DRAFT Geotechnical Report.pdf

P1

P2

P3

P4

P5

P6

P7

P8

P9

P10

P11

P13

P12

P14

P15

P16

P17

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SYMBOLS

Pore pressure meassurements

Vane test

Cone penetration test(CPT)

Test pit

Sample series(PR)/Auger drilling(SK)

Assumed bedrock level

Terrain elevation

Rock control drilling

Rotary pressure sounding

Total sounding

Sounding depth + (drilled into bedrock)

Hole no.

Simple sounding

Rotary weight sounding

Basis map:

Bedrock

Field notebook no.

Lab.book no. :

www.multiconsult.no

BEDDOWN SITE

RYGGE AIRFORCE LOCATION

SECURITY FENCE AND BEDDOWN SITE

Rotary weight sounding

SYMBOLS

Simple sounding

Cone penetration test (CPT)

Rock control drilling

Rotary pressure sounding

Total sounding

Hole no. Terrain elevation Assumed bedrock level

Sounding depth + (drilling into bedrock)

Samle series(PR)/Auger drilling(SK)

Test pit

Vane test

Pore pressure meassurements

Bedrock

US Army Corps of Engineers

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1 : 1000 Beddown Site

0 2000 4000 6000 8000 10000 1:1000Skala

10206809-RIG-RAP-002 2018-11-09/ 00 Side 7 av 14

3.2 Existing danger zones for Quick clay Avalanches

The actual area is outside any known danger zones for quick clay avalanches.

3.3 Geotechnical results

3.3.1 Test pits, Beddown Site area

The test pits were excavated the 1st of October 2018 and are shown below with photos from each pit and the visual description and measurements done by the geotechnical engineer. There was no sampling for laboratory testing done during this survey. Registrations are shown in the table.

Test pit no.

Picture Registrations, depths are average, not exact.

PG1

0 – 0.2 m: peat.

0.2 – 1 m sand with round stones.

Bedrock around 1 m depth.

No sign of incoming water or water level. .

10206809-RIG-RAP-002 2018-11-09/ 00 Side 8 av 14 no.

Picture Registrations, depths are

PG2

0 – 0.3 m: peat.

Bedrock around 0.3 m depth.

Picture Registrations, depths are

PG3

0 – 0.4 m peat.

Bedrock around 0.4 m

10206809-RIG-RAP-002 2018-11-09/ 00 Side 9 av 14 no.

Picture Registrations, depths are

PG4

0 – 0.3 m peat.

0.2 – 1.7 m sand with round stones.

Bedrock around 1.7 m

No visible signs of incoming water.

Picture Registrations, depths are

PG5

Outcropping bedrock at test pit area.

10206809-RIG-RAP-002 2018-11-09/ 00 Side 10 av 14 no.

Picture Registrations, depths are

PG6

0 – 0.5 m peat.

0.5 – 1.4 m firm weathered silt and sand.

1.4 – 2.5 m firm clay.

2.5 – 3.4 m depth, medium firm clay that in lower part becomes very sensitive. It becomes relatively fluid by stirring and belongs to the group called brittle fracture clay or quick clay. (They have undrained remoulded shear strength below 2 kN/m2. Quick clay below

0.5 kN/m2.)

The pit was ended at 3,4m depth without sign of bedrock or incoming water.

This picture from lower part of test pit 6 shows clay with undrained remoulded shear strength below 2 kN/m2.

10206809-RIG-RAP-002 2018-11-09/ 00 Side 11 av 14 no.

Picture Registrations, depths are

PG7

Picture Registrations, depths are

PG8

10206809-RIG-RAP-002 2018-11-09/ 00 Side 12 av 14 no.

Picture Registrations, depths are

PG9

0 – 0.6 m: peat.

0.5 – 2.8 m firm clay, silt and sand.

Water coming into pit at the bottom of the peat layer.

The pit was stopped at 2.8m depth without contact with bedrock.

The vertical sides of the pit collapsed at the bottom of the pitas shown on the bottom picture.

10206809-RIG-RAP-002 2018-11-09/ 00 Side 13 av 14 no.

Picture Registrations, depths are

PG10

0 – 0.2 m: peat.

0.2 -1/1.7m sand with round stones.

Bedrock varying from 1 meter depth to 1.7m

No sign of water.

3.3.2 Pore pressures and water table

The water table is expected to be low in most areas, apart from where marsh/bog are of some volume.

