openjicareport.jica.go.jp2 methodology these soil studies relate to five areas defined by the...

15. 地形地質測量結果報告書（現地再委託）

REPUBLIC OF RWANDA

MINISTRY OF INFRASTRUCTURE

IMPROVEMENT OF SUBSTATIONS AND DISTRIBUTION NETWORK, PHASE 3, IN THE REPUBLIC OF RWANDA

SOIL INVESTIGATIONS

KIGALI, August 2017

FILE 1 / 2

Japan International Coorporation Agency

Consultant :

Execution Agency : Buyer :

Project :

15. 地形地質測量結果報告書（現地再委託）

A15-1

1

CONTENT

I. METHODOLOGY

II. STANDARD REFERENCES

III. ILLUSTRATIONS OF STUDIES, ON SOME PHASES

IV. EXPOSED OBSERVATIONS ON EACH TEST PIT

V. GENERAL CONCLUSION

A. New substation construction site & Branch point line 110 kV

B. 15 kV Distribution line Gasogi substation-Nyagasambu

C. 15 kV Distribution line Gasogi substation-Masaka hospital

D. Reconstruction of transmission 110 kV line Jabana-Birembo

A15-2

2

METHODOLOGY

These soil studies relate to five areas defined by the project "Improvement of substations and distribution network,phase 3, in theRepublic of Rwanda.These areas are presented, each, by the enclosed plans :

I.

1 ) Field tests and levy of samples

This phase comprises :

- Observations and analysis of soils texture on the walls of the test pits, 4 meters for maximum depth ;- Levy of undisturbed samples ;- Levy of samples overhauled ;- Backfilling of the test pits ;- Penetration test in natural ground, performed with a static penetrometer 50 kN, up to more than 10 m deep, 3 metersaround the soil investigation point.

2 ) Laboratory tests

On the selected samples from test pits, physical,mechanical and chemical tests analysis were performed bythe following tests :

- Phisical tests : Natural water content, Specific gravity, Sieve analysis, Liquid limit, Plastic limit.

- Mechanical tests : Modified proctor, Shear test, unconfined compression test.

- Chemical tests : the degree of alkalinity in soil expressed as a pH, the concentration of sulphate (as SO4 ) andchlorites ( as Cl )

3 ) Results and recommendations for foundation

Bringing together the results of field tests and laboratory tests, soil represented by each point is identified, in its form and in its quality.

This identification, facilitating the rational use of these soils, allows the expert to give recommendations for better land use, such as materials and support.

All the work of geotechnical studies, as described above, is presented in two volumes :- volume 1/2 : own report of the expert ;- volume 2/2 : test report.

2

- New substation construction site at Gasogi where 6 survey points were dug : Sip1 , Sip2, Sip3, Sip4, Sip5, Sip6

- Branch point line 110 kV, on the new substation where 1 survey point were dug : Sip7

- 15 kV Distribution line Gasogi substation - Nyagasambu, where 15 survey points were dug on : Sip1 , Sip2, Sip3, Sip4,Sip5, Sip6, Sip7 , Sip9, Sip10, Sip11, Sip12, Sip13, Sip15, Sip16 & Sip17 ; corresponding to the corner points of the projected electrical line.

- 15 kV Distribution line Gasogi substation - Masaka hospital, where 15 survey points were dug on : Sip1 , Sip3, Sip4, Sip5, Sip6, Sip8, Sip9, Sip10, Sip12, Sip13, Sip15, Sip16, Sip17, Sip18 & Sip19 ; corresponding to the corner points of the projected electrical line.

- Reconstruction of transmission 110 kV line Jabana - Birembo, where 13 survey points were dug on : Sip176 , Sip177, Sip178, Sip180, Sip181, Sip182, Sip184, Sip186, Sip187, Sip189, Sip190, Sip195, Sip196 ; corresponding to the location of the existing pylons on the current electrical line.

The points considered are those which are the most solicited and the most representative, from the geotechnical point of view, for different soils.So, all soil investigation points have been tested according to the details described below.

The bearing capacity = Rp x 0.01; Rp is the resistance to the tip and 0.01 is the coefficient taking into account thepresence of clay ; Rt is the total resistance taking into account friction (see penetrometer tests below).

A15-3

3

For reasons of speed and ease, separate laboratories were used simultaneously :

- Rincent BTP Rwanda Ltd,

- Geotechnical laboratory and laboratory of agronomy, University of Rwanda, Huye campus .

STANDARDS REFERENCESII.

In large part, we use the French standardization ( NF ) and, in lesser extent, British Standards ( BSCS ) and American Standards ( AASHTO ) & ASTM.

Sampling ............................................................ - Standard NF P94-202

Moisture content ................................................ - Standard NF P94-050

Specific gravity .................................................. - Standard NF P94-053

Sieve analysis .................................................... - Standard NF P94-056

Atterberg limits ..................................................- Standard NF P94-051

Modified proctor ................................................- Standard NF P94-093

Direct shear box ..............................................- Standard NF P94-071-2

Unconfined compression strength .................- Standard AASHTO T134

British Soil Classification System .................- BSCS

Chimical analysis (sulfate & chloride) ....... - Standard : ASTM D 4327

Chimical analysis ( pH ) ............................. - Standard : ASTM D 4972

In-Situ static penetration tests performed using a GeoMIL 50 kN SPT.

A15-4

4

ILLUSTRATION OF STUDIES ON SOME PHASESIII.

1 ) Excavation of test pit

2 ) Levy of sample

A15-5

5

3 ) Penetration tests:

Setting ink needles for the base of the penetrometer

Penetrometer in action : measuring applied forces

A15-6

4 ) Laboratory works

a. Liquid limit

b. Sieve analysis

c. Laboratory Technician at work

A15-7

7

EXPOSED OBSERVATIONS ON EACH TEST PITIV.

Legend :

- IP : Plasticity Index - Ic : Consistency Index - wopm ( % ) : Optimum water content

- γd opm : Optimum dry specific gravity - γh : Natural specific gravity - w ( N ) : Natural Moisture content

- Cuu : Cohesion unconsolidated - undrained - ψuu : Angle of internal friction

A15-8

A. New substation construction site & Branch point line 110 kV

A15-9

ENTRY

PU

BL

IC R

OA

D

1

EXIS

TING

15KV LIN

E TO IN

YANG

E

IND

USTR

IES

100,

00g

100,00g

99,94g

187,85g

1651.0 m

1648.0 m

1650.0 m

1646.0 m

1644.0 m

1642.0 m

1640.0 m

1638.0 m

1648.0 m

1642.0 m

1644.0 m

1646.0 m

1650.0 m

1652.0 m

Existing suspension towerno.227 to be removed

New dead end Heavy angleTower

Existing Control house

Existing OfficeBuilding

New 110 kVLine

New 110 kVLine

New dead endHeavy angle Tower

Coordinates of the Fence and TowersPoint East North 1 188713.30 9787265.98 2 188792.48 9787277.78 3 188807.21 9787178.87 4 188750.97 9787159.00 5 188729.71 9787155.79 Existing 188732.74 9787146.73 Tower 227

Parkin

g area

ENTRANCESTR

Cable pit

Cab

le pit

Cab

le pit

30

12

6.0

68.00

17.0

78.0

28.0

43.0

7.0

95.0

Future

Cotrol Room

FutureFuture

SIP7

SIP1

SIP2SIP3

SIP4

SIP5

SIP7

LEGEND

JICA PROJECT PHASE III

Name Fonction Approva by Client Date Signature & stamp

PAPER SIZE SCALE DOCUMENT NO. DATE DRAWING STATUS

FEASIBILITY

INFO

FABRICATION

ERECTION

A1

REV. DATE DESCRIPTION ISSUED CHECKED

1 / 500

1 March 2015 New Gasogi Substation Layout REG LTD

Drawing n°5/JPPII

March 2015

RWANDA ENERGY GROUP

Project :

Title :

NEW GASOGI SUBSTATION LAYOUT

REPUBLIC OF RWANDA

REG LTD

N

EW

S

Dis

tanc

e AB

=30

8.00

m

SIP

A15-10

Soilinvestigation point

ENGINEERING PROPERTIES

FOUNDATION TYPE

- Permissible bearing pressure(from 2.0 m deep) = 200 kPa

SIP 1(new subst.constructionsite )

EXCAVATIONCONDITION

Picks and shovels can be used.

Classificationaccording USCS

GEOLOGICAL UNIT SIP 1

GEOTECHNICAL BEARING CAPACITIES

Allowable ULS *

( Mpa )Ultimate

( Mpa )

Light penetrometer ( GeoMIL 50 kN SPT ), test without soil coring for sample taking

DESCRIPTION OF THE PIT

Dep

th (

belo

wex

istin

g gr

ound

leve

l ) c

m

Soi

l Str

atig

raph

y(o

bser

ved

inth

e w

ell )

020406080100120140160180200220240260280300320340360380400420440460480500520540560580620640660680700720740760780800820840

0 0 025 45

* ULS : Ultimate Limit State

Extractiondepth of thesample

EXCAVATION ( test pit ) EXCAVATED SOIL

10

Vegetable soil

0.40 - 1.40 m

Black Silty gravel poorly gradedl

0.00 - 0.40 m

1.40 - 4.00 m

Red Silty gravel poorly gradedl

REFER TO THE DESIGN OFTHE STRUCTURE

- Consistency Ic > 1 : very consistent ground

- Compaction Backfill :

. WOPM = 14.68 %

- IP : /

. γ = 1.95 t / md

3OPM

- Natural soil :. γ = 1.68 t / m

h

. W(N) = 14.5 %

. γ = 2.85 t / mS

3

3

- Shear test :

. Cuu = 26 kN /m

- Chemical analysis :

. pH = 7.3

. SO = 31 mg / L

2

. ψuu = 23.99°

2

. Cl = 85 mg / L-4

Observation

Lateritic zone

( Mpa ) ( Kpa )0

0.25 2503025637090100130150

300250630700900100013001500

0.300.250.630.700.901.001.301.50

50408090250370420500

Silty gravelpoorly graded

( GM )

2.0 - 3.50 m

A15-11



FOUNDATION TYPE


EXCAVATIONCONDITION




11


Observation


( GM )

3.70 - 4.00 m



. WOPM = 15.10 %

- Shear test :

. Cuu = 14 kN /m


. pH = 6.55

. SO = 11.7 mg / L

- IP : /

. γ = 1.95 t / md

32OPM


h

. W(N) = 17.7 %

. ψuu = 26.57°

2

. Cl = 191 mg / L-4

3

. γ = 2.90 t / mS

3

Semi rock soil Picks and shovels can be used.

Texture on the section of the test pit

vegetable soil (30 cm)

black Silty gravel poorly graded( 2.0 m)

light reddish gray Silty gravel poorly graded( ± 1.7 m)

GEOLOGICAL UNIT (Without penetrometer test )

A15-12



FOUNDATION TYPE


EXCAVATIONCONDITION



GEOLOGICAL UNIT


Allowable ULS *

( Mpa )Ultimate

( Mpa )



Dep

th (

belo

wex

istin

g gr

ound

leve

l ) c

m

Soi

l Str

atig

raph

y(o

bser

ved

inth

e w

ell )

020406080100120140160180200220240260280300320340360380400420440460480500520540560580620640660680700720740760780800820840

0 0 020 40




12

Vegetable soil

0.40 - 1.90 m

Black Clayey gravel poorly graded

0.00 - 0.40 m


Observation

Lateritic zone

( Mpa ) ( Kpa )0

0.20 20030252080120140150

300250200800120014001500

0.300.250.200.801.201.401.50

604540130350420500

( GC )

3.50 - 4.00 m

- Consistency Ic = 1.52 > 1 : very consistent ground

- Permissible bearing pressure(from 1.60 m deep) = 50 Mpa


. WOPM = 13.80 %

- Shear test :

. Cuu = 14 kN /m


. pH = 7.02

. SO = 16.5 mg / L

- IP : 14.8 %

. γ = 1.94 t / md

32OPM


h

. W(N) = 14.6 %

. ψuu = 26.34°

2

. Cl = 177 mg / L-4

3

. γ = 2.80 t / mS

3

red Clayey gravel poorly graded

1.90 - 4.00 m

Red Clayey gravel poorly graded

A15-13



FOUNDATION TYPE


EXCAVATIONCONDITION




13


Observation

Clayey gravelpoorly graded

( GC )

3.50 - 4.00 m Semi rock soil Picks and shovels can be used.



