Att (T) P308 Geotechnical Report Reference 2017.pdf

GROUND INVESTIGATION REPORT

P8-A Aircraft Rinse Rack, Keflavík, Iceland

February 7 2018

REPORT – INFORMATION SHEET

DOCUMENT SYSTEM CODE REPORT TITLE

6982-001-SKY-001-V01 Ground Investigation Report. P8-A Aircraft Rinse Rack Keflavík, Iceland

REPORT NUMBER / TOTAL PAGES PROJECT

01 / 320 KEF Airport

PROJECT MANAGER – CLIENT REPRESENT. CLIENT

Steven R. Bennet Clark Nexsen / Navfac

PROJECT MANAGER – EFLA AUTHOR

Arnar Björn Björnsson Jón Haukur Steingrímsson

KEYWORDS EXTRACT

… Ground investigation has been carried out on a proposed location for a new aircraft rinse rack on the hardstand west of hangar #831.

A total number of 13 holes was drilled with shallow ram sounding method through the hardstand. The report describes the findings and data evaluation.

Average depth to bedrock level at the rinse rack location is 2,2 m, while on the main water pipe alignment towards hangar #831, the average depth is measured as 1,1 m.

The hardstand measures 32 – 35 cm thick or 1 ft, it is resting on a base course ~ 1,0 m thick overlying 0,5 – 0,8 m thick layer of semi organic aeolian soil, that covers thin layer of moraine before reaching the bedrock.

REPORT STATUS

☒ Draft

☐ Copy editing

☐ Final

REPORT DISTRIBUTION

☐ Open

☒ With client permission

☐ Confidential

VERSION HISTORY

NO. AUTHOR DATE REVIEWED DATE APPROVED DATE

01 Jón Haukur Steingrímsson

Feb.06.18 Stefán Geir Árnason Feb.06.18 Arnar Björn Björnsson Feb.07.18

1st edition to client

02 - - - - - -

TABLE OF CONTENTS

1 INTRODUCTION ______________________________________________________________________ 7

1.1 General ____________________________________________________________________________ 7

1.2 Scope of works ______________________________________________________________________ 7

2 SITE DESCRIPTION ____________________________________________________________________ 9

2.1 General geology _____________________________________________________________________ 9

2.2 Background information ______________________________________________________________ 9

3 GEOLOGICAL SITE INVESTIGATION – FIELD WORK _________________________________________ 11

3.1 Overburden, soil, fills, hardstands. _____________________________________________________ 11

3.1.1 Shallow Ram Sounding _______________________________________________________________ 11

3.1.2 Half pipe drilling ____________________________________________________________________ 11

3.1.3 Outcrop investigation ________________________________________________________________ 11

3.1.4 Pavement drilling ___________________________________________________________________ 12

3.2 Bedrock ___________________________________________________________________________ 12

3.3 Runoff water, pH and conductivity _____________________________________________________ 12

4 GEOLOGICAL SITE INVESTIGATION & LAB TESTING – RESULTS _______________________________ 13

4.1 Hardstands ________________________________________________________________________ 13

4.2 Soil stratification ____________________________________________________________________ 15

4.2.1 Shallow ram sounding ________________________________________________________________ 15

4.2.2 Halfpipe drilling _____________________________________________________________________ 16

4.2.3 Outcrop sample _____________________________________________________________________ 17

4.3 Bedrock ___________________________________________________________________________ 18

4.4 Surface water ______________________________________________________________________ 19

5 EVALUATION OF GEOTECHNICAL INFORMATION _________________________________________ 20

5.1 General description of soil stratification ________________________________________________ 20

5.2 Earthquake design parameters ________________________________________________________ 20

5.3 Foundation on compacted fill _________________________________________________________ 21

5.4 Foundations on rock _________________________________________________________________ 22

5.4.1 Rock anchors – local experience ________________________________________________________ 22

5.4.2 Excavated slopes - slope stability & support ______________________________________________ 22

5.4.3 Bearing Capacity, allowable bearing pressures ____________________________________________ 22

5.5 Dewatering ________________________________________________________________________ 23

5.6 Concrete – environmental class________________________________________________________ 24

6 REFERENCES _______________________________________________________________________ 26

7 DRAWINGS ________________________________________________________________________ 27

APPENDIX A SHALLOW RAM SOUNDING LOGS ________________________________________________ 28

APPENDIX B GRAIN SIZE DISTRIBUTIONS _____________________________________________________ 29

APPENDIX C CONCRETE CORES _____________________________________________________________ 30

APPENDIX D CHEMICAL ANALYSIS __________________________________________________________ 31

APPENDIX E CORE LOGS. __________________________________________________________________ 32

LIST OF FIGURES

Figure 1 Háaleitishlað, proposed Rinse Rack location, proposed investigation plan, orange circles indicate shallow ram sounding, red dots indicate pavement coring. Diverse utilities from the airport database, shown in colors, the blue line rounding hanger #831 is the water main. _______________ 8

Figure 2 Geological map of the southwest peninsula of Iceland. The pale green color represents Quaternary basalt shield (interglacial). The pink or purple colors are Holocene lava fields, the most common tectonic faulting shown by lineal elements, with distinctive southwest-northeast alignment. Excerpt from the Iceland Geosurvey web site, http://jardfradikort.is/ (2) and (1), ______ 10

Figure 3 Concrete cores collected from the hardstand, refer to figure 1 for orientation. _________________ 13

Figure 4 Hardstand extension shown with diagonal hatch. _________________________________________ 14

Figure 5 Shallow ram sounding, overview, full scale Drawing with legend is at the in the appendix. ________ 14

Figure 6 Halfpipe sample at location NC7, moraine to the right, organic top soil to the left. ______________ 16

Figure 7 Grain size distribution for moraine at location NC7, full result data sheet is provided in the appendix. _________________________________________________________________________ 17

Figure 8 Grain size distribution for base course material, full result data sheet is provided in the appendix.