Piezometers have not been installed. In areas close to the lake, it could be expected that the lake dictate the water table, but due to bogs, marshy terrain the water table will be higher inland. The test pits has shown water in one pit, where water entered from the bottom of the peat layer.

4 Geotechnical evaluation of registrations

4.1 Important preconditions

It is important to notice that the investigations only apply to the local conditions were the test pits are done. This information is used to give a general desrciption of the area. The ground conditions between the test pits can vary more than what is expected from a general interpolation between the points investigated.

10206809-RIG-RAP-002 2018-11-09/ 00 Side 14 av 14

5 References

• Standard Norge, «Systemer for kvalitetsstyring. Krav (ISO 9001:2015)», Standard Norge, Norsk standard (Eurokode) NS-EN ISO 9001:2015.

• Standard Norge, «Eurokode 7: Geoteknisk prosjektering. Del 2: Regler basert på grunnundersøkelser og laboratorieprøver (NS-EN 1997-2:2007)», Standard Norge, Norsk standard (Eurokode) NS-EN 1997-2:2007/AC:2010+NA:2008, Mars 2007.

• Standard Norge, «Kvalifikasjonskrav til utførende av grunnundersøkelser – Del 1:

Geotekniske feltundersøkelser (NS 8020-1:2016)», Standard Norge, Norsk standard NS 8020- 1:2016, Juni 2016

• Statens vegvesen, Vegdirektoratet, «Geoteknikk i vegbygging (Håndbok V220)», Vegdirektoratet, Oslo, Veiledning, Juni 2010.

• NGU, «Løsmasser - Nasjonal løsmassedatabase - kvartærgeologiske kart».

• Norsk Geoteknisk Forening (NGF): NGF-Melding nr. 2-11.

• Norges Vassdrags- og energidirektorat(NVE): atlas.nve.no

This report presents the results from the performed ground investigations including previous investigations in the area from 1988 for ADR-training centre where a landslide had occurred during landfill.

Black & Veatch has contracted Multiconsult as consultants for this project. In that connection, we have performed ground investigations.

DRAWINGS: Total Soundings 18 - 31

DRAWINGS: Sample Series Geotechnical Data – Point 18

Enaksialforsøk (strek angir aksiell tøyning (%) ved brudd)5

10 20 30 40 50

0,94 1,02

1,31 1,10

Udrenert skjærfasthet (kPa)

10 20 30 40 50

Vanninnhold (%) og konsistensgrenser

Ø

Te st s (g

/c m

3 )

1,99

1,92

(g /c m 3 )

O rg an is k in nh ol d

St

Pr øv e enk. sandkorn, planterester spor av grus og organisk overgang til LEIRE, siltig sandig, skjellerester enk. sandlommer og skjellrester

LEIRE, siltig

SILT, sandig

SAND, siltig

LEIRE, siltig

D yb de (m

Symboler:

PRØVESERIE

www.multiconsult.no

2019-11-11 Dato:

Beskrivelse

Rev. nr.:

Godkjent:Kontrollert:Konstr./Tegnet:

Tegningsnr.:

Borhull:

Oppdragsnummer:

DEJANNMMETS

RIG-TEG-203

10206809

Beddown Site

Rygge Airforce Location

kt. 44,8

Vanninnhold Plastisitetsindeks, Ip

ISO 17829-6: 2017

Omrørt konus Uomrørt konus

= Densitet s = Korndensitet

St = Sensitivitet

T = Treaksialforsøk Ø = Ødometerforsøk K = Korngradering

Grunnvannstand:

Borbok:

m Digital

DRAWINGS: Sample Series Geotechnical Data – Point 29

Enaksialforsøk (strek angir aksiell tøyning (%) ved brudd)5

10 20 30 40 50

0,97

0,81

Udrenert skjærfasthet (kPa)

10 20 30 40 50

Vanninnhold (%) og konsistensgrenser

K

Ø

Te st s (g

/c m

3 )

2,10

1,88

1,88

(g /c m 3 )

O rg an is k in nh ol d

St

Pr øv e organisk materiale spor av planterester i øvre del

SAND i øvre 20 cm enk. sandkorn

SAND, siltig

SAND

LEIRE, siltig

LEIRE, siltig

D yb de (m

Symboler:

PRØVESERIE

www.multiconsult.no

2019-11-11 Dato:

Beskrivelse

Rev. nr.:

Godkjent:Kontrollert:Konstr./Tegnet:

Tegningsnr.:

Borhull:

Oppdragsnummer:

DEJANNMMETS

RIG-TEG-204

10206809

Beddown Site

Rygge Airforce Location

kt. 45,5

Vanninnhold Plastisitetsindeks, Ip

ISO 17829-6: 2017

Omrørt konus Uomrørt konus

= Densitet s = Korndensitet

St = Sensitivitet

T = Treaksialforsøk Ø = Ødometerforsøk K = Korngradering

Grunnvannstand:

Borbok:

m Digital

DRAWINGS: Grain Distribution Size – Point 29

SERIE DYBDE METODE

NR. (m) JORDARTS BETEGNELSE Anmerkninger TS VS HYD

29 A 29

B

C

D

E

SYMBOL: METODE:

Ogl. = Glødetap ( %) TS = Tørr sikt

Ona. = Humusinnhold (%) VS = Våt sikt

Perm. = Permeabilitet (m/s) HYD = Hydrometer

SYM D 10 D 30 D 50 D 60

BOL mm mm mm mm

A

B

C

D

E

KORNGRADERING

Konstr./Tegnet Kontrollert

Rygge Airforce Location

Beddown Site Godkjent Dato

OPPDRAG NR. TEGN.NR REV.

ANNM

00RIG-TEG-30010206809

Tele gruppe

W

PlastisitetSu Su r

Wp

SAND

SYMB

OL

08.11.19

X1,2-2,0 kN/m2

METS

DEJ

kN/m2 Wf

< 0,02 mmGlødetap

Ogl % kN/m3%

Tot. densitet

0,0909 0,1540 0,2028 0,2273

0,001 0,01 0,1 1 10 100

M A

S S

E P

R O

S E

N T

A V

K O

R N

M

IN

D R

E E

N N d

KORNDIAMETER

A B C D E

LEIRE

SILT SAND GRUS

S T

E

IN

FIN MIDDELS GROV FIN MIDDELS GROV FIN MIDDELS GROV

C D

D u =

C D

D D z =

60 10( )( ) www.multiconsult.no

DRAWINGS: Oedometer Test Graph A – Point 18

Densitet r (g/cm ): 1,93

Vanninnhold w (%): 30,80

Forsøksdato: Dybde, z (m): Borpunkt nr.:

05.11.2019 3,45 18

Forsøknr.: Tegnet av: Kontrollert:

1 CHPS SIOR

Oppdrag nr.: Tegning nr.: Prosedyre:

10206809 RIG-TEG-400.1 CRS 30.01.2018

Rapportdato:

DEJ

Rygge Airforce Location

Beddown Site

Kontinuerlig ødometerforsøk, CRS-rutine. Plott A: sav' - ea, M og cv.

Programrevisjon:

Godkjent:

11.11.2019

Effektivt overlagringstrykk, svo' (kPa):

A k s ie ll tø y n in g e a

Effektiv gjennomsnittlig aksialspenning, sav' [kPa]

D e fo rm a s jo n s m o d u l, M

M

P a

Effektiv, gjennomsnittlig aksialspenning, sav' [kPa]

K o n s .k o e ff is ie n t, c v [m

/å r]

Effektiv, gjennomsnittlig aksialspenning, sav' [kPa]

MULTICONSULT AS

Box 265 Skøyen

N-0213 OSLO

Tlf.: 21 58 50 00

DRAWINGS: Oedometer Test Graph B – Point 18

): 1,93

Vanninnhold w (%): 30,80

Forsøksdato: Dybde, z (m): Borpunkt nr.:

05.11.2019 3,45 18

Forsøknr.: Tegnet av: Kontrollert:

1 CHPS SIOR

Oppdrag nr.: Tegning nr.: Prosedyre:

10206809 RIG-TEG-400.2 CRS

Effektivt overlagringstrykk, svo' (kPa):

Rapportdato:

Godkjent:

Rygge Airforce Location

Beddown Site

Kontinuerlig ødometerforsøk, CRS-rutine. Plott B: sav' - ea, k og ub/s.

