4.358 8.716 13.075 17.433 21.791 26.149 30.508 34.866 39.224 43.582


consolidation 10 20 30 40 50 60 70 80 90 100

Elapsed days --- --- --- --- --- --- --- --- --- ---


--- --- --- --- --- --- --- --- --- ---

21

2) Study section 2：BWDB Embankment

2-1Cross sectional profile



Layer

No

Caluculation method

Layer thickness

(m)


pressure p0(kN/m2)



q0(kN/m2)


(cm)



Layer

No

e0 e1 Mv (m2/kN)


p0+⊿p/2 (kN/m2)

Cv (cm2/day)

1 4.531 4.378 --- --- --- 8.12 --- 550.0002 --- --- --- --- --- --- --- ---


Load step


factor 1

New road section (BWDB Embankment) Cross section profile

Foot of slope, left Foot of slope, right Bank center

Sand bed ①Sand mat

1: Silt Sand drain (Square layout)

Sand layer

22

[Amount of immediate settlement] （Design scheme volume one civil engineering NEXCO） Layer

No

Average of E50


(cm) 1 0.000 0.000 2 0.000 0.000



No Output degree of

consolidation (%)


(cm)


(%)



duration (%)


standing duration

(cm)

1 100.000 33.179 90.488 --- 30.023 2 --- --- --- --- ---




Layer

No


(m)


pressure p0(kN/m2)



q0(kN/m2)


(cm)

4 Un-consolidation 1.000 --- --- --- --- 1 � e method 12.000 24.00 116.51 0.00 175.7492 Un-consolidation 7.000 --- --- --- ---


Layer No

e0 e1 Mv (m2/kN)


p0+⊿p/2 (kN/m2)

Cv (cm2/day)

4 --- --- --- --- --- --- --- ---1 4.116 3.367 --- --- --- 58.07 --- 550.0002 --- --- --- --- --- --- --- ---


Load step


factor 1


23

Layer

No

Average of E50


(cm)

4 0.000 0.000 1 0.000 0.000 2 0.000 0.000


Standing duration： 74days

層No


(%)


(cm)

Settlement degree do consolidation in standing duration

(%)



duration (%)


standing duration

(cm)

4 --- --- --- --- --- 1 100.000 175.749 17.388 --- 30.559 2 --- --- --- --- ---




Layer

No


(m)


pressure p0(kN/m2)



q0(kN/m2)


(cm)



Layer

No

e0 e1 Mv (m2/kN)


p0+⊿p/2 (kN/m2)

Cv (cm2/day)

1 4.531 4.209 --- --- --- 10.85 --- 550.0002 --- --- --- --- --- --- --- ---


Load step


factor 1


24

Layer

No

Average of E50


(cm)

1 0.000 0.000 2 0.000 0.000



No


(%)


(cm)


(%)



duration (%)


standing duration

(cm)

1 100.000 69.954 43.144 --- 30.181 2 --- --- --- --- ---



25

2-2-4.degree of consolidation－Elapsed days Calculation location 1 ：Foot of slope, left Calculation position ： -29.800 m All layers degree of consolidation








4th layer Soil layer: Sand mat degree of 10 20 30 40 50 60 70 80 90 100












26

3) Analysis result It is confirmed that implementing sand drain work enables to shorten elapsed days for achieving 80%

degree of consolidation from 1583 days to 273 days. From the above result, considering very long time required for settlement consolidation (4.2 years) and

adopting consolidation promoting work enables to achieve 80% of degree of consolidation for approximately 9 months, “sand drain work” will be adopted as consolidation promoting work at this area.

Appendix-C16.3-5

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Documents

Preparatory Survey on Chittagong Area - JICAopen_jicareport.jica.go.jp/pdf/12233888_01.pdf · Chapter 12 Management of New Power Generation ... Preparatory Survey on Chittagong Area