_________________________________________________________________________________ 17

Figure 9 Typical bedrock from the area, as seen in two core holes, 1,4 km from the current location. ______ 18

Figure 10 Iceland, zoning of horizontal acceleration for seismic design of structures (4). Magenta arrow pointing at the Keflavík airport site. ____________________________________________________ 21

Figure 11 Eurocode 7, figure G.1 for group 2 rocks (7). The orange square represents the presumed conditions on site. __________________________________________________________________ 23

LIST OF TABLES

Table 1 Location of bore holes, and main results ________________________________________________ 15

Table 2 Statistical analysis of Data set NC-01 to -13. _____________________________________________ 16

Table 3 Chemical analysis of surface water. ____________________________________________________ 19

Table 4 Summary of soil stratification. ________________________________________________________ 20

1 INTRODUCTION

1.1 General

In late October 2016 Efla was contacted by Clark Nexsen on the behalf of NAVFAC to provide a supplementary A-E services (Architect-Engineer) for Project: FY17 MCON PROJECT P-307 P-8A

HANGAR UPGRADE, Keflavík Iceland. There off included in the Task Order was a “specialty engineering and testing deliverables” to be:

• G1. Topographic survey Map/Data

• G2. Subsurface / geotechnical Investigations

• G3 Geotechnical Evaluations / Report

This report presents the findings of the Geotechnical investigations of section G2 & G3 of the modified and final Task Order / Contract of Dec 2017. The Topographic survey (section G1) is to be submitted electronically by CAD files.

1.2 Scope of works

The initial Scope of Works included several items not applicable for the site nor providable by the local market. The Scope was the therefore simplified and reduced to common local practice and to the known experience of the site, as described by Efla in correspondence to be: “bedrock surface is normally expected at 1,5 – 3,0 m depth, resting on the bedrock is thin layer of base moraine or sand / gravel. Above the sediments is muddy aeolian soil, partly organic”.

The final scope included as listed below and shown on figure 1.

• Determine bedrock depth, proposed to use ram sounding drilling (Shallow ram sounding). A total of 13 locations to be investigated, distributed over the proposed rinse rack area and water main connection near hangar #831.

• Concrete pavement, info on thickness, Ø96-110 mm, core drilling, 5 locations.

• Subsurface material Ø35 mm halfpipe drilling, 2 locations.

• Lab testing to suite actual and encountered conditions.

1 INTRODUCTION

FIGURE 1 Háaleitishlað, proposed Rinse Rack location, proposed investigation plan, orange circles indicate shallow ram sounding, red dots indicate pavement coring. Diverse utilities from the airport database, shown in colors, the blue line rounding hanger #831 is the water main.

2 SITE DESCRIPTION

2.1 General geology

The airport is located on a vast basalt bedrock shield formation dating from the late Quarternary period. Those formations are often referred to as compound lava formation. As such they are placed in a single volcanic event, where many thin flowing lava units accumulate to form a compound pile of many layers, within the same event and with the same petrographical composition.

Since the retreat of the Ice age glacier, there is commonly a thin layer of moraine / sand or gravel covering the bedrock. Resting on those sediments is a aeolian soil, normally with low organic content, but still with a muddy appearance. In many cases the runways base course can be resting on those partly organic sediments, while in other parts those have been removed and the base is resting on the inorganic moraine sediments.

The airport was constructed in WWII, opened for traffic in March 1943, most of the runways and hardstands date from the first decades after the opening, there have been numerous extensions throughout the years. The construction time for the concrete hardstand where the rinse rack is to be located is not known to the author of this report, but it is evident by aerial photos, that is has been extended somewhere between 1974 and 1978.

2.2 Background information

The general geology of the Reykjanes peninsula is well known and has been recorded in detail, including a 1:100.000 geological map of Southwest Iceland, see figure 2. (1). The map can be viewed online on the following web site: http://jardfraedikort.is/ (2) .

The seismic factors discussed in this report are based on the national annex to Eurocode 8, which is again based on general study of known seismically active regions. Tectonic lineaments on the peninsula follow a southwesterly – northeasterly trend. No known tectonic lineaments are currently known within the project site.

Numerous investigations have been carried out in the vicinity throughout the years. However direct or open source reports are scarce or unpublished. As an operating geotechnical consultant in the area, Efla has a collection of field investigation from other parts of the airport area that can be used for reference or verification purposes.

2 SITE DESCRIPTION

http://jardfraedikort.is/

FIGURE 2 Geological map of the southwest peninsula of Iceland. The pale green color represents Quaternary basalt shield (interglacial). The pink or purple colors are Holocene lava fields, the most common tectonic faulting shown by lineal elements, with distinctive southwest-northeast alignment. Excerpt from the Iceland Geosurvey web site, http://jardfradikort.is/ (2) and (1), Keflavík airport

3 GEOLOGICAL SITE INVESTIGATION – FIELD WORK

3.1 Overburden, soil, fills, hardstands.

3.1.1 Shallow Ram Sounding

Ram sounding drilling were carried out in December 19th – 20th 2017. In total 13 locations were drilled.