. WOPM = 12.80 %

- Shear test :

. Cuu = 10 kN /m


. pH = 6.63

. SO = 19 mg / L

- IP : 15.2 %

. γ = 2.01 t / md

32OPM


h

. W(N) = 18.0 %

. ψuu = 27.25°

2

. Cl = 197 mg / L-4

3

. γ = 2.80 t / mS

3



Red Clayey gravel poorly graded( ± 3.8 m)


A15-14



FOUNDATION TYPE


EXCAVATIONCONDITION



GEOLOGICAL UNIT


Allowable ULS *

( Mpa )Ultimate

( Mpa )



Dep

th (

belo

wex

istin

g gr

ound

leve

l ) c

m

Soi

l Str

atig

raph

y(o

bser

ved

inth

e w

ell )

020406080100120140160180200220240260280300320340360380400420440460480500520540560580620640660680700720740760780800820840

0 0 035 55




14

Vegetable soil

0.30 - 1.30 mBlack Clayey gravel

0.00 - 0.30 m


Observation

( Mpa ) ( Kpa )0

0.20 20040304280130150

30025020080012001500

0.300.250.200.801.201.50

655575130420500

( CI )

3.50 - 4.00 m

1.30 - 4.00 mClayey of intermediate plasticity



. WOPM = 14.40 %

- Shear test :

. Cuu = 37 kN /m


. pH = 6.67

. SO = 21 mg / L

- IP : 18.1 %

. γ = 1.88 t / md

32OPM


h

. W(N) = 16 %

. ψuu = 19.80°

2

. Cl = 193 mg / L-4

3

. γ = 2.80 t / mS

3

Clayey of intermediate plasticity

Semi rock soil

A15-15



FOUNDATION TYPE


EXCAVATIONCONDITION




15


Observation

3.50 - 4.00 m



( CI )


Lateritic zone



. WOPM = 16.98 %

- Shear test :

. Cuu = 26 kN /m


. pH = 5.4

. SO = 11.2 mg / L

- IP : 18.8 %

. γ = 1.82 t / md

32OPM


h

. W(N) = 18 %

. ψuu = 20.30°

2

. Cl = 78.8 mg / L-4

3

. γ = 2.77 t / mS

3



Clayey of intermediate plasticity( ± 3.7 m)

A15-16



FOUNDATION TYPE


EXCAVATIONCONDITION




16


Observation

3.50 - 4.00 m



( SM )

Silty sandpoorly graded Lateritic zone



. WOPM = 14.69 %

- Shear test :

. Cuu = 25 kN /m


. pH = 6.31

. SO = 37 mg / L

- IP : 16 %

. γ = 1.96 t / md

32OPM


h

. W(N) = 18.3 %

. ψuu = 23.75°

2

. Cl = 134 mg / L-4

3

. γ = 2.86 t / mS

3


Silty sand poorly graded( ± 4.0 m)

A15-17

17

B. 15 kV Distribution line Gasogi substation-Nyagasambu

A15-18

%2

%2

"6

"6

"6

"6

"6"6

"6

"6"6

"6

"6

"6

"6

"6

"6

"6

"6

"6

"6

"6

"6

"6"6

"6

"6

"6

"6

"6

"6

"6

"6

"6

"6

"6

"6

"6

"6

"6

"6

"6

%2

%2

%2

%2

%2

%2

%2

%2

%2

%2

%2

%2

%2

%2

%2

%2

%2%2

%2

%2

%2

%2%2

%2%2

%2%2

%2

%2

%2

%2

%2

%2 %2 %2 %2 %2 %2 %2

9

7

6

5

4

3

2

39383736353432

3130

29

27262423

2120

18

16

15

13

12

11

8(AP2)

1(AP1)

28(AP9)25(AP8)

22(AP7)

19(AP6)17(AP5)

14(AP4)

10(AP3)

33(AP10)

ADEPR Jurwe

ADEPR Karambo

Nyagasozi Market

Mukuyu Cell OffcieIrwanda Settlement

Jurwe Catholic Church

Jurwe Catholic Church

Kamasasa Methodist Church

Kamasasa Adventist Church

ADEPR Gasagara(Ryabazana)

Inkuru Nziza Church Rugagi

AP1

Karambo

Jurwe

Samuduha

Rugagi

Burunga

Rugarama

Rugarama

Agatare

Nyagisozi

Nyagisozi

Kamasasa

Rudakabukirwa

Ryabazana

Munini

Akamusare

Gasagara

Runyinya

Gitaraga

Mugeyo

VILLE DE KIGALI

Rusororo

Ndera

Gikomero

MBANDAZI

GASAGARA

MUKUYU

MUNINI

MURAMBI

KIBENGA

KINYANA

KIBARAROUTE 2 : 15kV LINE GASOGI - NYAGASAMBU

Legend

%2 Angle_Points_Gasogi-Nyagasambu

"

²

1 15kV line Gasogi - Nyagasambu(Part-1 of 2)REV.

Buyer :

Execution Agency :

Consultant

Project :

Content :

Part-1 of 2

Fonction Date

PAPER SIZE DATE

A1 02/JPP3 June 2017

DESCRIPTION ISSUED CHECKED

REPUBLIC OF RWANDA

FOR APPROVAL

ROUTE 2 : 15kV LINE GASOGI - NYAGASAMBU

DRAWING N° DRAWING STATUSSCALE

1/6 000

Name Approval by Client Signature & Stamp

JICA PROJECT PHASE IIIPROJECT FOR IMPROVEMENT OF SUBSTATIONS AND DISTRIBUTION NETWORK


ANGLE POINTS ZONE X Y SPANAP1 36M 188769.00 9787274.00AP2 36M 188523.00 9788479.00 1229.85AP3 36M 188540.00 9788931.00 452.32AP4 36M 188729.00 9789446.00 548.59AP5 36M 189511.00 9789911.00 909.81AP6 36M 190040.00 9789887.00 529.54AP7 36M 190787.00 9790066.00 768.15AP8 36M 191189.00 9790014.00 405.35AP9 36M 191584.00 9789978.00 396.64AP10 36M 192412.00 9789761.00 855.96AP11 36M 193473.00 9789725.00 1061.61AP12 36M 194127.00 9790049.00 729.86AP13 36M 194622.00 9789984.00 499.25AP14 36M 194823.00 9790033.00 206.89AP15 36M 196211.00 9790622.00 1507.80AP16 36M 196883.00 9790779.00 690.10AP17 36M 197191.00 9790420.00 473.02AP18 36M 197221.00 9790426.00 30.59

TABLE OF COORDINATES

GASOGI NEW SUBSTATION

SIP-1

SIP-2

SIP-3

SIP-4

SIP-5

SIP-6

SIP-9SIP-8

SIP-10

SOIL INVESTIGATION

SIP : Soil Investigation Point

6 Infrastructure_All

15kV_Gasogi-Nyagasambu_Line_Review

Existing_MV_Lines

15kV_Gasogi-Masaka_Line

HV_Existing_Network

Villages

Province

Cells

A15-19

"6

"6

"6

"6

"6

"6

"6

"6"6"6

"6

"6 "6

"6

"6 "6

"6

"6"6

"6

"6

"6

"6

"6

"6

"6"6

"6

"6

"6

"6

"6"6

"6

"6

"6

"6

"6

"6

"6"6

"6"6

"6"6

"6

"6

"6

"6

"6

"6

%2 %2 %2 %2%2

%2

%2

%2

%2

%2%2

%2%2

%2

%2

%2

%2

%2

%2

%2

%2

%2

%2

%2 %2

58

56

55

53

52

51

50

474644

43

42

41393837

59(AP17)

57(AP16)

54(AP15)

49(AP14)48(AP13)

45(AP12)

40(AP11)

AP18(Existing Tower)

Rambura

EAR Gicaca

Nyagasambu

NyagasambuNyakagunga

Nyagasambu

Nyagasambu

EAR Kidogo

Gora Center

EML Runyinya

ADEPR Rambura

ADEPR NyagasoziAkabeza Methodist

Gicaca Cell Office

Ibanda Trade Center

Kidogo Trade Center

Gicaca Primary School

Kinyana Primary School

Kigabiro Catholic Church

Kigabiro Methodist Church

Rwambura Assembly's of God

Nyagisozi Adventist Church

Nyagasambu Jehovah Witness

Groupe scolaire Nyagasambu

Gicaca Jehovah Witness Church

Kirehe

KigabiroGasiza

Cyeru

Kinyana

Kidogo

Nyagasozi

Nyagisozi

Akabeza

Ruyumba

Ruganda

Nyagisozi

Agatare

Kabarore

Rebero

Rambura

Rugagi

Kibaza

Busenyi

Rugarama

Gakenyeri

Karambo

Gahinga

Ryamuzuka

EST

VILLE DE KIGALI

Rusororo

FumbweGikomero

GahengeriKINYANA

BISENGA

RUNYINYA

NYAKAGUNGA

GASAGARA

NYAGASAMBU

KIBARA ROUTE 2 : 15kV LINE GASOGI - NYAGASAMBU

Legend

%2 Angle_Points_Gasogi-Nyagasambu

"

²

REV.

Buyer :

Execution Agency :

Consultant

Project :

Content :

Fonction Date

PAPER SIZE DATE


REPUBLIC OF RWANDA

FOR APPROVAL

ROUTE 2 : 15kV LINE GASOGI - NYAGASAMBU


1/6 000




ANGLE POINTS ZONE X Y SPANAP1 36M 188769.00 9787274.00AP2 36M 188523.00 9788479.00 1229.85AP3 36M 188540.00 9788931.00 452.32AP4 36M 188729.00 9789446.00 548.59AP5 36M 189511.00 9789911.00 909.81AP6 36M 190040.00 9789887.00 529.54AP7 36M 190787.00 9790066.00 768.15AP8 36M 191189.00 9790014.00 405.35AP9 36M 191584.00 9789978.00 396.64AP10 36M 192412.00 9789761.00 855.96AP11 36M 193473.00 9789725.00 1061.61AP12 36M 194127.00 9790049.00 729.86AP13 36M 194622.00 9789984.00 499.25AP14 36M 194823.00 9790033.00 206.89AP15 36M 196211.00 9790622.00 1507.80AP16 36M 196883.00 9790779.00 690.10AP17 36M 197191.00 9790420.00 473.02AP18 36M 197221.00 9790426.00 30.59

TABLE OF COORDINATES


Part-2 of 2


1 15kV line Gasogi - Nyagasambu(Part-2 of 2)

SIP-11

SIP-12SIP-13

SIP-15

SIP-16

SIP-17

SOIL INVESTIGATION

6 Infrastructure_All

15kV_Gasogi-Nyagasambu_Line_Review

Existing_MV_Lines

15kV_Gasogi-Masaka_Line

HV_Existing_Network

Villages

Province

Cells


A15-20



FOUNDATION TYPE

SIP 1(15 kV lineGasogi -Nyagasambu)

EXCAVATIONCONDITION



GEOLOGICAL UNIT


Allowable ULS *

( Mpa )Ultimate

( Mpa )



Dep

th (

belo

wex

isti

ng g

roun

d le

vel )

cm

Soil

Str

atig

raph

y(o

bser

ved

inth

e w

ell )

020406080100120140160180200220240260280300320340360380400420440460480500520540560580620640660680700720740760780800820840

0 0 012 45




20

Vegetable soil

0.30 - 2.30 mBlack Silty gravel poorly gradedl

0.00 - 0.30 m

2.30 - 4.00 m

Light reddish gray Silty gravelpoorly gradedl

Observation

( Mpa ) ( Kpa )0

18601203033255053

94160859070110200280


( GM )

3.70 - 4.00 mSemi rock soil



. WOPM = 12.35 %

- Shear test :

. Cuu = 31 kN /m


. pH = 5.9

. SO = 7.7 mg / L

- IP : /

. γ = 1.89 t / md

32OPM


h

. W(N) = 16.3 %

. ψuu = 23.03°

2

. Cl = 92 mg / L-4

3

. γ = 2.60 t / mS

3

390500

95100

65

150

0.12 1200.18 1800.60 6001.20 12000.30 3000.33 3300.25 2500.50 5000.53 5300.95 9501.00 10001.50 1500

GROUND LEVEL

THE FOUNDATION DIMENSIONS COMPLY WITH THE STATIC BALANCE OF POST FIXING .

