Kyrenia Geotech.report

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Soil Investigation Report

Orderer: Joint Venture Fichtner Heinrich Consult Ltd.70 Sht. Salahi Sevket Sok.ArabahmetNicosia / Cyprus

Order of: 26-10-2008

Building: Replacement of asbestos cement pipelines of thedrinking water supply in Kyrenia

Project number: 85.08.13

Date of the report: 28-01-2009

The investigation report comprises 76 pages including appendixes.

It is not allowed to copy the investigation report without written agreement of author


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85.08.13 AC Replacement Kyrenia Page 2

Content

1. Proceedings / Cause 3

2. Documents 3

3. Building and Building Area 4

4. Subsoil - Conditions 4

4.1. Geology 4

4.2. Soil exploration 4

4.3. Kinds of Soil, Soil Characteristics, Sequence of Bedding 6

4.4. Hydrogeological Conditions 7

5. Soil Parameters 7

6. Geotechnical Consequences 9

6.1. Preface 9

6.2. Pipe Bedding 9

6.3. Pipe Trench 9

6.4. The Fill 10

6.5. Trenchless Construction 11

7. Final Remarks 12

Appendix list

1 General Map

2 .1.1 2.1.3 Map with Exploration Spots

2.2.1 - 2.2.8 Location of Exploration Spots

3.1 - 3.20 Borehole Logs

4.1 - 4.20 Documentation of Drilling Cores

5.1 - 5.10 Grain-size Distribution Curves

6 Water Contents

7 Atterberg Consistency Limit


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1. Proceedings / CauseThe Joint Venture Fichtner Heinrich Consult Ltd., office Nicosia charged Heinrich

Consult Ltd. by the paper of 26-10-2008 with the geotechnical investigations and the

geotechnical report about the Replacement of parts of the drinking water supply of

Kyrenia, which were made by asbestos cement.

The geotechnical report gives a basic assessment for the risks of the pipeline. It

comprises an evaluation and compilation of the soil-mechanical investigations including

the necessary data for the planning of the pipeline. Furthermore, there are given advices

to the geotechnical construction.

2. Documents/1/ Offer: Proposal for Drilling & Sampling and Geotechnical Laboratory Test

incl. Geotechnical Report; Dr.-Ing. Heinrich GmbH, Germany / Heinrich

Consult Ltd., Cyprus, Freiberg, 18-10-2008

/2/ Order: Drilling & Sampling and Geotechnical Laboratory Test incl.

Geotechnical Report; Joint venture Fichtner - Heinrich; 26-10-2008

/3/ DIN 18 300 German construction contract procedures Part C: General technical

specifications for building works - Earthworks

/4/ DIN 1055 Design loads for buildings; soil properties; unitweight, angle of

friction, cohesion, wall friction

/5/ DIN 4123 Protection of buildings in the range of excavations, foundations an

underpinnings

/6/ DIN 4124 excavations and trenches; slopes, breadth of working spaces,planking and strutting

/7/ EN 805 Water supply - Requirements for systems and components outside

buildings; German version EN 805:2000

/8/ DIN 4022 Subsoil and groundwater; designation and description of soil and

rock

/9/ DIN 18196 Earthworks and foundations; soil classification system for civil

engineering purposes/10/ USCS - Unified Soil Classification System


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/11/ DIN 18130 Soil - investigation and testing; Determination of the coefficient of

water permeability

3. Building and Building AreaKyrenia is situated at the north-coast of Cyprus. The investigation area runs from the

coast in the north-east of the town to the beginning of the Kyrenia Range

(Pentadaktylos). For further details we refer to Appendix 2.1.

It is planned to install a new drinking - water supply by replacement of the existing

asbestos - cement pipelines.The base of the new drinking - water - pipeline is planned approx. 1,5 m under the top

ground surface.