Drill type; Atlas Copco Cobra Combi. The drill rods are 1 m long, the first with a cone drill bit. The penetration rate or resistance for each 0,2 m interval is registered with a stopwatch. The interpretation is largely based on penetration rate supported by drilling behavior and material smear. Generally, soils are considered to be sufficiently consolidated for road constructions when the penetration rate is ≥ 10 sec for a 0,2 m interval, commonly referred to as bearing ground level, in the sense of road construction, not as for high load structures. Further it is considered that firm well consolidated ground or bedrock refusal is set at penetration rate of ≥ 60 sec for a 0,2 m interval. When drilling through compacted base course or presumably frozen ground, these refusal times are extended significantly for the topmost 1,2 m of the soil profile.

Firm ground level is not always directly confined to boundaries between different types of soil. Soils like silt, sand, gravel and glacial till (moraine) can be unconsolidated at the top but become more consolidated and firm with increasing depth. When a penetration rate of 60 sec pr. 0,2 m interval is reached, the soil at that particular depth is generally well consolidated and compacted and hard to excavate.

A total of 13 locations were investigated by ram sounding. There off 10 locations within the concrete hardstand. To penetrate the concrete and the subsequent base course a 34 mm rotary pneumatic drill was used to a depth 0,4 – 0,7 m, therefore no penetration resistance is recorded for the first intervals on the drill logs supplied in the appendix. The concrete was very uniform, 32 – 35 cm thick, probably laid out as 1 ft. The base course proved to be extremely well compacted or possibly frozen as great effort was needed to push through these layers. Outside the pavement, the frost depth was at 0,6 m and given the high thermal conductivity of the pavement and well compacted base, the frost depth on the paved areas could have been 20 – 30 % deeper.

All holes were closed of with concrete as instructed upon completion.

3.1.2 Half pipe drilling

In the Scope of Works, provisions for 2 locations to be drilled with Ø35 mm halfpipe sampler were included. The idea was to allow for one sampling if possible of the organic soil and moraine, below the hardstands, and a second sample of original soil outside of the hardstands. Due to high resistance in the base / sub-base sampling within the hardstand could not be achieved. Hence only one location, at NC7, was drilled. Due to small sample size there were carried out two runs with the halfpipe to enlarge the collective sample. The sample was brought to grain size analysis.

3.1.3 Outcrop investigation

Between location NC4 and NC1 on the west border of the investigation area is a stormwater inlet structure. Immediately above the inlet in the slope or the flank of the paved surface adjoining the

3 GEOLOGICAL SITE INVESTIGATION – FIELD WORK

hardstands was a small scar observed. There a quite good sample of the base and or sub-base material could be collected and brought to grain size analysis. The material may have been placed during extension of the hardstand between 1974 – 1978 or at a later occasion.

3.1.4 Pavement drilling

The Scope of Work included drilling and sampling 5 pcs of concrete cores Ø96 mm from hardstands.

All locations were completed as laid out in the investigation plan. Core logs are enclosed in the appendix.

All holes were closed of with concrete as instructed upon completion.

3.2 Bedrock

No direct bedrock investigation was carried out, other than to determine depth to bedrock level. The type of bedrock and properties is quite well known from adjoining areas. A set of core logs from a very recent core drilling near the taxi northeast of runway 29 was provided as reference for RQD or other properties as needed.

3.3 Runoff water, pH and conductivity

One sample of surface rain water was collected from an icy pond near location NC1 as a representative for surface runoff water and as an indicator for concrete exposure classification. The sample was brought to chemical analysis.

4 GEOLOGICAL SITE INVESTIGATION & LAB TESTING – RESULTS

4.1 Hardstands

A total of five concrete cores were collected from the hardstand. The general state of the concrete appears to be quite good. There is a distinctive difference between the cores, cores NC-2, -8 and -13 are alike and different from cores NC-03 and -10. The later are probably the initial hardstand and NC-

2 and -8, from an extension of the hardstand probably dating from the period 1974 – 1978, NC-13 is close to the hangar possibly also from a later batch

FIGURE 3 Concrete cores collected from the hardstand, refer to figure 1 for orientation.

FIGURE 4 Hardstand extension shown with diagonal hatch.

FIGURE 5 Shallow ram sounding, overview, full scale Drawing with legend is at the in the appendix.

4.2 Soil stratification

4.2.1 Shallow ram sounding

The main results from the shallow ram sounding is presented in table 1 below. Individual bore logs are shown in Appendix A. The first four columns denote the hole number, ISN93 coordinates and elevation.

The next columns present the interpretation of the drill logs, first as “Pavement + base bottom” which represents the accumulated thickness of the pavement in the hardstand and the subsequent base course. There below is a 0,5 to 0,8 m thick layer of aeolian soil, that is partly organic. That is the initial soil at site which the base course has been laid upon, shown in the table as intermediate thickness. On the proposed water-main route between the rinse rack and hangar #831 this layer appears to be missing, as the bedrock elevation rises, that applies to holes No. 11, 12 & 13. Then there are the columns for moraine or bearing level and refusal, as depth from surface.

TABLE 1 Location of bore holes, and main results.