PLAN

ELEVATION

Reinforcedconcrete

Steel Pole

Steel Pole

A15-21



FOUNDATION TYPE


EXCAVATIONCONDITION


GEOLOGICAL UNIT


Allowable ULS *

( Mpa )Ultimate

( Mpa )



Dep

th (

belo

wex

isti

ng g

roun

d le

vel )

cm

Soil

Str

atig

raph

y(o

bser

ved

inth

e w

ell )

020406080100120140160180200220240260280300320340360380400420440460480500520540560580620640660680700720740760780800820840

0 010 20




21

Vegetable soil

0.30 - 2.30 mBlack Silty gravel poorly gradedl

0.00 - 0.30 m

2.30 - 4.00 m

Light reddish gray Silty gravelpoorly gradedl

Observation

( Mpa ) ( Kpa )0

201075105130150

30100160340500

Silty sandpoorly graded

( SM )


400.10

GROUND LEVEL


PLAN

ELEVATION

Reinforcedconcrete

Steel Pole

Steel Pole



. WOPM = 13.40 %

- Shear test :

. Cuu = 28 kN /m


. pH = 4.62

. SO = 6.7 mg / L

- IP : 16.8

. γ = 1.92 t / md

32OPM


h

. W(N) = 14.6 %

. ψuu = 25.41°

2

. Cl = 113.4 mg / L-4

3

. γ = 2.68 t / mS

3

Pneumatique hammer

0.200.100.751.051.301.50

100200100750105013001500

A15-22



FOUNDATION TYPE


EXCAVATIONCONDITION


GEOLOGICAL UNIT


Allowable ULS *

( Mpa )Ultimate

( Mpa )



Dep

th (

belo

wex

isti

ng g

roun

d le

vel )

cm

Soil

Str

atig

raph

y(o

bser

ved

inth

e w

ell )

020406080100120140160180200220240260280300320340360380400420440460480500520540560580620640660680700720740760780800820840

0 012 25




22

Vegetable soil

0.30 - 3.00 mBlack Silty gravel poorly graded

0.00 - 0.30 m

3.00 - 4.00 m

Observation

( Mpa ) ( Kpa )0

53020152015

4555504846

Silt of low plasticity

( ML )


500.12

GROUND LEVEL


PLAN

ELEVATION

Reinforcedconcrete

Steel Pole

Steel Pole

Pneumatique hammer



. WOPM = 14.20 %

- Shear test :

. Cuu = 21 kN /m


. pH = 5.12

. SO = 8.1 mg / L

- IP : /

. γ = 1.83 t / md

32OPM


h

. W(N) = 17.2 %

. ψuu = 29.68°

2

. Cl = 99.7 mg / L-4

3

. γ = 2.60 t / mS

3

4895140160155150180215220260300310350420

3065706550455045506065707070

50075

0.050.300.200.150.200.150.300.650.700.650.500.450.500.450.500.600.650.700.700.700.75

0120

50300200150200150300650700650500450500450500600650700700700750

Silt of low plasticity

A15-23



FOUNDATION TYPE


EXCAVATIONCONDITION


GEOLOGICAL UNIT


Allowable ULS *

( Mpa )Ultimate

( Mpa )



Dep

th (

belo

wex

istin

g gr

ound

leve

l ) c

m

Soi

l Str

atig

raph

y(o

bser

ved

inth

e w

ell )

020406080100120140160180200220240260280300320340360380400420440460480500520540560580620640660680700720740760780800820840

0 030




23

Vegetable soil

0.30 - 3.00 mBlack Silty gravel poorly graded

0.00 - 0.30 m

3.00 - 4.00 m

Observation

( Mpa ) ( Kpa )0

Clay ofintermediateplasticity

( CI )

3.60 - 4.00 m

0.10

GROUND LEVEL


PLAN

ELEVATION

Reinforcedconcrete

Steel Pole

Steel Pole

0100

Silt of low plasticitySandy soil




. WOPM = 14.20 %

- Shear test :

. Cuu = 31 kN /m


. pH = 6.98

. SO = 22 mg / L

- IP : 21

. γ = 1.90 t / md

32OPM


h

. W(N) = 20.0 %

. ψuu = 26.57°

2

. Cl = 159.3 mg / L-4

3

. γ = 2. 72 t / mS

3

1065505535582543204213551555256220702580609020100201001811020103221302515515180302133524038265703507540080500150

0.50 5000.350.250.20

3502502001301502502002506002002001802002202501503003503807007508001500

0.130.150.250.200.250.600.200.200.180.200.220.250.150.300.350.380.700.750.801.50

A15-24



FOUNDATION TYPE


EXCAVATIONCONDITION


GEOLOGICAL UNIT


Allowable ULS *

( Mpa )Ultimate

( Mpa )



Dep

th (

belo

wex

istin

g gr

ound

leve

l ) c

m

Soi

l Str

atig

raph

y(o

bser

ved

inth

e w

ell )

020406080100120140160180200220240260280300320340360380400420440460480500520540560580620640660680700720740760780800820840

0 030




24

Vegetable soil

0.30 - 1.80 mBlack clay of intermediate plasticity

0.00 - 0.30 m

1.80 - 4.00 m

Observation

( Mpa ) ( Kpa )0


( CI )

1.00 - 2.00 m

0.10

GROUND LEVEL


PLAN

ELEVATION

Reinforcedconcrete

Steel Pole

Steel Pole

0100

Red Clay of intermediate plasticity


1065505535582543204213551555256220702580609020100201001811020103221302515515180302133524038265703507540080500150

0.50 5000.350.250.20

3502502001301502502002506002002001802002202501503003503807007508001500

0.130.150.250.200.250.600.200.200.180.200.220.250.150.300.350.380.700.750.801.50

Lateritic zone



. WOPM = 13.80 %

- Shear test :

. Cuu = 18 kN /m


. pH = 5.4

. SO = 16.6 mg / L

- IP : 17.5

. γ = 2.02 t / md

32OPM


h

. W(N) = 15.0 %

. ψuu = 29.03°

2

. Cl = 77.8 mg / L-4

3

. γ = 2. 90 t / mS

3

A15-25



FOUNDATION TYPE


EXCAVATIONCONDITION


GEOLOGICAL UNIT


Allowable ULS *

( Mpa )Ultimate

( Mpa )



Dep

th (

belo

wex

istin

g gr

ound

leve

l ) c

m

Soi

l Str

atig

raph

y(o

bser

ved

inth

e w

ell )

020406080100120140160180200220240260280300320340360380400420440460480500520540560580620640660680700720740760780800820840

0 035




25

Vegetable soil 0.00 - 0.30 m

0.30 - 4.00 m

Observation

( Mpa ) ( Kpa )0

Clayey ofgravel poorlygraded

( GC )

3.60 - 4.00 m

0.05

GROUND LEVEL


PLAN

ELEVATION

Reinforcedconcrete

Steel Pole

Steel Pole

050


5

Lateritic zone



. WOPM = 11.20 %

- Shear test :

. Cuu = 6 kN /m


. pH = 4.34

. SO = 6.7 mg / L

- IP : 15.7

. γ = 2.0 t / md

32OPM


h

. W(N) = 14.2 %

. ψuu = 38.48°

2

. Cl = 85 mg / L-4

3

. γ = 2. 68 t / mS

3

Red Clayey of gravel poorly graded

421570301058027080380100500150

0.150.300.800.801.001.50

15030080080010001500

A15-26



FOUNDATION TYPE


EXCAVATIONCONDITION


GEOLOGICAL UNIT


Allowable ULS *

( Mpa )Ultimate

( Mpa )



Dep

th (

belo

wex

istin

g gr

ound

leve

l ) c

m

Soi

l Str

atig

raph

y(o

bser

ved

inth

e w

ell )

020406080100120140160180200220240260280300320340360380400420440460480500520540560580620640660680700720740760780800820840

0 023




26


0.30 - 4.00 m

Observation

( Mpa ) ( Kpa )0


( GC )

3.60 - 4.00 m

GROUND LEVEL


PLAN

ELEVATION

Reinforcedconcrete

Steel Pole

Steel Pole

0


15

Lateritic zone




. WOPM = 10.0 %

- Shear test :

. Cuu = 14 kN /m


. pH = 4.34

. SO = 6.7 mg / L

- IP : 15.4

. γ = 2.03 t / md

32OPM


h

. W(N) = 14.3 %

. ψuu = 24.23°

2

. Cl = 85 mg / L-4

3

. γ = 2. 65 t / mS

3

453080605025100701208020090280105325110360120400135500150

15030060025070080090010501100120013501500

0.150.300.600.250.700.800.901.051.101.201.351.50

A15-27



FOUNDATION TYPE


EXCAVATIONCONDITION


GEOLOGICAL UNIT


Allowable ULS *

( Mpa )Ultimate

( Mpa )



Dep

th (

belo

wex

istin

g gr

ound

leve

l ) c

m

Soi

l Str

atig

raph

y(o

bser

ved

inth

e w

ell )

020406080100120140160180200220240260280300320340360380400420440460480500520540560580620640660680700720740760780800820840

0 030




27


0.50 - 4.00 m

Observation

( Mpa ) ( Kpa )0

1.50 - 2.00 m

GROUND LEVEL


PLAN

ELEVATION

Reinforcedconcrete

Steel Pole

Steel Pole

0


20

Lateritic zone


2000.20


( CI )



. WOPM = 14.20 %

- Shear test :

. Cuu = 25 kN /m


. pH = 7.03

. SO = 12 mg / L

- IP : 17.7

. γ = 1.9 t / md

32OPM


h

. W(N) = 15.0 %

. ψuu = 29.90°

2

. Cl = 226.9 mg / L-4

3

. γ = 2. 72 t / mS

3

2090190240360500

10558090100150

10055080090010001500

0.100.550.800.901.001.50

A15-28



FOUNDATION TYPE


EXCAVATIONCONDITION


GEOLOGICAL UNIT


Allowable ULS *

( Mpa )Ultimate

( Mpa )



Dep

th (

belo

wex

istin

g gr

ound

leve

l ) c

m

Soi

l Str

atig

raph

y(o

bser

ved

inth

e w

ell )

020406080100120140160180200220240260280300320340360380400420440460480500520540560580620640660680700720740760780800820840

0 025




28


0.30 - 4.00 m

Observation

( Mpa ) ( Kpa )0

3.00 - 3.50 m

GROUND LEVEL


PLAN

ELEVATION

Reinforcedconcrete

Steel Pole

Steel Pole

0


Lateritic zone

Brown Clayey of gravel poorlygraded

Brown clay ofintermediateplasticity

( CI )



. WOPM = 13.20 %

- Shear test :

. Cuu = 17 kN /m


. pH = 6.71

. SO = 14.7 mg / L

- IP : 19.1

. γ = 1.94 t / md

32OPM


h

. W(N) = 15.0 %

. ψuu = 24.90°

2

. Cl = 196.7 mg / L-4

3

. γ = 2. 65 t / mS

3

3080130260340500

20205085105120150

0.200.200.500.851.051.201.50

200200500850105012001500

A15-29



FOUNDATION TYPE


EXCAVATIONCONDITION


GEOLOGICAL UNIT


Allowable ULS *

( Mpa )Ultimate

( Mpa )



Dep

th (

belo

wex

isti

ng g

roun

d le

vel )

cm

Soil

Str

atig

raph

y(o

bser

ved

inth

e w

ell )

020406080100120140160180200220240260280300320340360380400420440460480500520540560580620640660680700720740760780800820840

0 0



EXCAVATION ( test pit )EXCAVATED SOIL

29


1.30 - 4.00 m

Observation

( Mpa ) ( Kpa )0

3.50 - 4.00 m

GROUND LEVEL


PLAN

ELEVATION

Reinforcedconcrete

Steel Pole

Steel Pole

0


Lateritic zone



( GC )



. WOPM = 22.22 %

- Shear test :

. Cuu = 21 kN /m


. pH = 4.86

. SO = 5.9 mg / L

- IP : 15.7

. γ = 1.67 t / md

32OPM


h

. W(N) = 18.0 %

. ψuu = 24.94°

2

. Cl = 120.5 mg / L-4

3

. γ = 2. 76 t / mS

3

15105545100701406020085230602809034080340603607038065390100500150

0.100.450.700.600.850.600.900.800.600.700.651.001.50

10045070060085060090080060070065010001500

Black Clayey of intermediateplasticity

0.30 - 1.30 m

A15-30



FOUNDATION TYPE


EXCAVATIONCONDITION


GEOLOGICAL UNIT


Allowable ULS *

( Mpa )Ultimate

( Mpa )