4. Subsoil - Conditions4.1. GeologyThe investigation area is situated in the north of the Kyrenia Range which consists of anEast - West running series of hills and mountains parallel to the northern coast of

Cyprus. The Kyrenia Range contains a series of rocks, formed from the Permian to the

early Tertiary. The hills are of sedimentary origin with Permian olistostromes. That are

sedimentary deposits, composed of a chaotic mass of heterogeneous material, such as

blocks and mud, that accumulates as a semifluid body by submarine gravity sliding or

slumping of the unconsolidated sediments. Further we can find the rocks of the Kantara

Limestone Formation and in the western Kyrenia Range steeply dipping shallow waterCarbonates.

The rocks often mantled with a more or less thick cover of alteration - soils. These

layers are partially covered by topsoil and filling.

4.2. Soil explorationAlltogether 20 boreholes (BH-1 to BH-20) were drilled to investigate the underground

in the area of the planned replacement of the asbestos cement pipelines. The explored

kinds of soil are displayed in Appendix 3.


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The borehole-points were measured in terms of there horizontal position. The position

of the exploration spots as well as an impression of the area you can find inAppendix 2.2.

The description of the soils was made according to DIN 4022 /8/. Grain-size

Distribution Curves, Water Contents and Atterberg Liquity Limits were determined of

representative soil samples (Appendix 5 to 7). The laboratory programm was chosen

according to the soils found here and to the bedding conditions.

Table 1: Soilmechanical Analysis

Borehole Depth Bed Analysis[m u. Surface] No. Name

1,0 2 Alteration - Soil GzD, WCtBH-11,8 2 Alteration - Soil ATT

0,8 2 Alteration - Soil GzDBH-3

1,0 2 Alteration - Soil WCt

BH-4 0,8 2 Alteration - Soil WCt

1,0 2 Alteration - Soil ATTBH-51,5 2 Alteration - Soil GzD

BH-6 1,2 2 Alteration - Soil GzDBH-7 1,0 2 Alteration - Soil WCt

BH-8 1,2 2 Alteration - Soil GzD



BH-10 1,0 1 Filling GzD

BH-11 1,4 2 Alteration - Soil GzD

BH_13 1,2 2 Alteration - Soil ATT


BH-15 1,0 2 Alteration - Soil GzD1,0 1 Filling WCt

1,2 1 Filling GzDBH-16

1,5 2 Alteration - Soil WCt

1,2 2 Alteration - Soil GzDBH-19

1,0 1 Filling WCt, ATTWCt - Water Content DIN 18 121

GzD - Grain-size Distribution Curves DIN 18 123

Shortcuts:

ATT - Atterberg Liquity Limits DIN 18 122


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4.3. Kinds of Soil, Soil Characteristics, Sequence of BeddingThe investigated soils can be subdevided into the following beds, according to:

- their genesis,

- their constants which were insitu estimated and

- the laboratory analysis

0. Road - Structure Asphalt-covering byroads: approx. 5 - 15 cm(0,2 to 1,0 m thick) Asphalt-covering mainroads: approx. 15 - 25 cm

Base-course: gravel, sandy, partially stonycompact with high dense; approx. 25 - 50 cm

kind of soils: GW, GI, GX, SW, SI (DIN 18196) /9/

GW, SW (USCS) /10/class of workability: 3, partially 5(DIN 18 300) /3/

1. Filling (Holocene): silty and sandy clay, half-solid(0,6 to 1,5 m thick) sandy to strong sandy silt, partially clayey

half-solidsilty and sandy gravel, partially clayeyloose - midconsolidated

kind of Soils: TL, UL, GU*, GT* (DIN 18196) /9/ML, CL, MH, CH, GM, GC (USCS) /10/

class of workability: 4 (DIN 18 300) /3/

2. Alteration - Soil: silty clay, partially sandy or gravely(>4,0 m thick) sandy and clayey silt, gravely or stony

stiff to half-solid, solidsilty and sandy gravel, partially clayey, stonyhalf-solid / midconsolidatedsilty sand, midconsolidatedstones with sand and clay

kind of Soils: TL, UL, GU*, GT*, SU* (DIN 18196) /9/CL, ML, GP, SP (USCS) /10/class of workability: 4, 5, 6 (DIN 18 300) /3/