Hole No. ISN93 ISN93 Surface Pavement Aeolian Moraine Refusal Comments

East North elevation + base soil (bearing) Depth bottom Intermed. level

Thickness Thickness depth

X Y Z-y (m) (m) (m) (m)

NC-1 323791,0 390573,0 48,9 N/A 2,1 2,1 2,7

Outside pavement, near shoulder

NC-2 323809,0 390564,0 48,8 1,3 0,8 2,1 2,5

Concrete core through pavement

NC-3 323846,0 390547,0 49,0 1,2 0,8 2,0 2,2

Concrete core through pavement

NC-4 323799,0 390595,0 47,8 N/A 0,7 0,7 1,2

Outside pavement, near trench

NC-5 323835,0 390578,0 48,8 1,4 0,6 2,0 2,3

Predrilled Ø34 mm, through pavement

NC-6 323859,0 390566,0 49,2 0,7 0,7 1,4 1,6

Predrilled Ø34 mm, through pavement

NC-7 323807,0 390625,0 47,5 N/A 0,7 0,5 0,7

Outside pavement, near trench

NC-8 323828,0 390607,0 48,7 1,4 0,7 2,1 2,4

Concrete core through pavement

NC-9 323850,0 390608,0 48,9 1,2 0,5 1,7 1,9

Predrilled Ø34 mm, through pavement

NC-10 323866,0 390589,0 49,2 1,4 0,6 2,0 2,2

Concrete core through pavement

NC-11 323889,0 390581,0 49,7 0,7 0,0 0,7 0,8

Predrilled Ø34 mm, through pavement

NC-12 323912,0 390570,0 50,1 0,7 0,0 0,7 0,9

Predrilled Ø34 mm, through pavement

NC-13 323935,0 390559,0 50,4 1,0 0,0 1,0 1,6

Concrete core through pavement

Table 2. presents the statistical values derived from the data set, the values for the refusal or bedrock depth are ranging from 0,7 to 2,7 m, with an overall average of 1,8 m. However, when divided into

Rinse rack area and water-main line the following appears:

• Rinse rack, holes; 2, 3, 5, 6, 8, 9, 10. Average refusal / bedrock depth is 2,2 m

• Water-main; holes 11, 12 , 13. Average refusal / bedrock depth is 1,1 m

TABLE 2 Statistical analysis of Data set NC-01 to -13.

Bearing Level.

Depth

(m)

Bedrock / Refusal Depth

(m)

Average depth 1,5 1,8

Standard Deviation 0,6 0,7

Min. depth 0,5 0,7

Max. depth 2,1 2,7

Average - 1 Standard dev. (16,7% tolerance) 0,8 1,1

Average + 1 Standard dev. (83,3 % tolerance) 2,1 2,4

4.2.2 Halfpipe drilling

Halfpipe drilling was only carried out for location NC-7, with the intention to collect a sample of the sediments lying above the bedrock. To increase the sample volume there were taken two samples.

The samples consisted of moraine and organic soil. In both samples the moraine layer was 32 -35 cm, the organic soil above was partly frozen and good thickness measurement could not be obtained for the organic part. Grain size analysis was carried out on the moraine part, see figure 4 and Appendix.

The material appears to be rather typical basal moraine.

FIGURE 6 Halfpipe sample at location NC7, moraine to the right, organic top soil to the left.

FIGURE 7 Grain size distribution for moraine at location NC7, full result data sheet is provided in the appendix.

4.2.3 Outcrop sample

Sample of the base course material was collected at an outcrop near the stormwater inlet at location

NC-4. The grain size analysis is rather typical for material produced at the Stapafell quarry which has served as a main aggregate source for the airport area for decades.

FIGURE 8 Grain size distribution for base course material, full result data sheet is provided in the appendix.

4.3 Bedrock

No direct bedrock investigations were carried out, but for reference two core logs are provided in the appendix. Unfortunately, those have the same numbering system as used for this project, namely NC-

01 and NC-02, but must not be confused with the shallow ram sounding holes. The cores can be seen in figure 6. The core logs are provided in the appendix.

The cores are typical for the bedrock commonly found within the site, a series of thin layers of basalt, quite often vesicular or even scoriaceous. The RQD value are ranging from; 35 – 100.

Uniaxial compressive strength was not measured, but can be expected to be in the 30 – 80 MPa range for a 47,5 mm NQ core size.

FIGURE 9 Typical bedrock from the area, as seen in two core holes, 1,4 km from the current location.

4.4 Surface water

Surface water for chemical analysis of was collected near NC-7. The results are shown in Error!

Reference source not found. and the result data sheets in the appendix.

TABLE 3 Chemical analysis of surface water.

NC-07

Surface water pH 8,1

Conductivity (µS/cm) 187

Sulphate SO4 2- (mg/l) <40*

Chlorides Cl- (mg/l) 30,3

Ammoniak NH4 + (mg/l) 0,04

* < 40 is below analytical limits of the method.

Common pH value for cold water in Iceland is 7,5 -8,5, but can reach up to 9,0 in some areas. The surface water is slightly basic with pH 8,1, compared to rainwater frequently having pH level between 5,6 – 5,8. That may be due to sampling conditions, as being collected from a semi frozen pond. The conductivity of the surface water is measured 187 µS/cm. Normal tap water in Reykjavík has around 80 - 90 µS/cm.