Dep

th (

belo

wex

isti

ng g

roun

d le

vel )

cm

Soil

Str

atig

raph

y(o

bser

ved

inth

e w

ell )

020406080100120140160180200220240260280300320340360380400420440460480500520540560580620640660680700720740760780800820840

0 0




30


2.00 - 4.00 m

Observation

( Mpa ) ( Kpa )0

3.60 - 4.00 m

GROUND LEVEL


PLAN

ELEVATION

Reinforcedconcrete

Steel Pole

Steel Pole

0


Lateritic zone



( GC )

201045258055105701304518060240602208036085390100400110500150

Brown Clayey of intermediateplasticity

0.50 - 2.00 m



. WOPM = 10.40 %

- Shear test :

. Cuu = 1 kN /m


. pH = 6.09

. SO = 12.2 mg / L

- IP : 14.7

. γ = 2.0 t / md

32OPM


h

. W(N) = 13.2 %

. ψuu = 39.18°

2

. Cl = 178 mg / L-4

3

. γ = 2. 65 t / mS

3

0.10.250.550.700.450.600.600.800.851.001.101.50

100250550700450600600800850100011001500

A15-31



FOUNDATION TYPE


EXCAVATIONCONDITION


GEOLOGICAL UNIT


Allowable ULS *

( Mpa )Ultimate

( Mpa )



Dep

th (

belo

wex

istin

g gr

ound

leve

l ) c

m

Soi

l Str

atig

raph

y(o

bser

ved

inth

e w

ell )

020406080100120140160180200220240260280300320340360380400420440460480500520540560580620640660680700720740760780800820840

0 0




31


Observation

( Mpa ) ( Kpa )0

3.60 - 4.00 m

GROUND LEVEL


PLAN

ELEVATION

Reinforcedconcrete

Steel Pole

Steel Pole

0


Clayey soil

13


( CI )



. WOPM = 16.40 %

- Shear test :

. Cuu = 30 kN /m


. pH = 6.43

. SO = 14.4 mg / L

- IP : 21

. γ = 1.77 t / md

32OPM


h

. W(N) = 13.3 %

. ψuu = 25.64°

2

. Cl = 200.3 mg / L-4

3

. γ = 2. 60 t / mS

3


0.50 - 4.00 m

3060100

5154575

135200

4590

22060275803307534080390100420125500150

0.050.150.450.750.450.900.600.800.750.801.001.251.50

50150450750450900600800750800100012501500

A15-32



FOUNDATION TYPE


EXCAVATIONCONDITION


GEOLOGICAL UNIT


Allowable ULS *

( Mpa )Ultimate

( Mpa )



Dep

th (

belo

wex

isti

ng g

roun

d le

vel )

cm

Soil

Str

atig

raph

y(o

bser

ved

inth

e w

ell )

020406080100120140160180200220240260280300320340360380400420440460480500520540560580620640660680700720740760780800820840

0 0




32


Observation

( Mpa ) ( Kpa )0

3.60 - 4.00 m

GROUND LEVEL


PLAN

ELEVATION

Reinforcedconcrete

Steel Pole

Steel Pole

0


Clayey soil


( CI )


0.50 - 4.00 m



. WOPM = 12.40 %

- Shear test :

. Cuu = 12 kN /m


. pH = 7.1

. SO = 19.4 mg / L

- IP : 16.3

. γ = 2.01 t / md

32OPM


h

. W(N) = 13.3 %

. ψuu = 30.54°

2

. Cl = 81 mg / L-4

3

. γ = 2. 75 t / mS

3

254370230390500

15304590125150

0.150.300.450.901.251.50

15030045090012501500

A15-33



FOUNDATION TYPE


EXCAVATIONCONDITION


GEOLOGICAL UNIT


Allowable ULS *

( Mpa )Ultimate

( Mpa )



Dep

th (

belo

wex

isti

ng g

roun

d le

vel )

cm

Soil

Str

atig

raph

y(o

bser

ved

inth

e w

ell )

020406080100120140160180200220240260280300320340360380400420440460480500520540560580620640660680700720740760780800820840

0 0




33


Observation

( Mpa ) ( Kpa )0

3.40 - 4.00 m

GROUND LEVEL


PLAN

ELEVATION

Reinforcedconcrete

Steel Pole

Steel Pole

0


0.50 - 4.00 m

40


( GC )

Lateritic zone



. WOPM = 20.60 %

- Shear test :

. Cuu = 17 kN /m


. pH = 4.73

. SO = 62.6 mg / L

- IP : 15.2

. γ = 1.73 t / md

32OPM


h

. W(N) = 18 %

. ψuu = 21.80°

2

. Cl = 213 mg / L-4

3

. γ = 2. 80 t / mS

3

30120350400500

201580100120150

0.200.150.801.001.201.50

200150800100012001500

Picks and shovels can be used; preferably use pneumatic hammer.

A15-34



FOUNDATION TYPE


EXCAVATIONCONDITION


GEOLOGICAL UNIT


Allowable ULS *

( Mpa )Ultimate

( Mpa )



Dep

th (

belo

wex

istin

g gr

ound

leve

l ) c

m

Soi

l Str

atig

raph

y(o

bser

ved

inth

e w

ell )

020406080100120140160180200220240260280300320340360380400420440460480500520540560580620640660680700720740760780800820840

0 0




34


Observation

( Mpa ) ( Kpa )0

0.50 - 1.00 m

GROUND LEVEL


PLAN

ELEVATION

Reinforcedconcrete

Steel Pole

Steel Pole

0

Black clay 0.30 - 4.00 m

50

Silt ofintermediateplasticity

( MI )

Clayey soil



. WOPM = 19.68 %

- Shear test :

. Cuu = 20 kN /m


. pH = 6.81

. SO = 12.4 mg / L

- IP : 20.1

. γ = 1.78 t / md

32OPM


h

. W(N) = 19 %

. ψuu = 26.57°

2

. Cl = 186.8 mg / L-4

3

. γ = 2. 84 t / mS

3

204525704580304545

1028

5040

308

5055

810

5550

1010

6055

88

6570

1520

100120

2515

150180

2040

20025040

38

270300

4050

350380

5580

50075

0.100.120.220.150.050.140.150.040.040.050.050.050.040.040.070.100.120.070.100.200.190.200.200.250.270.400.37

10012022015050140150404050505040407010012070100200

200190

200250270400370


A15-35

35

C. 15 kV Distribution line Gasogi substation-Masaka hospital

A15-36

"6

"6

"6"6

"6

"6"6

"6

"6"6 "6"6

"6"6"6

"6"6"6

"6"6

"6

"6 "6"6

"6

"6

"6

"6

"6

"6

"6"6 "6

"6

"6

"6"6

"6

"6

"6

"6

"6"6"6"6

"6

"6"6"6

"6

"6

"6

"6

"6"6

"6"6

"6

"6"6"6

"6

"6

"6

"6"6

"6

"6

"6

"6

"6 "6"6

"6

"6

"6"6

"6

"6"6

"6 "6

"6

"6"6

"6

"6

"6 "6

"6"6

"6

"6

"6"6

"6

"6

"6

"6

"6

"6

"6

"6

"6"6

"6"6

"6

"6

"6

"6"6 "6

"6"6

"6

"6

"6

"6

"6

"6

"6

"6

"6

"6

"6

"6

"6

#0

#0

#0

#0

#0

#0

#0

#0

#0

#0

#0

#0

#0#0

#0

#0

#0

#0

#0

%2

%2

%2

%2

%2

%2

%2

%2

%2

%2

%2

%2

%2

%2

%2

%2

%2

%2

%2

%2

%2

%2

%2

%2

%2

%2

%2

%2

%2

%2

%2

%2

%2

%2

%2%2

%2

%2

%2

%2

%2

%2

%2

%2 %2

%2

%2

9

8

6

4

3

2

46

42

41

40

39

33

32

29

27

26

25

24

23

22

20

19

18

17

15

14

13

12

7(AP4)

5(AP3)

1(AP2)

28(AP9)

21(AP8)

16(AP7)

11(AP6)

10(AP5)

38(AP15)

30(AP10)

47(AP19New)

45(AP18New)44(AP17New)

37(AP15New)

36(AP14New)35(AP13New)34(AP12New)

31(AP11New)

MuyumbuEAR Church

EPR Kabuga

G.S Kabuga

BCR Kabuga

EAR Gasogi

Protestant

Protestant

MASJID NUUR

EAR Muyumbu

ADEPR Kabuga

AGAPE Church

ADEPR Kabuga

EER Mbandazi

ADEPR Gisura

ADEPR Munini

Worship Hall

Bethel Church

ADEPR Bukemba

ADEPR Gashure

Eglise Vivante

Eglise de Dieu

ADEPR Mbandazi

Nazareth Church

Bucyemba Center

ADEPR Kampigira

Adventist ChurchTrue Vine Church

Sunchine Academy

Bwiza Cell Office

Eglise Zion Temple

Eden Garden School

Restoration Church

Kabuga High School

Abanyabutayu Church

RIVIERA High School

EER Paroisse Kabuga

Umusozi Wera Church

Solace Health Clinic

Kabuga I Cell Office

Mbandazi Cell Offcie

Burunga Trade Center

Gasagara Cell Offcie

Rudashya Cell Offcie

Kabuga Primary School

Miracle Center ChurchVictory Church Kabuga

Court House of Gasabo

Kabuga Police Station

Gasogi Nursery School

Akagarama Hope Church

ORINFOR Gasabo Station

Nyagahinga Cell Office

Bwiza Methodist Church

Itorero ry'Imana Church

Rusororo Primary School

Banque Populaire Kabuga

Eglise Methodiste Libre

Mbandazi Primary School

Poste de Santé MbandaziGisura Adventist Church

Gisharara Village Office

Mbandazi Catholic Church

Ruhangare Primary School

Karubibi Catholic Church

Education InfrastructureEducation InfrastructureEducation Infrastructure

Education Infrastructure

Clinique Soeurs des Anges

Gasagara Methodist ChurchKataruha Adventist Church

Bwiza Football Playground

Foundation of Peace Church

Ruhangare Secondary School

Akagarama Adventist Church

Ecole Primaire La Pépinière

La Pépinière Nursery School

Ingoro ya Kristu Nyilimpuhwe

Rwanda National Police/Rusororo

Poste de transformation Electrique de Gasabo

Cyeru

Kigarama

Gatare

Munini

Mugeyo

Gitaraga

Burunga

Gashure

Gisharara

Samuduha

Gisura

Gasagara

Kanyinya

Kalisimbi

Marembo

Ruhogo

Kabutare

Kataruha

Ruhangare

Gasharu

Mukagarama

Runyonza

Bucyemba

Akarwasa

Cyugamo

Ruhangare

Kiyovu

Kamahoro

Rugarama

Rugagi

Mataba

Karubibi

Akasemuromba

Butangampundu

Kacyinyaga

Kabeza

Murambi

Nyakagezi

Ruhangare

Nyagakombe

Gatare

Kira

Rubona

BwizaNyange

Kamashashi

Isangano

Cyanamo

Mugogo

Bamporeze

Nyarucundura

GituzaKabeza

Amahoro

Ayabakora

Bwiza

Kabeza

Akamusare

Nyakagunga

Kira

UrumuriMasango

Rugende

Ryabazana

Abatangampundu

Rugarama

Rebero Rugende

VILLE DE KIGALI

EST

Ndera

Rusororo

Masaka

Muyumbu

BWIZA

MBANDAZI

NYAGAHINGA

RUDASHYA

GAKO

KIBENGA

CYARUZINGE

KABUGA II

CYIMO

KABUGA I

GASAGARA

NYARUKOMBE

GITARAGA

MUKUYU

AKINYAMBO

ROUTE 3 : 15kV LINE GASOGI - MASAKA( Line Length : 8.481km)

.

1 15kV line Gasogi - MasakaREV.