3. Sandstone / Limestone:(base) weathered to low weathered rock

stones, blocksclass of workability: 6, 7 (DIN 18 300) /3/


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Table 2: Classes of Workability DIN 18300

Class No. Description

1 Top Soil2 liquid soil

3easy to excavate;sand and gravel with 15 % of silt and clay,plasticised to halfsolid, less than 30 % of stones

5hard to excavate;soil of class no. 3 and 4 with more than 30 % stones;high plastic clay (TA / GC), plasticised to halfsolid

6

rock which is easy to excavate and similar soils;

more than 30 % stones with each 0,01 to 0,1 m3

;solid clay and silt

7 rock which is hard to excavate

4.4. Hydrogeological ConditionsIn December 2008 there was no groundwater level measured in the bore holes up to a

depth of 2,5 m. After rainfalls groundwater along layers or along fissures is possible.

Near the sea, the groundwater level is dominated by the seawater level.

Table 3: Permeabilitybed permeability permeability

no.soil

[m/s] DIN 18 130

1 Filling 5 x 10-6 - 5 x 10-7 permeable to low permeable

Alteration Soil

Clay and Silt 5 x 10-7 - 1 x 10-9 low permeable to very low permeable2

Sand and Gravel 1 x 10-4 - 1 x 10-6 permeable to low permeable

3Sandstone /Limestone

1 x 10-6

(1 x 10-4)

permeable

(along fissures)

5. Soil ParametersAccording to the soil exploration, the laboratory analyses and the geological state the

investigated soils are classified into several groups. The identifications of soil

determined in the laboratory were completed by results and values of experiences of

similar or equal soil. The most important identification values of soil are specified in

Table 4.


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Table 4: Soil-mechanical ValuesSpecific

Gravity, moistBedNo. Kind ofSoil

Short SignDIN 18196 /

USCSCompactness/ Consistency

cal cal

Shear -Anglecal

Cohesion

cal c

Modulus ofcompressibility

cal Es

[kN / m3] [] [kN/m2] [MN/m2]

Road-Structure

G, s, xGW, GI, GX /

GW, SWdense 20,0 12,0 32,5 0 55

0

S, gSW, SI /

SWdense 18,0 10,0 30,0 0 45

Filling

T, u, s TL half-solid 20,5 10,5 22,5 5 8

U, s-s*,(t)

UL / ML half-solid 20,5 10,5 27,5 7 101

G, s, u,(t), x'

GU*, GT* /GM, GC

loose - mid-consolidated

20,0 10,0 30,0 0 - 2 10

Alteration Soil

stiff - half-solid

20,5 10,5 27,5 5 5T, u, (s),(g)

TL / CLsolid 21,0 11,0 27,5 10 15

U, t, s, x,(g)

UL / ML half-solid 20,5 10,5 27,5 8 8

S, u SU* / SM mid-consolidated 21,0 11,0 30,0 0 - 2 15

2

X, s, t -mid-

consolidated -dense

20,0 12,0 35,0 0 - 2 25

Sandstone / Limestone

weathered 24,0 - 35,0 0 - 20 1203

low-weathered 24,0 - 40,0 0 - 50 150

Shortcuts according DIN 4022: G =gravel; S =sand; U =silt; T =clay g' =low graveley, g =graveley; g* =stronglygraveley; s' =low sandy; s =sandy, s* =strongly sandy; u' =low silty; u =silty; u* =strongly silty; t' =low clayey;t =clayey; t* =strongly clayey


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6. Geotechnical Consequences6.1. PrefaceThe drinking-water pipeline is planned in a depth of approx. 1,5 m under surface.

Greater depths according to the physiography are possible. If the depth of the planned

pipeline changes, than the following data have to be verified by additional

investigations.

We advice to use the presetting of EN 805 /7/.

6.2. Pipe BeddingAccording to the investigated subsoil, described in capture 4.3. The bedding conditions

are very variable. Silty and sandy gravel, partially with clay and stones are situated

above sandstone and limestone. The depth of the hard rock vary from some centimetres

to more than 2 m. That means, that for the whole investigation area the following

Classes of Workability (Table 2) has to be calculated.