This chapter covers the evaluation of geotechnical information in accordance with Eurocode 7 (ÍST EN

1997-1:2004) section 3.4.3

5.1 General description of soil stratification

The investigation area is divided into three with regards to the general stratification; Rinse rack area, Watermain route and outside paved areas. Variations for each layer is given in m in parenthesis.

TABLE 4 Summary of soil stratification.

A

Rinse rack area

(layer thickness m)

B

Water-main

(layer thickness m)

C

Outside paved areas

(layer thickness m)

Hardstand (0,33 m) Hardstand (0,33 m) Random fill (0,3-2,1 m)

Base course (0,9 -1,1 m) Base course (0,4 – 1,1 m) Moraine (0,3 – 0,6 m)

Aeolian soil (0,5 -0,8 m) Moraine (0 - 0,3 m) Bedrock

Moraine (0,2 – 0,4 m) Bedrock

Bedrock

The normal practice for foundation work would be to remove all organic materials and place foundations either directly on the bedrock or on a competent compacted fill placed on the bedrock or on sufficiently consolidated sediments as the moraine. When placing foundations directly on consolidated moraine, they must be deeper than 1,2 m to ensure frost protection.

5.2 Earthquake design parameters

No tectonic feature is visible on site. The site lies within the tectonically active region surrounding The

Reykjanes Seismic zone (RSZ). However, the bedrock is heated due to volcanism and geothermal activity, thus reducing the effect of the seismic activity in the RSZ.

Seismic design shall be carried out according to Eurocode 8 ÍST EN 1998-1 – 2004-AC-2009, clauses

3.2.1 (1), (2), (3 (3) and National Annexes (4).

The hazard map for Iceland, presented in Figure 10 Iceland, zoning of horizontal acceleration for seismic design of structures. Magenta arrow pointing at the Keflavík airport site., shows the reference acceleration on type A ground with 10% probability of being exceeded in 50 years (TNCR =~475 year).

• The Keflavík airport site falls into the 0,20g horizontal acceleration region.

• At the site, Ground Type A is the prevailing site condition.

5 EVALUATION OF GEOTECHNICAL INFORMATION

• The horizontal elastic response spectrum is calculated according to Chapter 3.2.2.2 in EN 1998-

1.

• The vertical elastic response spectrum is calculated according to Chapter 3.2.2.3 in EN 1998-1.

• Type 1 spectrum should be used for both the horizontal and the vertical earthquake action.

• The owner needs to decide on which Importance Class and Importance Factor, I, is to be used for the project.

All structures as well as all mechanical and electrical systems and components and their attachments to the building structure shall be designed to withstand seismic action according to ÍST EN 1998-1 (3), and associated Icelandic National Annexes and as described therein.

FIGURE 10 Iceland, zoning of horizontal acceleration for seismic design of structures (4). Magenta arrow pointing at the Keflavík airport site.

5.3 Foundation on compacted fill

Due to shallow bedrock depth, foundations are quite often placed directly on the bedrock. When placed upon compacted fill, the bearing capacity is dependent on the fill material properties and compaction. Most commonly fill materials for the site are derived from the Stapafell quarry, operated by ÍAV, see web site https://www.iav.is/starfsemi/framkvaemdir/namur/efnistegundir/ https://www.iav.is/starfsemi/framkvaemdir/namur/efnistegundir/

It is common to use 600 kPa as reference value for bearing capacity of well graded compacted fills of produced angular materials, with internal friction angle of 45° or higher, that applies to material from the Stapafell quarry.

5.4 Foundations on rock

The bedrock in the area consists solely of interglacial compound basalt series to unknown depth. The rock is banded with scoriaceous basalt of varying grade of vesicularity, thus the strength is varying.

Minor cavities can be expected.

5.4.1 Rock anchors – local experience

In the case of rock anchors, fully grouted unstressed rebar rockbolts are often used, appropriate dimensions for 32 mm (400 kN) in 2,0 – 2,5 m deep boreholes, borehole diameter 50-65 mm. Nominal embedded length for 640 kN bolts has for example been 3,5 m, based on full scale load experiments in Icelandic conditions (5). Lengths for bolt groups and high load pre-stressed anchors need special consideration.

Rock bolts / anchors shall be tested according to ÍST EN 1537:2013 (6).

5.4.2 Excavated slopes - slope stability & support

Although the bedrock in the area is moderately jointed, the joint walls are overall rough and undulating, resulting in interlocking to a certain degree. Apparently, there are no large rock slopes in the design. Recommended slope of excavations such as trenches and foundations is therefore set to

3:1. Localized rockfall in slopes can occur due to unfavorable joint orientation and can be prevented or secured with rock bolts.

5.4.3 Bearing Capacity, allowable bearing pressures

Referring to ÍST EN 1997-1:2004/AC:2009, Eurocode 7: Geotechnical design – Part 1: General rules (7).

Annex G documents a “sample method for deriving presumed bearing resistance for spread foundation on rock. According to table G1 “Grouping of weak and broken rocks” the type of rock is set as Group

(2) “Igneous”.

The analysis is based on two available core holes located 1,4 km from the site. The rock in the area is generally considered relatively weak, due to the amount of scoriaceous zones and high vesicularity.

The core recovery in both core holes is 90 - 100%. The number of joints in rock cores are measured between 2,4 – 12,5 per 1,0 m section. Based on measured distance between joints, category (f) is selected in fig. G1 (figure 11.) for determining allowable bearing pressure.