11.11.2019

DEJ

Programrevisjon:

30.01.2018

A k s ie ll tø y n in g e a

Effektiv, gjennomsnittlig aksialspenning, sav' [kPa]

,0

,0

,0

,0

,1

,1

P e rm e a b ili te t, k m

/å r]

Effektiv, gjennomsnittlig aksialspenning, sav' [kPa]

P o re tr y k k s fo rh o ld u b /s

Effektiv, gjennomsnittlig aksialspenning, sav' [kPa]

MULTICONSULT AS

Box 265 Skøyen

DRAWINGS: Oedometer Test Graph A – Point 29

): 1,90

Vanninnhold w (%): 32,84

Forsøksdato: Dybde, z (m): Borpunkt nr.:

05.11.2019 3,45 29

Forsøknr.: Tegnet av: Kontrollert:

1 CHPS SIOR

Oppdrag nr.: Tegning nr.: Prosedyre:

10206809 RIG-TEG-401.1 CRS 30.01.2018

Rapportdato:

DEJ

Rygge Airforce Location

Beddown Site

Kontinuerlig ødometerforsøk, CRS-rutine. Plott A: sav' - ea, M og cv.

Programrevisjon:

Godkjent:

11.11.2019

Effektivt overlagringstrykk, svo' (kPa):

A k s ie ll tø y n in g e a

Effektiv gjennomsnittlig aksialspenning, sav' [kPa]

D e fo rm a s jo n s m o d u l, M

M

P a

Effektiv, gjennomsnittlig aksialspenning, sav' [kPa]

K o n s .k o e ff is ie n t, c v [m

/å r]

Effektiv, gjennomsnittlig aksialspenning, sav' [kPa]

MULTICONSULT AS

Box 265 Skøyen

DRAWINGS: Oedometer Test Graph B – Point 29

): 1,90

Vanninnhold w (%): 32,84

Forsøksdato: Dybde, z (m): Borpunkt nr.:

05.11.2019 3,45 29

Forsøknr.: Tegnet av: Kontrollert:

1 CHPS SIOR

Oppdrag nr.: Tegning nr.: Prosedyre:

10206809 RIG-TEG-401.2 CRS

Effektivt overlagringstrykk, svo' (kPa):

Rapportdato:

Godkjent:

Rygge Airforce Location

Beddown Site

Kontinuerlig ødometerforsøk, CRS-rutine. Plott B: sav' - ea, k og ub/s.

11.11.2019

DEJ

Programrevisjon:

30.01.2018

A k s ie ll tø y n in g e a

Effektiv, gjennomsnittlig aksialspenning, sav' [kPa]

,0

,0

,0

,0

,1

,1

P e rm e a b ili te t, k m

/å r]

Effektiv, gjennomsnittlig aksialspenning, sav' [kPa]

P o re tr y k k s fo rh o ld u b /s

Effektiv, gjennomsnittlig aksialspenning, sav' [kPa]

MULTICONSULT AS

Box 265 Skøyen

ATTACHMENT 2: Geotechnical Enclosure - Field Investigations

Geotechnical enclosures Field investigations

Version: 05.01.2012 www.multiconsult.no Page 1 of 2

Soundings are carried out to obtain an indication of the relative stiffness of the penetrated soils. From that, the stratification and depth to the rock surface or firm layers may be estimated.

ROTARY WEIGHT SOUNDING (NGF GUIDELINE 3)

Performed with jointed 22 mm drillrods with a 200 mm twisted point. The drillrods are rotated manually or by a drilling machine into the soil with maximum 1 kN (100 kg) vertical load on the rods. If the rod assembly is not sinking for this weight, the rods are rotated manually or by machine operation. The number of half-turns pr 0.2 m sink is recorded.

The drilling resistance is presented in a diagram with vertical depth-scale and a cross-line for every 100 half-turns.

Hatching represents sink without rotation, with the vertical load during sink added to the left. A cross indicates that the drillrods are hammered into the ground.

RAM OR HAMMER SOUNDING (NS-EN ISO 22476-2)

The drilling is carried out with jointed 32 mm drillrods and a tip with standardized geometry. The drillrods are struck with an energy of 0.38 kNm. The number of blows pr 0.2 m sink is recorded.

The drilling resistance is recorded as Qo pr m sink, where Qo = deadweight * falling height/sink pr blow (kNm/m)

CONE PENETRATION TEST (CPTU) (NGF GUIDELINE 5)

A cylindrical, instrumented probe with a conical tip is pushed into the ground at a constant penetration rate of 20 mm/sec.