Buyer :

Execution Agency :

Consultant

Project :

Content :

Fonction Date

PAPER SIZE DATE



REPUBLIC OF RWANDA

FOR APPROVAL


1/10 000




Legend%2 Masaka_Towers

#0 Angle_Points_Gasogi-Masaka

"6 Infrastructure_All

Gasogi-Masaka_Line_Review

New_Line_Gasogi-Masaka

15kV_Gasogi-Masaka_Line_Initial

Existing_MV_Lines

HV_Existing_Network

Villages

Province

Cells

Sectors


MASAKA HOSPITAL

SIP-3

SIP-4

SIP-5

SIP-6

SIP-8

SIP-9

SIP-10

SIP-12

SIP-13

SIP-15

SIP-19SOIL INVESTIGATION

ROUTE 3 : 15kV LINE GASOGI - MASAKA


SIP-1

SIP-16

SIP-17

A15-37



FOUNDATION TYPE

SIP 1(15 kV lineGasogi - Masaka)

EXCAVATIONCONDITION


GEOLOGICAL UNIT


Allowable ULS *

( Mpa )Ultimate

( Mpa )



Dep

th (

belo

wex

istin

g gr

ound

leve

l ) c

m

Soi

l Str

atig

raph

y(o

bser

ved

inth

e w

ell )

020406080100120140160180200220240260280300320340360380400420440460480500520540560580620640660680700720740760780800820840

0 0




37


Observation

( Mpa ) ( Kpa )0

3.80 - 4.00 m

GROUND LEVEL


PLAN

ELEVATION

Reinforcedconcrete

Steel Pole

Steel Pole

0

Black silty gravel poorly graded

0.40 - 3.40 m

35

( CI )

Lateritic zone




. WOPM = 17.20 %

- Shear test :

. Cuu = 28 kN /m


. pH = 5.11

. SO = 13 mg / L

- IP : 18.6

. γ = 1.83 t / md

32OPM


h

. W(N) = 20.7 %

. ψuu = 23.51°

2

. Cl = 122 mg / L-4

3

. γ = 2.75 t / mS

3


556065

10302538

150240130180

10012590120

230250350380340500

130140135120100150

0.100.300.250.381.001.250.901.201.301.401.351.201.001.50

100300250380100012509001200130014001350120010001500

Clay of intermediate plasticity 3.40 - 4.00 m

A15-38



FOUNDATION TYPE


EXCAVATIONCONDITION


GEOLOGICAL UNIT


Allowable ULS *

( Mpa )Ultimate

( Mpa )



Dep

th (

belo

wex

istin

g gr

ound

leve

l ) c

m

Soi

l Str

atig

raph

y(o

bser

ved

inth

e w

ell )

020406080100120140160180200220240260280300320340360380400420440460480500520540560580620640660680700720740760780800820840

0 0




38


Observation

( Mpa ) ( Kpa )0

3.75 - 4.00 m

GROUND LEVEL


PLAN

ELEVATION

Reinforcedconcrete

Steel Pole

Steel Pole

0100

( SM )Lateritic zone

Silty sandpoorly graded


700.70- Consistency Ic > 1 very consistent ground


. WOPM = 22.40 %

- Shear test :

. Cuu = 9 kN /m


. pH = 6.26

. SO = 59.2 mg / L

- IP : /

. γ = 1.68 t / md

32OPM


h

. W(N) = 20.60 %

. ψuu = 30.54°

2

. Cl = 99.3 mg / L-4

3

. γ = 2.80 t / mS

3

Silty sand poorly graded

0.30 - 4.00 m

16085180420500

12370105125150

1.230.701.051.251.50

7001230700105012501500

A15-39



FOUNDATION TYPE


EXCAVATIONCONDITION


GEOLOGICAL UNIT


Allowable ULS *

( Mpa )Ultimate

( Mpa )



Dep

th (

belo

wex

istin

g gr

ound

leve

l ) c

m

Soi

l Str

atig

raph

y(o

bser

ved

inth

e w

ell )

020406080100120140160180200220240260280300320340360380400420440460480500520540560580620640660680700720740760780800820840

0 0




39


Observation

( Mpa ) ( Kpa )0

3.50 - 4.00 m

GROUND LEVEL


PLAN

ELEVATION

Reinforcedconcrete

Steel Pole

Steel Pole

0130

( GC )


0.80 - 4.00 m

10080120260380

Semi rock soil

- Consistency Ic = 1.40 > 1 very consistent ground


. WOPM = 12.40 %

- Shear test :

. Cuu = 10 kN /m


. pH = 6.15

. SO = 18 mg / L

- IP : 16.4

. γ = 2.02 t / md

32OPM


h

. W(N) = 16.30 %

. ψuu = 26.10°

2

. Cl = 79 mg / L-4

3

. γ = 2.78 t / mS

3

Picks and shovels can be used; preferably use pneumatic hammer.


500

1058560100140135150

1.050.850.601.001.401.351.50

10508506001000140013501500

A15-40



FOUNDATION TYPE


EXCAVATIONCONDITION


GEOLOGICAL UNIT


Allowable ULS *

( Mpa )Ultimate

( Mpa )



Dep

th (

belo

wex

istin

g gr

ound

leve

l ) c

m

Soi

l Str

atig

raph

y(o

bser

ved

inth

e w

ell )

020406080100120140160180200220240260280300320340360380400420440460480500520540560580620640660680700720740760780800820840

0 0




40


Observation

( Mpa ) ( Kpa )0

3.70 - 4.00 m

GROUND LEVEL


PLAN

ELEVATION

Reinforcedconcrete

Steel Pole

Steel Pole

0

( GM )


3.50 - 4.00 m

Semi rock soil Picks and shovels can be used; preferably use pneumatic hammer.

Silty gravel poorly graded

- Consistency Ic > 1 very consistent ground


. WOPM = 10.62 %

- Shear test :

. Cuu = 4 kN /m


. pH = 5.79

. SO = 7.6 mg / L

- IP : /

. γ = 2.03 t / md

32OPM


h

. W(N) = 14 %

. ψuu = 27.02°

2

. Cl = 78 mg / L-4

3

. γ = 2.70 t / mS

3

0.50 - 3.50 m


45484545110120240300170250400500

30353533657510012380130140150

0.300.350.350.330.650.751.001.230.801.301.401.50

30035035033065075010001230800130014001500

A15-41



FOUNDATION TYPE


EXCAVATIONCONDITION


GEOLOGICAL UNIT


Allowable ULS *

( Mpa )Ultimate

( Mpa )



Dep

th (

belo

wex

istin

g gr

ound

leve

l ) c

m

Soi

l Str

atig

raph

y(o

bser

ved

inth

e w

ell )

020406080100120140160180200220240260280300320340360380400420440460480500520540560580620640660680700720740760780800820840

0 0




41


Observation

( Mpa ) ( Kpa )0

3.60 - 4.00 m

GROUND LEVEL


PLAN

ELEVATION

Reinforcedconcrete

Steel Pole

Steel Pole

0

( GM )


3.00 - 4.00 m

Semi rock soil Picks and shovels can be used.


0.50 - 3.00 m


20- Consistency Ic = 1.38 > 1 very consistent ground


. WOPM = 11.36 %

- Shear test :

. Cuu = 14 kN /m


. pH = 7.1

. SO = 9.4 mg / L

- IP : 15.2

. γ = 2.02 t / md

32OPM


h

. W(N) = 18 %

. ψuu = 25.41°

2

. Cl = 201.7 mg / L-4

3

. γ = 2.72 t / mS

3

5560626472

10252725252522

809090100140180

172545453040

200200150280350500

45302570130150

0.100.250.270.250.250.220.170.250.450.450.300.400.450.300.250.701.301.50

1002502702502525022017025045045030040045030025070013001500

A15-42



FOUNDATION TYPE


EXCAVATIONCONDITION


GEOLOGICAL UNIT


Allowable ULS *

( Mpa )Ultimate

( Mpa )



Dep

th (

belo

wex

istin

g gr

ound

leve

l ) c

m

Soi

l Str

atig

raph

y(o

bser

ved

inth

e w

ell )

020406080100120140160180200220240260280300320340360380400420440460480500520540560580620640660680700720740760780800820840

0 0




42


Observation

( Mpa ) ( Kpa )0

3.80 - 4.00 m

GROUND LEVEL


PLAN

ELEVATION

Reinforcedconcrete

Steel Pole

Steel Pole

0

( GM )

Silty gravelpoorly graded Sandy soil



0.40 - 4.00 m

20- Consistency Ic > 1 very consistent ground


. WOPM = 10.40 %

- Shear test :

. Cuu = 4 kN /m


. pH = 5.22

. SO = 5 mg / L

- IP : /

. γ = 2.06 t / md

32OPM


h

. W(N) = 18.3 %

. ψuu = 25.70°

2

. Cl = 85 mg / L-4

3

. γ = 2.77 t / mS

3

10080290360500

158555110130150

0.150.850.551.101.301.50

150850550110013001500

A15-43



FOUNDATION TYPE


EXCAVATIONCONDITION


GEOLOGICAL UNIT


Allowable ULS *

( Mpa )Ultimate

( Mpa )



Dep

th (

belo

wex

istin

g gr

ound

leve

l ) c

m

Soi

l Str

atig

raph

y(o

bser

ved

inth

e w

ell )

020406080100120140160180200220240260280300320340360380400420440460480500520540560580620640660680700720740760780800820840

0 0




43


Observation

( Mpa ) ( Kpa )0

3.70 - 4.00 m

GROUND LEVEL


PLAN

ELEVATION

Reinforcedconcrete

Steel Pole

Steel Pole

0

( GC )



Clayey gravel poorly graded

0.30 - 4.00 m

Semi rock soil



. WOPM = 15.20 %

- Shear test :

. Cuu = 20 kN /m


. pH = 6.75

. SO = 9.2 mg / L

- IP : 16.5

. γ = 1.94 t / md

32OPM


h

. W(N) = 17.3 %

. ψuu = 23.75°

2

. Cl = 226.9 mg / L-4

3

. γ = 2.88 t / mS

3

4540105205350400500

201870110135140150

0.200.180.701.101.351.401.50

2001807001100135014001500

A15-44



FOUNDATION TYPE


EXCAVATIONCONDITION


GEOLOGICAL UNIT


Allowable ULS *

( Mpa )Ultimate

( Mpa )



Dep

th (

belo

wex

istin

g gr

ound

leve

l ) c

m

Soi

l Str

atig

raph

y(o

bser

ved

inth

e w

ell )

020406080100120140160180200220240260280300320340360380400420440460480500520540560580620640660680700720740760780800820840

0 0




44


Observation

( Mpa ) ( Kpa )0

3.70 - 4.00 m

GROUND LEVEL


PLAN

ELEVATION

Reinforcedconcrete

Steel Pole

Steel Pole

0


0.30 - 4.00 m

50

( CI )


Lateritic zone



. WOPM = 18.40 %

- Shear test :

. Cuu = 38 kN /m


. pH = 6.83

. SO = 8.8 mg / L

- IP : 19.9

. γ = 1.82 t / md

32OPM


h

. W(N) = 22.3 %

. ψuu = 21.31°

2

. Cl = 199.4 mg / L-4

3

. γ = 2.78 t / mS

3

Clay of intermediate plasticity

6080100707090110130

20405550253535353025

0.200.400.550.500.250.350.350.300.25

200400550500250350350300250

125135150135180185250

23222828303560

300280330310290330340400500

554090555573138143150

0.230.220.280.280.300.350.600.550.400.900.550.550.731.381.431.50

230220280280300350600550400900550550730138014301500

A15-45



FOUNDATION TYPE


EXCAVATIONCONDITION


GEOLOGICAL UNIT


Allowable ULS *

( Mpa )Ultimate

( Mpa )



Dep

th (

belo

wex

istin

g gr

ound

leve

l ) c

m

Soi

l Str

atig

raph

y(o

bser

ved

inth

e w

ell )

020406080100120140160180200220240260280300320340360380400420440460480500520540560580620640660680700720740760780800820840

0 0




45


Observation

( Mpa ) ( Kpa )0

3.50 - 4.00 m

GROUND LEVEL


PLAN

ELEVATION

Reinforcedconcrete

Steel Pole

Steel Pole

0


0.50 - 4.00 m

( CI )


Lateritic zone



. WOPM = 18.40 %

- Shear test :

. Cuu = 38 kN /m


. pH = 6.83

. SO = 8.8 mg / L

- IP : 19.9

. γ = 1.82 t / md

32OPM


h

. W(N) = 22.3 %

. ψuu = 21.31°

2

. Cl = 199.4 mg / L-4

3

. γ = 2.78 t / mS

3


30608080130200250280360400500

1050455560909590100145150

0.100.500.450.550.600.900.950.901.001.451.50

100500450550600900950900100014501500

A15-46



FOUNDATION TYPE


EXCAVATIONCONDITION


GEOLOGICAL UNIT


Allowable ULS *

( Mpa )Ultimate

( Mpa )