RQD ranged from 35 – 100 and the Norwegian Q – value (rock mass classification) ranges from 4,4 –

12,5 which is characterized as ”Fair”.

No UCS test is available, but is selected as 30 – 80 MPa, as UCS testing normally does not represent the lowest strength, as core samples from the zones of the lowest strength are usually more fractured and not large enough for UCS test. The initial strength of the such material is still estimated to be above

12,5 MPa as referred to on figure G.1 of Eurocode 7.

Based on figure G.1, Figure 11 Eurocode 7, figure G.1 for group 2 rocks. The orange square represents the presumed conditions on site.

in this report, and previous experience we recommend to use 2,5 MPa as bearing capacity for spread foundation on rock.

FIGURE 11 Eurocode 7, figure G.1 for group 2 rocks (7). The orange square represents the presumed conditions on site.

5.5 Dewatering

Ground water has not been measured or monitored for this project. To the west of the hardstand a wide stormwater trench is located, gathering runoff water from the hardstand. Saturated soil at +0,5 m above the trench bottom shall be expected. That is not representing the actual groundwater level, but more like false or locally elevated saturation level due to the trench accumulation.

As the hardstand diverts runoff water towards west, the saturated zone will appear at significantly lower elevation below the hardstand, but may be expected close to the bedrock level.

5.6 Concrete – environmental class

Regarding environmental classification of concrete a reference is made to Eurocode 2, ÍST EN 1992-1-

1:2004 (8), which again refers to the concrete norm of ÍST EN 206:2013 (9), chapter 4.1 “Exposure classes related to environmental actions”.

Error! Reference source not found.chemical analysis of one surface water sample. The analyses do not support selection of exposure class within the chemical attack range according to the local standards.

As the intended use of chemicals is unknown, the designer must consult the applicable standards for final selection of environmental class. The location of the site is close to the sea and therefore exposed to airborne salt, but not in direct contact with seawater. The freeze/thaw conditions are most often governing the selection of environmental concrete classes in Iceland, most likely XF3 would be regarded as suitable concrete class, that is based on site conditions and environmental requirements.

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Jarðfræðikort af Suðvesturlandi, 1:100 000. s.l. : Íslenskar Orkurannsóknir, 2010.

2. ÍSOR;. Jarðfræðikort ÍSOR. Jarðfræðikort ÍSOR. [Online] 02 04, 2018. http://jardfraedikort.is/.

3. Staðlaráð Íslands. ÍST EN 1998-1:2004. Eurocode 8: Design of structures for earthquake resistance -

Part1: General rules, seismic actions and rules for buildings. s.l. : Staðlaráð Íslands, 6 15, 2005.

4. —. National annex to FS ENV 1998-1-1:1994. s.l. : Staðlaráð Íslands, 2002.

5. Jónasson, Á. B. Burðarþolshönnun 400 kV Búrfellslínu 3A (in Icelandic). Árbók VFÍ og TFÍ. Reykjavík :

Verkfræðingafélag Íslands og Tæknifræðingafélag Íslands, 1999, B. 11.

6. Staðlaráð Íslands. ÍST EN 1537:2013 Execution of special geotechnical work - Ground anchors. s.l. :

Staðlaráð Íslands, 2013.

7. —. ÍST EN 1997-1:2004/AC:2009. Eurocode 7: Geotechnical design - Part 1: General rules. s.l. :

Staðlaráð Íslands, 2009.

8. —. ÍST EN 1992-1-1:2004 Eurocode 2: Design of concrete structures - Part 1-1: General rules and rules for buildings. s.l. : Staðlaráð Íslands, 2005.

9. —. ÍST EN 206:2013 Concrete - Specification, performance, production and conformity. s.l. :

Staðlaráð Íslands, 2014.

10. IAV. IAV. [Online] [Cited: November 11, 2015.] http://www.iav.is/starfsemi/framkvaemdir/namur/efnistegundir/.

6 REFERENCES

7 DRAWINGS

7 DRAWINGS

APPENDIX A SHALLOW RAM SOUNDING LOGS

Project name: 6982-001-05- Kef Airport

Working date: 19 - 20.12.2017

Coordinate system: ÍSN93

Elevation system: Kef-local

Bearing L. Refusal depth

1,3 1,8

0,9 0,7

0,0 0,7

2,1 2,7

0,4 1,1

2,2 2,4

Hole No. Surface Bearing Refusal Bearing Refusal Comments elevation level depth level depth elevation elevation depth

X Y Z-y Z-b Z-f (m) (m)

NC-01 323791,0 390573,0 48,9 46,8 46,3 2,1 2,7 Outside pavement, near shoulder

NC-02 323809,0 390564,0 48,8 46,7 46,3 2,1 2,5 Concrete core through pavement

NC-03 323846,0 390547,0 49,0 47,0 46,8 2,0 2,2 Concrete core through pavement

NC-04 323799,0 390595,0 47,8 47,1 46,6 0,7 1,2 Outside pavement, near trench

NC-05 323835,0 390578,0 48,8 46,8 46,5 2,0 2,3 Predrilled Ø34 mm, through pavement

NC-06 323859,0 390566,0 49,2 47,8 47,6 1,4 1,6 Predrilled Ø34 mm, through pavement

NC-07 323807,0 390625,0 47,5 47,0 46,8 0,5 0,7 Outside pavement, near trench

NC-08 323828,0 390607,0 48,7 46,6 46,3 2,1 2,4 Concrete core through pavement

NC-09 323850,0 390608,0 48,9 47,2 47,0 1,7 1,9 Predrilled Ø34 mm, through pavement