During penetration, the forces against the tip and the friction sleeve are recorded, so that the cone resistance qc and the sleeve friction fs can be deduced (CPT). In addition, the penetration pore pressure u is measured just behind the conical tip (CPTU). The recordings are taken continuously every 0.02 m, and the method hence gives very detailed information of the ground conditions.

The results can also be used to determine soil stratification, soil type and mechanical properties of the soils (shear strength, deformation- and consolidation parameters).

ROTARY PRESSURE SOUNDING (NGF GUIDELINE 7)

The test is carried out with smooth, jointed 36 mm drillrods with a standardized tip equipped with a welded hard alloy edge. The drillrods are pushed into the ground with a constant penetration rate of 3 m/min and a constant rotation rate of 25 rpm. The thrust FDT (kN) is recorded automatically under these conditions, and may be used to evaluate the ground conditions. The method is particularly well suited for indication of quick clay. On the other hand it is not verifying the depth to the rock surface.

ROCK CONTROL DRILLING

Rock control drilling is carried out with jointed 45 mm drillrods and a hard alloy drillbit with a return valve. A heavy percussion hammer and water flushing at high pressures is used during drilling. Drilling through layers with different properties, for example gravel and clay, can be interpreted, also penetration of blocks and large stones. For verification of the rock surface, an intrusion of 3 m is required, including recording of the sink during drilling.

Stop against stone, block or firm layers

Stop against assumed rock

Predrilled

Medium resistance

Very small resistance

Very large resistance

Terminated without reaching firm layers or the rock surface

Number of half-turns

pr. m sink

Hammered

Predrilled

Stone

Drillsink in rock (cm/min)

Medium resistance

Small resistance

Large resistance

Field investigations

Version: 05.01.2012 www.multiconsult.no Page 2 of 2

TOTAL SOUNDING (NGF GUIDELINE 9)

This method combines rotary pressure sounding and rock control drilling. 45 mm jointed rods and a 57 mm drillbit with impregnated hard metal or diamond fragments are used.

During drilling in soft layers, the rotary pressure mode is used, with drillrods given constant penetration and rotation rates.

When a dense layer is encountered, the rotation rate is increased. If this is not sufficient to advance the drillrods, water or air flushing and strokes on the drillstring are used.

The thrust FDT (kN) is recorded continuously and is shown to the right on the diagram, whereas flushing pressure, number of strokes and drilling time is shown to the left.

MACHINE - OPERATED AUGER DRILLING

This method is carried out with hollow drillrods, with a metal spiralled plate welded to the drillrod. If a drillrig is used, it may be drilled in the interval of 5-20 m depth, depending on the soil, the density and the location of the groundwater table.

With this method, disturbed bag samples may be taken by collecting the materials gathered between the spirals.

SOIL SAMPLING (NGF GUIDELINE 11)

Carried out to obtain samples for determination of the mechanical properties of the soils in the laboratory. Usually, piston sampling is used to retrieve 60-100 cm long sample cylinders. The cylinder can be made of PVC, steel or similar, and both equipment with or without an inner liner may be used. At the sampling depth, the sample cylinder is pushed down into the soil, whereas the inner rod with the piston is fixated. By this procedure, a soil sample is sheared and later lifted up to the surface. The sample cylinder is then sealed and transported to the laboratory. The diameter of the sample may vary between 54 mm (most common) and 95 mm. It is also possible to use other samplers, such as hammer samplers or block samplers.

The sample quality is classified in Quality classes 1-3, where 1 is the best. Piston sampling usually provides samples in Quality classes 1-2 for clays.

VANE TESTING (NGF GUIDELINE 4)

A vane with dimensions b x h = 55x110 mm or 65x130 mm is pushed into the ground to the required test level. A gradually increasing torque is applied to the vane until it reaches failure.

The corresponding torque is recorded. The procedure is carried out for both undisturbed and remoulded conditions, where the latter torque value is recorded after 25 repeated rotations of the vane assembly. The undrained shear strengths cuv and cur are calculated from the torque at first failure and after remoulding, respectively. From this, the sensitivity St = cuv/cur can be determined. The interpreted values must usually be empirically corrected for the effective overburden stress at the test level, and for the plasticity of the soil.

PORE PRESSURE MEASUREMENTS (NGF GUIDELINE 6)

The measurements are carried out utilizing a standpipe with a filter tip, or by a hydraulic (open)/electric piezometer. The filter or the piezometer tip, extended with open piezometer tubes, is pushed into the ground to the required depth. A stabile pore pressure is recorded from the elevated height of the water in the tube, or by readings from an electric pressure transducer in the tip. Choice of equipment is made based on the ground conditions and the purpose of the tests.