Dep

th (

belo

wex

istin

g gr

ound

leve

l ) c

m

Soi

l Str

atig

raph

y(o

bser

ved

inth

e w

ell )

020406080100120140160180200220240260280300320340360380400420440460480500520540560580620640660680700720740760780800820840

0 0




46


Observation

( Mpa ) ( Kpa )0

3.60 - 4.00 m

GROUND LEVEL


PLAN

ELEVATION

Reinforcedconcrete

Steel Pole

Steel Pole

0


0.30 - 4.00 m

( CI )



80

Clayey soil



. WOPM = 20.0 %

- Shear test :

. Cuu = 45 kN /m


. pH = 6.64

. SO = 12.2 mg / L

- IP : 20.7

. γ = 1.73 t / md

32OPM


h

. W(N) = 21.0 %

. ψuu = 20.30°

2

. Cl = 213.1 mg / L-4

3

. γ = 2.77 t / mS

3

1001301609070658095

6085951004030252830

100140155180260300280290313330360

2530304070754040458575

365340350300350405500

708595120123130150

0.600.850.951.000.400.300.250.280.300.250.300.300.400.700.750.400.400.450.850.750.700.850.951.201.231.301.50

60085095010004003002502803002503003004007007504004004508507507008509501200123013001500

A15-47



FOUNDATION TYPE


EXCAVATIONCONDITION


GEOLOGICAL UNIT


Allowable ULS *

( Mpa )Ultimate

( Mpa )



Dep

th (

belo

wex

istin

g gr

ound

leve

l ) c

m

Soi

l Str

atig

raph

y(o

bser

ved

inth

e w

ell )

020406080100120140160180200220240260280300320340360380400420440460480500520540560580620640660680700720740760780800820840

0 0




47


Observation

( Mpa ) ( Kpa )0

3.80 - 4.00 m

GROUND LEVEL


PLAN

ELEVATION

Reinforcedconcrete

Steel Pole

Steel Pole

0


0.60 - 4.00 m

( CI )



80

Clayey soil



. WOPM = 18.0 %

- Shear test :

. Cuu = 41 kN /m


. pH = 6.55

. SO = 9.7 mg / L

- IP : 20.7

. γ = 1.78 t / md

32OPM


h

. W(N) = 14.9 %

. ψuu = 26.10°

2

. Cl = 218.5 mg / L-4

3

. γ = 2.75 t / mS

3

125300370400500

5545100120140150

(with laterit)

0.550.451.001.201.401.50

5504501000120014001500

A15-48



FOUNDATION TYPE


EXCAVATIONCONDITION


GEOLOGICAL UNIT


Allowable ULS *

( Mpa )Ultimate

( Mpa )



Dep

th (

belo

wex

istin

g gr

ound

leve

l ) c

m

Soi

l Str

atig

raph

y(o

bser

ved

inth

e w

ell )

020406080100120140160180200220240260280300320340360380400420440460480500520540560580620640660680700720740760780800820840

0 0




48


Observation

( Mpa ) ( Kpa )0

3.40 - 4.00 m

GROUND LEVEL


PLAN

ELEVATION

Reinforcedconcrete

Steel Pole

Steel Pole

0


0.25 - 4.00 m

( CI )



Lateritic zone



. WOPM = 20.40 %

- Shear test :

. Cuu = 39 kN /m


. pH = 4.91

. SO = 6.9 mg / L

- IP : 19.2

. γ = 1.77 t / md

32OPM


h

. W(N) = 20.3 %

. ψuu = 22.29°

2

. Cl = 113.3 mg / L-4

3

. γ = 2.84 t / mS

3

90120140260380420500

60437593110120150

0.600.430.750.931.101.201.50

600430750930110012001500

A15-49



FOUNDATION TYPE


EXCAVATIONCONDITION


GEOLOGICAL UNIT


Allowable ULS *

( Mpa )Ultimate

( Mpa )



Dep

th (

belo

wex

istin

g gr

ound

leve

l ) c

m

Soi

l Str

atig

raph

y(o

bser

ved

inth

e w

ell )

020406080100120140160180200220240260280300320340360380400420440460480500520540560580620640660680700720740760780800820840

0 0




49


Observation

( Mpa ) ( Kpa )0

2.50 - 3.50 m

GROUND LEVEL


PLAN

ELEVATION

Reinforcedconcrete

Steel Pole

Steel Pole

0


0.40 - 4.00 m

( CI )





. WOPM = 15.65 %

- Shear test :

. Cuu = 19 kN /m


. pH = 6.49

. SO = 11.7 mg / L

- IP : 15.7

. γ = 1.87 t / md

32OPM


h

. W(N) = 13.5 %

. ψuu = 31.59°

2

. Cl = 208.4 mg / L-4

3

. γ = 2.75 t / mS

3

9070658063708060507090

5550455040303530253040

110120150165223230230255280300305325383390420500

50606565705055656063607083100115150

Clayey soil

0.550.500.450.500.400.300.350.300.250.300.400.500.600.650.650.700.500.550.650.600.630.600.700.831.001.151.50

550500450500400300350300250300400500600650650700500550650600630600700830100011501500

A15-50



FOUNDATION TYPE


EXCAVATIONCONDITION


GEOLOGICAL UNIT


Allowable ULS *

( Mpa )Ultimate

( Mpa )



Dep

th (

belo

wex

isti

ng g

roun

d le

vel )

cm

Soil

Str

atig

raph

y(o

bser

ved

inth

e w

ell )

020406080100120140160180200220240260280300320340360380400420440460480500520540560580620640660680700720740760780800820840

0 0



EXCAVATED SOIL

50


Observation

( Mpa ) ( Kpa )0

GROUND LEVEL


PLAN

ELEVATION

Reinforcedconcrete

Steel Pole

Steel Pole

0


0.25 - 4.00 m

( CI )



65- Consistency Ic = 1.55 > 1 very consistent ground


. WOPM = 15.20 %

- Shear test :

. Cuu = 21 kN /m


. pH = 4. 94

. SO = 65.2 mg / L

- IP : 16.4

. γ = 1.84 t / md

32OPM


h

. W(N) = 15 %

. ψuu = 26.79°

2

. Cl = 102.2 mg / L-4

3

. γ = 2.70 t / mS

3

62564260604563508080

5025202025302030404035

100125150180180240235245270280310320330400500

50655570637065356562657080100150

Clayey soil :

0.500.250.200.200.250.300.200.300.400.400.350.500.650.550.700.630.700.650.350.650.620.650.700.801.001.50

50025020020025030020030040040035050065055070063070065035065062065070080010001500

Visualobservation Soil of the

same physical& mechanicalnature as thesoil of theSip 17

A15-51



FOUNDATION TYPE


EXCAVATIONCONDITION


GEOLOGICAL UNIT


Allowable ULS *

( Mpa )Ultimate

( Mpa )



Dep

th (

belo

wex

istin

g gr

ound

leve

l ) c

m

Soi

l Str

atig

raph

y(o

bser

ved

inth

e w

ell )

020406080100120140160180200220240260280300320340360380400420440460480500520540560580620640660680700720740760780800820840

0 0



EXCAVATED SOIL

51


Observation

( Mpa ) ( Kpa )0

GROUND LEVEL


PLAN

ELEVATION

Reinforcedconcrete

Steel Pole

Steel Pole

0


0.20 - 4.00 m

( CI )



70

Clayey zone :



. WOPM = 19.40 %

- Shear test :

. Cuu = 48 kN /m


. pH = 5.72

. SO = 4.2 mg / L

- IP : 19.0

. γ = 1.70 t / md

32OPM


h

. W(N) = 21 %

. ψuu = 19.29°

2

. Cl = 63.8 mg / L-4

3

. γ = 2.68 t / mS

3

605540383560808090100160230300360400500

2030252018203540454055658095100110120

0.200.300.250.200.180.200.350.400.450.400.550.650.800.951.001.101.20

200300250200180200350400450400550650800950100011001200Visual

observationSoil of thesame physical& mechanicalnature as thesoil of theSip 17

A15-52

52

D. Reconstruction of transmission 110 kV line Jabana-Birembo

A15-53

_̂

_̂_̂

_̂

_̂

_̂

_̂

_̂

_̂

_̂

_̂

_̂

_̂

_̂

_̂

_̂

_̂

_̂

_̂

_̂

_̂

_̂

_̂

_̂199

177

176

198

197

196195

194

193

192

191

190

189

188

187

186

185

184

183182

181

180179

178

Kami

Taba

Rusenyi

Giheka

Estate 2020

Agatare

Binunga

Ngaruyinka

Rwankuba

Gisasa

Nyakabungo

Muhororo

Uwaruraza

Rukingu

Urumuri

Kagarama

Ruhinga

Byimana

Gasave

Dusenyi

Gasharu

Gasharu

Gicikiza

Rindiro

UruremboKabuhunde Ii

Ineza

Kabeza

Kibiraro I

Akaruvusha

Nyabitare

Nyirabwana

Gasharu

Akarambo

Kibiraro Ii

Kadobogo

Bwiza

Nyakabungo

Kabuhunde I

Kagara

Nyakariba

Urugarama

Iriba

Ibuhoro

Rwinyana

AmasanganoUruhetse

RugeroAgasaro

Birembo

Ihuriro

Amarembo

Kayenzi

Umutako

Amahoro

Virunga

Nkona

Kangondo Ii

CyeyereGatagara

Gataba

Amajyambere

Karisimbi

Masizi

AkintwariUrukundo

Kumukenke

AkintwariUrwibutso Urukundo

VILLE DE KIGALIKinyinya

Gisozi

Nduba

Bumbogo

Kimironko

Kacyiru

Jabana

Remera

KAGUGU

MURAMA

GASHARU

NGARA

GACURIRO

MUSEZERO

GASANZE

KIBAGABAGA

KIBAZA

KABUYE

NYARUTARAMA

KAMUTWA

MUREMURE

NYABIKENKE

AKAMATAMU

MVUZO

KAMATAMU

ROUTE 1 : 110kV LINE JABANA- BIREMBO

Legend

_̂ Towers

110kV_Jabana- Birembo_Line

Existing_MV_Lines

HV_Existing_Network

Villages

Province

Cells

Sectors

²

1 110kV line Jabana - BiremboREV.

Buyer :

Execution Agency :

Consultant

Project :

Content :

Fonction Date

PAPER SIZE DATE



REPUBLIC OF RWANDA

FOR APPROVAL


1/9 000




Text

JABANA

BIREMBO

Towers X Y178 507828.9251 4790828.881179 508274.0097 4790701.441180 508386.4321 4790669.252181 508892.5636 4790524.332182 509205.1044 4790434.843183 509373.4015 4790386.655184 509641.556 4790309.876185 509840.0016 4790253.055186 510504.7781 4790062.712187 510727.7962 4789998.856188 510985.4621 4789925.079189 511310.6545 4789831.967190 511677.1473 4789727.031191 511883.0435 4789668.077192 512147.7947 4789592.271193 512389.7326 4789522.998194 512984.0216 4789352.837195 513212.087 4789287.536196 513377.4711 4789240.182197 513582.5021 4789181.476198 513968.7414 4789070.885176 507393.4434 4790953.571177 507708.2626 4790863.43199 514006.3213 4789060.125

SIP177SIP178

SIP180

SIP181

SIP182

SIP186

SIP184

SIP187

SIP189

SIP190

SIP195SIP196

SOIL INVESTIGATIONROUTE 1 : 110kV LINE JABANA - BIREMBO

A15-54



FOUNDATION TYPE

SIP 176(110 kV lineJabana -Birembo)

EXCAVATIONCONDITION


GEOLOGICAL UNIT


Allowable ULS *

( Mpa )Ultimate

( Mpa )



Dep

th (

belo

wex

isti

ng g

roun

d le

vel )

cm

Soil

Str

atig

raph

y(o

bser

ved

inth

e w

ell )

020406080100120140160180200220240260280300320340360380400420440460480500520540560580600620640660680700720740760780800820

0 0




54


Observation

( Mpa ) ( Kpa )0

0.50 - 1.00 m

0



( CI )


0.30 - 4.00 m

20

Swampy area



. WOPM = 17.32 %

- Shear test :

. Cuu = 48 kN /m


. pH = 6.64

. SO = 111 mg / L

- IP : 19.3

. γ = 1.83 t / md

32OPM


h

. W(N) = 19.7 %

. ψuu = 22.05°

2

. Cl = 257.1 mg / L-4

3

. γ = 2.81 t / mS

3

2023252727333545506080808590

121214182018202535405060707070

100110125145150110155165160120180

5055607050401520121545

190190200210280300350360380500

502030558020100105120150

0.060.060.070.090.100.090.100.120.170.200.250.300.350.350.350.250.270.300.350.250.200.070.100.060.070.220.250.100.150.270.400.100.500.500.600.75

606070901090100120170200250300350350350250270300350250200701006070220250100150270400100500500600750

Main reinforcement

Concrete : C16/20

Steel : 500 Mpa

GOOD SOIL ( 110 kV line ) : REINFORCED SQUARE OR CIRCULAR CONCRETE SHAFT WITH SLAB

Coating : 0.05 m

GROUND LEVEL

B m x B m

H m

0.30 m

Slab anchors

Shear reinforcement

Slab reinforcementupper face

Slab reinforcementlower face

Lean concrete(5 cm)

B m

B m

D ≈ 0.9 m

≈ 0.5 m

THE FOUNDATION DIMENSIONS COMPLY WITH THE STATIC BALANCE OF TOWER FIXING .