NC-10 323866,0 390589,0 49,2 47,2 47,0 2,0 2,2 Concrete core through pavement

NC-11 323889,0 390581,0 49,7 49,7 48,9 0,0 0,8 Predrilled Ø34 mm, through pavement

NC-12 323912,0 390570,0 50,1 50,1 49,2 0,0 0,9 Predrilled Ø34 mm, through pavement

NC-13 323935,0 390559,0 50,4 50,4 48,8 0,0 1,6 Concrete core through pavement

Average + 1 Standard dev. (83,3 % tolerance)

Average depth

Standard Deviation

Min. depth

Max. depth

Average - 1 Standard dev. (16,7% tolerance)

Dýpi og hæð 6982-001-05-EB-JJS-401

EFLA HF.

JARÐKÖNNUN

SLAGBORUN MEÐ COBRABOR

No. NC-01

Date: 20.12.2017

Name: ESÓ/JHS

Depth Elev. Lap time Time

(m) (m.a.s.l.) (sec) (sec)

0,00 0,00 0,0 0

0,20 -0,20 0,0 0

0,40 -0,40 27,0 27

0,60 -0,60 21,0 48

0,80 -0,80 20,0 68

1,00 -1,00 11,0 79

1,20 -1,20 13,0 92

1,40 -1,40 14,0 106

1,60 -1,60 11,0 117

1,80 -1,80 6,0 123

2,00 -2,00 8,0 131

2,20 -2,20 15,0 146

2,40 -2,40 42,0 188

2,60 -2,60 41,0 229

2,80 -2,80 90,0 319

3,00 -3,00

3,20 -3,20

3,40 -3,40

3,60 -3,60

3,80 -3,80

4,00 -4,00

4,20 -4,20

4,40 -4,40

4,60 -4,60

4,80 -4,80

5,00 -5,00

5,20 -5,20

5,40 -5,40

5,60 -5,60

5,80 -5,80

6,00 -6,00

Interpretation

By hand 0,0 m

Organics 0,2 m

Bearing L. 2,1 m

Refusal D. 2,65 m

Stop 2,65 m

GWL: - m

Description

No. NC-02

Date: 19.12.2017

Name: ESÓ/JHS

Depth Elev. Lap time Time

(m) (m.a.s.l.) (sec) (sec)

0,00 0,00 0,0 0

0,20 -0,20 0,0 0

0,40 -0,40 0,0 0

0,60 -0,60 70,0 70

0,80 -0,80 95,0 165

1,00 -1,00 39,0 204

1,20 -1,20 17,0 221

1,40 -1,40 11,2 232

1,60 -1,60 7,9 240

1,80 -1,80 8,9 249

2,00 -2,00 5,5 255

2,20 -2,20 12,0 267

2,40 -2,40 13,8 280

2,60 -2,60 60,0 340

2,80 -2,80

3,00 -3,00

3,20 -3,20

3,40 -3,40

3,60 -3,60

3,80 -3,80

4,00 -4,00

4,20 -4,20

4,40 -4,40

4,60 -4,60

4,80 -4,80

5,00 -5,00

5,20 -5,20

5,40 -5,40

5,60 -5,60

5,80 -5,80

6,00 -6,00

Interpretation

Concrete 0,35 m

Organics 0,0 m

Bearing L. 2,1 m

Refusal D. 2,5 m

Stop 2,5 m

GWL: Dry m

Description

Mixed material, partly excavated material and partly fill, quality is unclear. Organic soil at 1,6-2,0m. Consolidated moraine at the bottom. Refusal depth at 2,65 m, frost depth 0,6 m.

Concrete core: 35 cm, there below, compact base / sub-base of pillow lava breccia. Soft soil 1,3 - 2,1 m. Sandy consolidated moraine at bottom overlying bedrock.

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30,0

40,0

50,0

60,0

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(s e c

Depth (m)

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T o ta l tim e (s e c

Depth (m)

0,0

10,0

20,0

30,0

40,0

50,0

60,0

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L a p tim e p

r. 2 c m

(s e c

Depth(m)

Hola nr. NC-01; NC-02 6982-001-05-EB-JJS-401

SLAGBORUN MEÐ COBRABOR

No. NC-03

Date: 19.12.2017

Name: ESÓ/JHS

Depth Elev. Lap time Time

(m) (m.a.s.l.) (sec) (sec)

0,00 0,00 0,0 0

0,20 -0,20 0,0 0

0,40 -0,40 0,0 0

0,60 -0,60 108,0 108

0,80 -0,80 106,0 214

1,00 -1,00 60,0 274

1,20 -1,20 76,0 350

1,40 -1,40 6,8 357

1,60 -1,60 3,4 360

1,80 -1,80 5,1 365

2,00 -2,00 9,0 374

2,20 -2,20 58,0 432

2,40 -2,40 60,0 492

2,60 -2,60

2,80 -2,80

3,00 -3,00

3,20 -3,20

3,40 -3,40

3,60 -3,60

3,80 -3,80

4,00 -4,00

4,20 -4,20

4,40 -4,40

4,60 -4,60

4,80 -4,80

5,00 -5,00

5,20 -5,20

5,40 -5,40

5,60 -5,60

5,80 -5,80

6,00 -6,00

Interpretation

Concrete 0,32 m

Organics 0,0 m

Bearing L. 2,0 m

Refusal D. 2,2 m

Stop 2,2 m

GWL: Dry m

Description

No. NC-04

Date: 20.12.2017

Name: ESÓ/JHS

Depth Elev. Lap time Time

(m) (m.a.s.l.) (sec) (sec)