The ground water table is observed or measured in the hole.

Thrust FDT (kN)

Sample marking vemarkering

Sample marking

Undisturbed

Remoulded cuv, cuvr (kPa) wz u (kPa)

Drilltime, s/m

Flushing pressure, MPa

ATTACHMENT 3: Geotechnical Enclosure – Laboratory Tests

Laboratory tests

Version: 05.01.2012 www.multiconsult.no Page 1 of 2

MINERAL SOILS (NS-EN ISO 14688-1 & 2)

The soil is classified and identified after sample extrusion. Mineral soils are usually classified according to their grain size distribution.

Identification and grain size for the various fractions are:

Fraction Clay Silt Sand Gravel Stone Block Grain size (mm) < 0,002 0,002-0,063 0,063-2 2-63 63-630 > 630

A soil may contain one or more of the fractions above. The soil is identified in accordance with the grading curve, with the principal fraction having the dominating influence on the soil properties. This is identified by a noun, with secondary contributing fractions as adjectives (for example silty sand). The clay content has the largest influence on the identification of the soil. Moraine is a less sorted glacial deposit that can contain all fractions from clay to block. The major fraction is given first in the description according to specific identification rules, for example gravelly moraine.

ORGANIC SOILS (NS-EN ISO 14688-1 & 2)

Organic soils are classified according to their origin and degree of transition of the soils. The most important types are:

Identification Description

Peat Marsh plants, more or less transformed.

Fibrous peat Fibrous with easily reckognizable plant structure. Shows some strength.

Pseudo-fibrous peat, medium peat Reckognizable plant structure, no strength in the plant debris.

Amorphous peat, black peat No visible plan structure, spongy consistency.

Gyttja and dy Transformed structure of organic material, may contain mineral constituents.

Humus Plant debris, biological organisms together with non-organic content.

Mold and topsoil Strongly transformed organic materials with loose structure, usually comprises the top soil layer.

SHEAR STRENGTH

The shear strength is expressed by the shear strength parameters of the soil a, c, (tan) (effective stress based) or cu (cuA, cuD, cuP) (total stress based).

Effectiv stress based: Shear strength parameters a, c, (tan) (kPa, kPa, o

The effective stress based parameters a (attraction), tan (friction) and alternatively c = atan (cohesion) are determined by triaxial loading tests on undisturbed (clay) or re-constituted specimens (sand). The shear strength depends on the effective normal stress (total stress – pore pressure) on the critical plane. The test results are presented as stress paths, showing development of stresses and corresponding strains in the sample towards failure. From this and other information, the characteristical values for the shear strength parameters for the actual problem are determined.

For short-term effective stress analyses, the pore pressure parameters A, B and D may also be determined from the test results.

Total stress based: Undrained shear strength, cu (kPa)

The undrained shear strength is determined as the maximum shear stress the soil can be exposed to before failing. This shear strength represents a situation with rapid stress changes, without drainage of pore water or dissipation of pore pressures. In the laboratory, the undrained shear strength is determined by unconfined compression tests (cut) (NS8016), falling cone tests (cuk, cukr) (NS8015), undrained triaxial tests (cuA, cuP) and direct shear tests (cuD). The undrained shear strength can also be determined in the field by for example by cone penetration tests with pore pressure measurement (CPTU) (cucptu) or field vane tests (cuv, cur).

SENSITIVITY St (-)

The sensitivity St = cu/cr expresses the ratio between the undisturbed and remoulded undrained shear strengths. This property can be determined from a falling cone test in the laboratory (NS 8015) or by a field vane test in the field. Quick clay has for example very low remoulded shear strength cr (sr < 0,5 kPa), and hence normally exhibits very high values of the sensitivity.

Can also be plotted with 3’ on the horizontal axis.

Stress path

Failure line

Stress path

Design line

Laboratory tests

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WATER CONTENT (w %) (NS 8013)

The water content expresses mass of water in % of mass of dry matter in the sample and is determined by drying of a soil sample at 110oC for 24 hours.