( -1.20 m)

A15-55



FOUNDATION TYPE


EXCAVATIONCONDITION


GEOLOGICAL UNIT


Allowable ULS *

( Mpa )Ultimate

( Mpa )



Dep

th (

belo

wex

isti

ng g

roun

d le

vel )

cm

Soil

Str

atig

raph

y(o

bser

ved

inth

e w

ell )

020406080100120140160180200220240260280300320340360380400420440460480500520540560580600620640660680700720740760780800820

0 0




55


Observation

( Mpa ) ( Kpa )0

0.50 - 1.00 m

0



( CI )


0.30 - 4.00 m

Swampy area

Main reinforcement

Concrete : C16/20

Steel : 500 Mpa


Coating : 0.05 m

GROUND LEVEL

B m x B m

H m

0.30 m

Slab anchors

Shear reinforcement



Lean concrete(5 cm)

B m

B m

D ≈ 0.9 m

≈ 0.5 m


( -1.20 m)



. WOPM = 18.98 %

- Shear test :

. Cuu = 41 kN /m


. pH = 6.52

. SO = 125 mg / L

- IP : 20.7

. γ = 1.81 t / md

32OPM


h

. W(N) = 15.7 %

. ψuu = 19.03°

2

. Cl = 283.6 mg / L-4

3

. γ = 2.82 t / mS

3

353335383838394042424550545570688092

201918212019212222252732353747495257

1001009580909095100140150150200230255270290380420500

6757475252505762536050708085908090100150

0.100.090.090.100.100.090.100.110.110.120.130.160.170.180.230.240.260.280.330.280.230.260.260.250.280.310.260.300.250.350.400.420.450.400.450.500.75

100909010010090100110110120130160170180230240260280330280230260260250280310260300250350400420450400450500750

A15-56



FOUNDATION TYPE


EXCAVATIONCONDITION


GEOLOGICAL UNIT


Allowable ULS *

( Mpa )Ultimate

( Mpa )



Dep

th (

belo

wex

isti

ng g

roun

d le

vel )

cm

Soil

Str

atig

raph

y(o

bser

ved

inth

e w

ell )

020406080100120140160180200220240260280300320340360380400420440460480500520540560580600620640660680700720740760780800820

0 0




56


Observation

( Mpa ) ( Kpa )0

1.50 - 2.00 m

0


Silt of lowplasticity

( ML )

Silt of low plasticity 0.30 - 4.00 m

Swampy area

Main reinforcement

Concrete : C16/20

Steel : 500 Mpa

Coating : 0.05 m

GROUND LEVEL

B m x B m

H m

0.30 m

Slab anchors

Shear reinforcement



Lean concrete(5 cm)

B m

B m

D ≈ 0.9 m

≈ 0.5 m


( -3.00 m)

35- Consistency Ic < 1 : soft soil


. WOPM = 22.0 %

- Shear test :

. Cuu = 10 kN /m


. pH = 7.04

. SO = 70 mg / L

- IP : /

. γ = 1.69 t / md

32OPM


h

. W(N) = 17.4 %

. ψuu = 26.79°

2

. Cl = 85 mg / L-4

3

. γ = 2.77 t / mS

3

39414146514951596663665561718176

610815202515202513202015203040404040384048455055606560607030101520303040100140150 500

380250

71695176817986839189858280959090100110115150

0.030.050.040.070.100.120.070.100.120.060.100.100.070.100.150.200.200.200.200.140.200.240.220.250.270.300.320.300.300.350.150.050.07

0.150.15

0.10

0.200.500.700.75

305040701001207010012060100100701001502002002002001402002402202502703003203003003501505070

150150

100

200500700750

A15-57



FOUNDATION TYPE


EXCAVATIONCONDITION


GEOLOGICAL UNIT


Allowable ULS *

( Mpa )Ultimate

( Mpa )



Dep

th (

belo

wex

isti

ng g

roun

d le

vel )

cm

Soil

Str

atig

raph

y(o

bser

ved

inth

e w

ell )

020406080100120140160180200220240260280300320340360380400420440460480500520540560580600620640660680700720740760780800820

0 0




57


Observation

( Mpa ) ( Kpa )0

3.70 - 4.00 m

0


Silt ofintermediateplasticity

( MI )

Silt of intermediate plasticity

0.40 - 4.00 m

Main reinforcement

Concrete : C16/20

Steel : 500 Mpa


Coating : 0.05 m

GROUND LEVEL

B m x B m

H m

0.30 m

Slab anchors

Shear reinforcement



Lean concrete(5 cm)

B m

B m

D ≈ 0.9 m

≈ 0.5 m


40

Sandy soil


. WOPM = 14.36 %

- Shear test :

. Cuu = 20 kN /m


. pH = 6.2

. SO = 8.4 mg / L

- IP : 17.3

. γ = 1.87 t / md

32OPM


h

. W(N) = 16 %

. ψuu = 24.23°

2

. Cl = 81 mg / L-4

3

. γ = 2.80 t / mS

3


8065180360400500

206540100120130150

0.200.650.401.001.201.301.50

2006504001000120013001500

A15-58



FOUNDATION TYPE


EXCAVATIONCONDITION


GEOLOGICAL UNIT


Allowable ULS *

( Mpa )Ultimate

( Mpa )



Dep

th (

belo

wex

isti

ng g

roun

d le

vel )

cm

Soil

Str

atig

raph

y(o

bser

ved

inth

e w

ell )

020406080100120140160180200220240260280300320340360380400420440460480500520540560580600620640660680700720740760780800820

0 0




58


Observation

( Mpa ) ( Kpa )0

3.40 - 4.00 m

0


0.40 - 4.00 m

Main reinforcement

Concrete : C16/20

Steel : 500 Mpa


Coating : 0.05 m

GROUND LEVEL

B m x B m

H m

0.30 m

Slab anchors

Shear reinforcement



Lean concrete(5 cm)

B m

B m

D ≈ 0.9 m

≈ 0.5 m


40

Sandy soil

25


( CI )


. WOPM = 15.20 %

- Shear test :

. Cuu = 31 kN /m


. pH = 6.55

. SO = 34 mg / L

- IP : 21.1

. γ = 1.94 t / md

32OPM


h

. W(N) = 16 %

. ψuu = 23.75°

2

. Cl = 145 mg / L-4

3

. γ = 2.64 t / mS

3



60140230320360400500

308090100120140150

0.250.300.800.901.001.201.401.50

2503008009001000120014001500

A15-59



FOUNDATION TYPE


EXCAVATIONCONDITION


GEOLOGICAL UNIT


Allowable ULS *

( Mpa )Ultimate

( Mpa )



Dep

th (

belo

wex

isti

ng g

roun

d le

vel )

cm

Soil

Str

atig

raph

y(o

bser

ved

inth

e w

ell )

020406080100120140160180200220240260280300320340360380400420440460480500520540560580600620640660680700720740760780800820

0 0




59


Observation

( Mpa ) ( Kpa )0

3.80 - 4.00 m

0


0.40 - 4.00 m

Main reinforcement

Concrete : C16/20

Steel : 500 Mpa


Coating : 0.05 m

GROUND LEVEL

B m x B m

H m

0.30 m

Slab anchors

Shear reinforcement



Lean concrete(5 cm)

B m

B m

D ≈ 0.9 m

≈ 0.5 m


20

Sandy soil


( CI )



. WOPM = 16.87 %

- Shear test :

. Cuu = 38 kN /m


. pH = 6.13

. SO = 13.7 mg / L

- IP : 21.5

. γ = 1.79 t / md

32OPM


h

. W(N) = 20.7 %

. ψuu = 23.03°

2

. Cl = 101 mg / L-4

3

. γ = 2.67 t / mS

3


659070245290350420500

103550458090100130150

0.100.350.500.450.800.901.001.301.50

100350500450800900100013001500

A15-60



FOUNDATION TYPE


EXCAVATIONCONDITION


GEOLOGICAL UNIT


Allowable ULS *

( Mpa )Ultimate

( Mpa )



Dep

th (

belo

wex

isti

ng g

roun

d le

vel )

cm

Soil

Str

atig

raph

y(o

bser

ved

inth

e w

ell )

020406080100120140160180200220240260280300320340360380400420440460480500520540560580600620640660680700720740760780800820

0 0




60


Observation

( Mpa ) ( Kpa )0

3.50 - 4.00 m

0


0.30 - 4.00 m

Main reinforcement

Concrete : C16/20

Steel : 500 Mpa


Coating : 0.05 m

GROUND LEVEL

B m x B m

H m

0.30 m

Slab anchors

Shear reinforcement



Lean concrete(5 cm)

B m

B m

D ≈ 0.9 m

≈ 0.5 m


100


( CI )


Clayey soil


. WOPM = 19.0 %

- Shear test :

. Cuu = 35 kN /m


. pH = 6.22

. SO = 28 mg / L

- IP : 19.1

. γ = 1.79 t / md

32OPM


h

. W(N) = 21.5 %

. ψuu = 22.54°

2

. Cl = 151 mg / L-4

3

. γ = 2.79 t / mS

3

- Consistency Ic = 0.97 < 1 : consistent ground

1251401606050455045100123150180220250280320380500

8590951003025203030808075859010095100115150

0.850.900.951.000.300.250.200.300.300.800.800.750.850.901.000.951.001.151.50

85090095010003002502003003008008007508509001000950100011501500

A15-61



FOUNDATION TYPE


EXCAVATIONCONDITION


GEOLOGICAL UNIT


Allowable ULS *

( Mpa )Ultimate

( Mpa )



Dep

th (

belo

wex

isti

ng g

roun

d le

vel )

cm

Soil

Str

atig

raph

y(o

bser

ved

inth

e w

ell )

020406080100120140160180200220240260280300320340360380400420440460480500520540560580600620640660680700720740760780800820

0 0




61


Observation

( Mpa ) ( Kpa )0

3.70 - 4.00 m

0


0.50 - 4.00 m

Main reinforcement

Concrete : C16/20

Steel : 500 Mpa


Coating : 0.05 m

GROUND LEVEL

B m x B m

H m

0.30 m

Slab anchors

Shear reinforcement



Lean concrete(5 cm)

B m

B m

D ≈ 0.9 m

≈ 0.5 m


Clayey gravelpoorly grded

( GC )Lateritic zone


. WOPM = 15.88 %

- Shear test :

. Cuu = 23 kN /m


. pH = 6.44

. SO = 68.4 mg / L

- IP : 16.4

. γ = 1.93 t / md

32OPM


h

. W(N) = 18.4 %

. ψuu = 26.57°

2

. Cl = 113.4 mg / L-4

3

. γ = 2.90 t /mS

3


Clayey gravel poorly grded

25357055290420500

10204530105135150

0.100.200.450.301.051.351.50

100200450300105013501500

A15-62



FOUNDATION TYPE


EXCAVATIONCONDITION


GEOLOGICAL UNIT


Allowable ULS *

( Mpa )Ultimate

( Mpa )



Dep

th (

belo

wex

isti

ng g

roun

d le

vel )

cm

Soil

Str

atig

raph

y(o

bser

ved

inth

e w

ell )

020406080100120140160180200220240260280300320340360380400420440460480500520540560580600620640660680700720740760780800820