Filling and alteration soil: 4, 5, partially 6 because of stones or blocks inside;

Sandstone and limestone: 7

The rock is not possible to excavate with usual excavators. There is a need of special

methods respectivily machines like chisel or trench-cutter, developed for rock. A high

wearing because of the high parts of quartz has to be considered.

According to EN 805 /7/ the pipes have to be bedded along their complete length.

Filling with a low bearing capacity has to be replaced with a soil described in Table 5.

We advice to use a bedding- layer of a sand with a minimum thickness of 100 mm

under the pipe and a with maximum grain size of 6 mm. In areas with solid clay or rock

in the bedding zone the minimum thickness under the pipe should be 150 mm.

6.3. Pipe TrenchThe demands of DIN 4124 /6/ should be observed by the construction of the pipe

trenches. If the trench is more than 1,25 m in depth, then a shear wall / pit lining is


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necessary. Without a shear wall in cohesive soils with stiff to semi-solid consistence, it

is necessary to calculate a slope angle of 60. If the soil is not cohesive or cohesive andsoft, the slope angle of the pit must be 97 %. Cohesive soils with high plasticity and soils with stones

>100 mm are not suitable for refilling. On the surface of the filling the bearing capacity

must reach at least the modulus of deformation ofEv2>45 MN/m2.We advice to use a

material with the following criteria.

Table 5: Minimum Criteria of Filling / Replacement Soil

Soil Group acc. to DIN 18196:non-cohesive to low cohesive, coarse- and mixed grainedsoils GW, GI, GE, SW, SI, SE, GU, GT, SU, ST

Finest Grains (d0,063 mm): 15 weight-%Stones (d63mm): 10 weight-%Biggest Grain size dmax: 100 mm in dependence of the thickness of the bedIgnition Loss Vgl.: 3 weight-%Proctor-Density DPr: 1,8 t/m

3Input and Compaction: in layersDumping Height according tothe Compactor :

0,20 m to 0,40 m

Gravity moist cal : 19 - 20 kN/m3

Shear angle cal ': 35Cohesion : 0 - 2 kN/m2


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We advice to use liner elements (across the trench-line) to avoid that the trench acts as a

drainage in case of rainfalls or groundwater. That avoids the washout of fine grain andthe danger of settlements on the surface.

Excavated Roads has to be rebuilt in the way that they are equivalent to the primary

situation. According to this, there are demanded moduli of deformation from

Ev2 100 MN/m2 to Ev2 120 MN/m

2and degrees of compaction from Dpr 100 % to

Dpr 103 % (dependent of construction class of the road).

6.5.Trenchless ConstructionTrenchless construction refers to such construction methods as tunneling, micro-

tunneling (MTM), horizontal directional drilling (HDD) also known as directional

boring, pipe ramming (PR), pipe Jacking (PJ), moling, horizontal auger boring (HAB)

and other methods for the installation of pipelines and cables below the ground with

minimal excavation.

Such methods can be used for instance to cross main roads without disturbing the

traffic. If trenchless constructions are planned, special investigations of subsoil at the

precise locality are necessary. We advice to use an assessable construction method.


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7. Final RemarksSoil-investigations and laboratory tests have been made for the construction of a

drinking water pipeline in Kyrenia. This report is based on the above mentioned

investigation results.

The report gives first information about the planned building area. If further detailed

information is needed for the planning, supplementary exploration will be necessary.

If other subsurface conditions were found as in the report considered, we have to be

informed to investigate the causes and effects regarding to the recommendations of the

report and if needed, to supplement the report. If there are new questions please consult

our company.

The soil investigation report is binding in the whole only.

Freiberg, 28 January 2009Zuger Strae 909599 Freiberg

Dr. Ing. Heinrich GmbHHeinrich consult Ltd.

Dr. Ibrahim Dipl.-Ing. SchleunerGeneral manager Project-manager