ATTERBERG CONSISTENCY LIMITS – LIQUID LIMIT (wl %) AND PLASTICITY LIMIT (wp %) (NS 8002 & 8003) The consistency limits (Atterberg’s limits) for a soil express the range of water contents where the material is plastic and possible to form. The liquid limit expresses the water content where the material goes from a plastic to a liquid condition. The plasticity limit expresses the water content where the material no longer can be fomed, but is cracking up during mechanical treatment. The plasticity Ip = wl – wp (%) expresses the plastic range in water content for the soil, and is used to classify the plasticity properties. If the natural water content is higher than the liquid limit, the material liquifies when remoulded (common for quick clays).

DENSITIES (NS 8011 & 8012)

Density ( g/cm

) Mass of specimen pr. volume unit. Determined for the whole cylinder and a small sample

Grain density (s, g/cm ) Mass of solid matter pr. volume unit solid material

Dry density (d, g/cm ) Mass of dry matter pr. volume unit

UNIT WEIGHTS

Unit weight of soil ( kN/m

) Weight of specimen pr. volume unit ( = g = s(1+w/100)(1-n/100), where g = 10 m/s

Unit weight of solids (s, kN/m ) Weight of solid matter pr. volume unit (s = sg)

Dry unit weight of soil (d, kN/m ) Weight of dry material pr. volume unit (d = Dg = s(1-n/100))

VOID RATIO AND POROSITY (NS 8014)

Void ratio e (-) Volume of pores divided by volume of solid particles (e = n/(100-n)) where n is porosity (%) Porosity n (%) Volume of pores in % of total volume of the sample

GRAIN SIZE DISTRIBUTION ANALYSES (NS 8005)

A grain size distribution is carried out by wet or dry sieveing of the fractions with diameter d > 0,063 mm. For fractions of particles with smaller diameter, the grain size distribution is determined by a suspension analyse and use of a hydrometer. In the suspension analysis, the material is suspended in water and the density of the suspension is measured by the hydrometer at certain time intervals. The grain size distribution can then be determined from Stokes law on sedimentation of spherically shaped particles in water. It will often be necessary to combine ordinary sieving with a suspension analysis.

DEFORMATION AND CONSOLIDATION PROPERTIES (NS 8017 & 8018)

The deformation- and consolidation properties of a soil are used for calculation of settlements and are determined by a loading tests in an oedometer. The soil sample is buil into a rigid ring that prevents lateral deformation, and is loaded vertically with an incrementally or continously increasing load. Corresponding values of load and deformation (strain ) are recorded, and the deformation modulus (stiffness) of the soil can be deduced by M = ’/ The modulus is presented as a function of the vertical stress ’. The deformation modulus exhibits a systematic behaviour for various soils and stress conditions, and the behaviour can appropriately be described by modulus functions in three models:

Model Modulus expression Soil – stress range

Constant modulus M = moca OC clay, ’ < c’ (c’ = preconsolidation stress) Linearly uincreasing modulus M = m(’( ± r)) Clay, fine silt, ’ > c’ Parabolically increasing modulus M = m√(’a) Sand, coarse silt, ’ > c’

PERMEABILITY (k cm/sec or m/year) The permeability is defined as the amount of water q which under given conditions will flow through a soil volume pr. unit of time. In general, the permeability is determined from the following relationship: q = kiA, where A is the gross area of the cross-section normal to the direction of the water flow and i = hydraulic gradient in the direction of flow (= difference in potential pr. unit length). The permeability can be determined by controlled flow tests in the laboratory using constant or falling potential, or by pumping or flow test in the field.

COMPACTION PROPERTIES

By compaction of a soil, a denser and more compact layering of the mineral grains is obtained. The compaction properties of a soil are determined on samples with varying water content that are compacted with a certain compaction energy (usually Standard or Modified Proctor). The results are presented in a diagram showing the dry density r as a function of the build-in water content wi. The maximum dry density obtained in the test

(dmax) is used in specifications of compaction works. The corresponding water content is denoted the optimum water content (wopt).

FROST SUSCEPTIBILITY

The frost susceptibility of a soil is determined from the grain size distribution curve or by measuring the capillary rise of the material. The frost susceptibility is classified in the groups T1 (No susceptibility), T2 (Low susceptibility), T3 (Medium susceptibility) og T4 (High susceptibility).

HUMUS CONTENT

The humus content is determined by colorimetry and use of NaOH for chemical reaction with the organic contents. The method gives the content of humified organic content in a relative scale. Other methods, such as glowing of a soil sample in an oven and wet-oxidation by hydrogeneperoxide, may also be used.