0 0




62


Observation

( Mpa ) ( Kpa )0

3.60 - 4.00 m

0


0.20 - 4.00 m

Main reinforcement

Concrete : C16/20

Steel : 500 Mpa


Coating : 0.05 m

GROUND LEVEL

B m x B m

H m

0.30 m

Slab anchors

Shear reinforcement



Lean concrete(5 cm)

B m

B m

D ≈ 0.9 m

≈ 0.5 m


( CI )

20

Clayey soil



. WOPM = 16.54 %

- Shear test :

. Cuu = 39 kN /m


. pH = 5.42

. SO = 10.9 mg / L

- IP : 19.6

. γ = 1.87 t / md

32OPM


h

. W(N) = 19.0 %

. ψuu = 20.56°

2

. Cl = 92.2 mg / L-4

3

. γ = 2.85 t /mS

3



45110270380410500

152565100105130150

0.150.250.651.001.051.301.50

1502506501000105013001500

A15-63



FOUNDATION TYPE


EXCAVATIONCONDITION


GEOLOGICAL UNIT


Allowable ULS *

( Mpa )Ultimate

( Mpa )



Dep

th (

belo

wex

isti

ng g

roun

d le

vel )

cm

Soil

Str

atig

raph

y(o

bser

ved

inth

e w

ell )

020406080100120140160180200220240260280300320340360380400420440460480500520540560580600620640660680700720740760780800820

0 0




63


Observation

( Mpa ) ( Kpa )0

3.50 - 4.00 m

0


0.30 - 4.00 m

Main reinforcement

Concrete : C16/20

Steel : 500 Mpa


Coating : 0.05 m

GROUND LEVEL

B m x B m

H m

0.30 m

Slab anchors

Shear reinforcement



Lean concrete(5 cm)

B m

B m

D ≈ 0.9 m

≈ 0.5 m


( SC )

Clayey sandpoorly graded


. WOPM = 14.40 %

- Shear test :

. Cuu = 37 kN /m


. pH = 7.24

. SO = 65.9 mg / L

- IP : 17.2

. γ = 1.97 t / md

32OPM


h

. W(N) = 16.0 %

. ψuu = 22.29°

2

. Cl = 70.9 mg / L-4

3

. γ = 2.85 t /mS

3


Clayey sand poorly graded

63736863464853465348931001309513095100130150250500

42474237273732273227725772776777524782130150

0.220.230.210.180.130.180.160.130.160.130.360.280.360.380.330.380.260.230.410.650.75

220230210180130180160130160130360280360380330380260230410650750

Sandy soil &Swampy area

( -3.50 m)

A15-64



FOUNDATION TYPE


EXCAVATIONCONDITION


GEOLOGICAL UNIT


Allowable ULS *

( Mpa )Ultimate

( Mpa )



Dep

th (

belo

wex

isti

ng g

roun

d le

vel )

cm

Soil

Str

atig

raph

y(o

bser

ved

inth

e w

ell )

020406080100120140160180200220240260280300320340360380400420440460480500520540560580600620640660680700720740760780800820

0 0




64


Observation

( Mpa ) ( Kpa )0

3.00 - 3.50 m

0


0.30 - 4.00 m

Main reinforcement

Concrete : C16/20

Steel : 500 Mpa


Coating : 0.05 m

GROUND LEVEL

B m x B m

H m

0.30 m

Slab anchors

Shear reinforcement



Lean concrete(5 cm)

B m

B m

D ≈ 0.9 m

≈ 0.5 m


( SC )



62460.23


( -3.50 m)


. WOPM = 17.01 %

- Shear test :

. Cuu = 22 kN /m


. pH = 4.81

. SO = 62.6 mg / L

- IP : 18.2

. γ = 1.88 t / md

32OPM


h

. W(N) = 16.0 %

. ψuu = 25.64°

2

. Cl = 99.3 mg / L-4

3

. γ = 2.88 t /mS

3


5247454262558297102110125180200220235260380500

393626214331617171819110171919195105150

0.190.180.130.100.210.150.300.300.350.400.450.500.350.450.450.470.520.75

230190180130100210150300300350400450500350450450470520750

A15-65



FOUNDATION TYPE


EXCAVATIONCONDITION


GEOLOGICAL UNIT


Allowable ULS *

( Mpa )Ultimate

( Mpa )



Dep

th (

belo

wex

isti

ng g

roun

d le

vel )

cm

Soil

Str

atig

raph

y(o

bser

ved

inth

e w

ell )

020406080100120140160180200220240260280300320340360380400420440460480500520540560580600620640660680700720740760780800820

0 0




65


Observation

( Mpa ) ( Kpa )0

3.60 - 4.00 m

0


0.30 - 4.00 m

Main reinforcement

Concrete : C16/20

Steel : 500 Mpa


Coating : 0.05 m

GROUND LEVEL

B m x B m

H m

0.30 m

Slab anchors

Shear reinforcement



Lean concrete(5 cm)

B m

B m

D ≈ 0.9 m

≈ 0.5 m


( SC )



35



. WOPM = 16.40 %

- Shear test :

. Cuu = 18 kN /m


. pH = 4.81

. SO = 62.6 mg / L

- IP : 16.5

. γ = 1.91 t / md

32OPM


h

. W(N) = 16.6 %

. ψuu = 27.70°

2

. Cl = 99.3 mg / L-4

3

. γ = 2.88 t /mS

3


4530125160420500

25201590100120150

250200150900100012001500

0.250.200.150.901.001.201.50

A15-66



FOUNDATION TYPE


EXCAVATIONCONDITION


GEOLOGICAL UNIT


Allowable ULS *

( Mpa )Ultimate

( Mpa )



Dep

th (

belo

wex

isti

ng g

roun

d le

vel )

cm

Soil

Str

atig

raph

y(o

bser

ved

inth

e w

ell )

020406080100120140160180200220240260280300320340360380400420440460480500520540560580600620640660680700720740760780800820

0 0




66


Observation

( Mpa ) ( Kpa )0

3.70 - 4.00 m

0


0.50 - 4.00 m

Main reinforcement

Concrete : C16/20

Steel : 500 Mpa


Coating : 0.05 m

GROUND LEVEL

B m x B m

H m

0.30 m

Slab anchors

Shear reinforcement



Lean concrete(5 cm)

B m

B m

D ≈ 0.9 m

≈ 0.5 m


( CI )

40

Sandy soil


. WOPM = 16.21 %

- Shear test :

. Cuu = 30 kN /m


. pH = 6.11

. SO = 24 mg / L

- IP : 20.26

. γ = 1.89 t / md

32OPM


h

. W(N) = 18.8 %

. ψuu = 25.41°

2

. Cl = 202.4 mg / L-4

3

. γ = 2.81 t /mS

3




6545120200300380500

3040257595100110150

0.300.400.250.750.951.001.101.50

300400250750950100011001500

A15-67

GENERAL CONCLUSIONV.

1 ) Soil as support structure.

The presence of clay being general in all the soil structures we have studied ; caution is importante in defining the bearing capacity of each lot.

2 ) Soil as building material.

Set up by backfill, soils must protect the works of all lifting and overturn.

The characteristics data from these studies attribute those qualities to examined soils ; indeed :

- The dry density γd OPM ≥ 1.67 t /m3

- The internal friction angle is greater than 20 ° for the majority of points ( the shear strength is proportional to soil consolidation).

- The unconfined compressive strength gives good resistances ( ≥ 1.48 Mpa ) to the compression pressure and good density ( ≥ 1.71 t / m3 ).- No soil presents no aggression against cement ( 4.62 ≤ pH ≤ 7.3 ).

3) All the results of the tests imposed on soils allows to classify them into three categories :

a. Good soil, including : - Clay of Intermediate plasticity , - Silty Sand , - Clayey Sand .

b. Soft rock, including : - weathered rock, - silty gravel, - clayey gravel, - semi rock soil.

Instead of the safety coefficient of 0.33 used by the laboratory ; we propose a coefficient of 0.01 which takes account of this harmful presence, in a tropical environment.Indeed, if these studies were carried out during the dry season, the works will be carried out in allseasons and any earthwork will be confronted to a presence of water large enough in the rainy season.

It is strictly prudent to protect the works from any field sensitivity, as the index of plasticity varies

from 14.8 % to 21.9 % , although the cohesion is acceptable ( the internal friction angle sometimesexceeding 30° ).

Apart a few cases requiring special treatment (as unconfined compressive strenght ), from a depth of100 cm, a bearing capacity of 200 kN / m2 can be , safety, envisaged for the entire project ; with the exceptionof flood areas where the bearing capacity is lower as indicated above.This wouId be in the interest of the project whose foundations, for posts and for towers, are laid at morethan 2.00 m depth.

( Nota / penetration test sheet : Rt : total resistance, Rp : resistance to the tip and Qadm : bearing capacity ).

4 ) Remarque

Any anomalies observed in the performance of the results given above must be reported toan expert for advices and interpretation.

67

c. Poor soils with water (or not) : These soils are located in swampies areas or in any other areas which can be fllooded .

A15-68

REPUBLIC OF RWANDA


IMPROVEMENT OF SUBSTATIONS AND DISTRIBUTION NETWORK, PHASE 3, IN THE REPUBLIC OF RWANDA

SOIL INVESTIGATIONSFILE 2 / 2

Japan International Coorporation Agency

Consultant :

Execution Agency : Buyer :

Project :

KIGALI, August 2017

A15-69

CONTENT

IMPROVEMENT OF SUBSTATIONS AND DISTRIBUTION NETWORK, PHASE 3, JICA PROJECT.

SOIL INVESTIGATION ( File 2 / 2 : Field & laboratory tests )

I. LIGHT STATIC PENETRATION TESTS ( on 46 points )

II. CHIMICAL ANALYSIS (for 50 points)

III. PHISICAL & MECHANICAL TESTS (for 50 points)

( with unconfined compressive strength : 36 points )

A15-70



I. LIGHT STATIC PENETRATION TESTS ( on 46 points )

- New substation construction site & branch point line 110 kV at Gasogi ( 3 points ) : Sip1 , Sip3, Sip5

- 15 kV Distribution line Gasogi substation - Nyagasambu (15 points ) : Sip1 , Sip2, Sip3, Sip4, Sip5, Sip6, Sip7 Sip 9, Sip10, Sip11, Sip12, Sip13, Sip15, Sip16 & Sip17 .

- 15 kV Distribution line Gasogi substation - Masaka hospital (15 points ) : Sip1 , Sip3, Sip4, Sip5, Sip6, Sip8, Sip 9, Sip10, Sip12, Sip13, Sip15, Sip16, Sip17, Sip18 & Sip19.

- Reconstruction of transmission 110 kV line Jabana - Birembo ( 13 points ) : Sip176 , Sip177, Sip178, Sip180, Sip181, Sip182, Sip184, Sip186, Sip187, Sip189, Sip190, Sip195, Sip196 .

A15-71

A15-72

A15-73

A15-74

A15-75

A15-76

A15-77

A15-78

A15-79

A15-80

A15-81

A15-82

A15-83

A15-84

A15-85

A15-86

A15-87

A15-88

A15-89

A15-90

A15-91

A15-92

A15-93

A15-94

A15-95

A15-96

A15-97

A15-98

A15-99

A15-100

A15-101

A15-102

A15-103

A15-104

A15-105

A15-106

A15-107

A15-108

A15-109

A15-110

A15-111

A15-112

A15-113

A15-114

A15-115

A15-116

A15-117

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A15-120



II. CHEMICAL TESTS (for 50 points )

- New substation construction site & branch point line 110 kV at Gasogi ( 7 points ) : Sip1 , Sip2, Sip3, Sip4, Sip5, Si Sip7

- 15 kV Distribution line Gasogi substation - Nyagasambu (15 points ) : Sip1 , Sip2, Sip3, Sip4, Sip5, Sip6, Sip7 Sip9, Sip10, Sip11, Sip12, Sip13, Sip15, Sip16 & Sip17 .

- 15 kV Distribution line Gasogi substation - Masaka hospital (15 points ) : Sip1 , Sip3, Sip4, Sip5, Sip6, Sip8, Sip9, Sip10, Sip12, Sip13, Sip15, Sip16, Sip17, Sip18 & Sip19.

- Reconstruction of transmission 110 kV line Jabana - Birembo ( 13 points ) : Sip176 , Sip177, Sip178, Sip180, Sip181, Sip182, Sip184, Sip186, Sip187, Sip189, Sip190, Sip195, Sip196 .

A15-121

A15-122

A15-123

A15-124

openjicareport.jica.go.jp2 methodology these soil studies relate to five areas defined by the...

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