0,00 0,00 0,0 0

0,20 -0,20 0,0 0

0,40 -0,40 0,0 0

0,60 -0,60 19,0 19

0,80 -0,80 13,0 32

1,00 -1,00 39,0 71

1,20 -1,20 41,0 112

1,40 -1,40 70,0 182

1,60 -1,60

1,80 -1,80

2,00 -2,00

2,20 -2,20

2,40 -2,40

2,60 -2,60

2,80 -2,80

3,00 -3,00

3,20 -3,20

3,40 -3,40

3,60 -3,60

3,80 -3,80

4,00 -4,00

4,20 -4,20

4,40 -4,40

4,60 -4,60

4,80 -4,80

5,00 -5,00

5,20 -5,20

5,40 -5,40

5,60 -5,60

5,80 -5,80

6,00 -6,00

Interpretation

By hand 0,0 m

Organics 0,4 m

Bearing L. 0,7 m

Refusal D. 1,2 m

Stop 1,2 m

GWL: 0,0 m

Description

Concrete core 32 cm, compact and coarse base / sub-base below concrete. Passed through sub-base at approx. 1,2m, soft layer 1,2 - 2,0m. RD at 2,2m.

Refusal depth at 1,2 m. Saturated soil. Consolidated moraine above bedrock level (refusal depth), close to stormwater trench.

0123456

T o ta l tim e (s e c

Depth (m)

0,0

10,0

20,0

30,0

40,0

50,0

60,0

0123456

L a p tim e p

r. 2 c m

(s e c

Depth (m)

0123456

T o ta l tim e (s e c

Depth (m)

0,0

10,0

20,0

30,0

40,0

50,0

60,0

0123456

L a p tim e p

r. 2 c m

(s e c

Depth (m)

Hola nr. NC-03; NC-04 6982-001-05-EB-JJS-401

SLAGBORUN MEÐ COBRABOR

No. NC-05

Date: 20.12.2017

Name: ESÓ/JHS

Depth Elev. Lap time Time

(m) (m.a.s.l.) (sec) (sec)

0,00 0,00 0,0 0

0,20 -0,20 0,0 0

0,40 -0,40 0,0 0

0,60 -0,60 0,0 0

0,80 -0,80 17,5 18

1,00 -1,00 9,9 27

1,20 -1,20 15,6 43

1,40 -1,40 25,0 68

1,60 -1,60 2,1 70

1,80 -1,80 5,4 76

2,00 -2,00 10,0 86

2,20 -2,20 18,3 104

2,40 -2,40 86,0 190

2,60 -2,60

2,80 -2,80

3,00 -3,00

3,20 -3,20

3,40 -3,40

3,60 -3,60

3,80 -3,80

4,00 -4,00

4,20 -4,20

4,40 -4,40

4,60 -4,60

4,80 -4,80

5,00 -5,00

5,20 -5,20

5,40 -5,40

5,60 -5,60

5,80 -5,80

6,00 -6,00

Interpretation

Pre-drilled 0,7 m

Organics 0,0 m

Bearing L. 2,0 m

Refusal D. 2,3 m

Stop 2,3 m

GWL: Dry m

Description

No. NC-06

Date: 20.12.2017

Name: ESÓ/JHS

Depth Elev. Lap time Time

(m) (m.a.s.l.) (sec) (sec)

0,00 0,00 0,0 0

0,20 -0,20 0,0 0

0,40 -0,40 0,0 0

0,60 -0,60 0,0 0

0,80 -0,80 14,4 14

1,00 -1,00 5,0 19

1,20 -1,20 2,0 21

1,40 -1,40 4,8 26

1,60 -1,60 41,0 67

1,80 -1,80 72,0 139

2,00 -2,00

2,20 -2,20

2,40 -2,40

2,60 -2,60

2,80 -2,80

3,00 -3,00

3,20 -3,20

3,40 -3,40

3,60 -3,60

3,80 -3,80

4,00 -4,00

4,20 -4,20

4,40 -4,40

4,60 -4,60

4,80 -4,80

5,00 -5,00

5,20 -5,20

5,40 -5,40

5,60 -5,60

5,80 -5,80

6,00 -6,00

Interpretation

Pre-drilled 0,65 m

Organics 0,0 m

Bearing L. 1,4 m

Refusal D. 1,6 m

Stop 1,6 m

GWL: Dry m

Description

Predrilled with Ø34 mm bit through concrete and base to

0,7 m. Organic soil 1,4 - 2,0 m. Consolidated sandy moraine over bedrock at refusal depth.

Predrilled with Ø34 mm bit through concrete and base to

0,65 m. Soft soil from 0,7 - 1,4 m, thin layer of consolidated moraine over bedrock at 1,6 m.

0123456

T o ta l tim e (s e c

Depth (m)

0,0

10,0

20,0

30,0

40,0

50,0

60,0

0123456

L a p tim e p

r. 2 c m

(s e c

Depth (m)

0123456

T o ta l tim e (s e c

Depth (m)

0,0

10,0

20,0

30,0

40,0

50,0

60,0

0123456

L a p tim e p

r. 2 c m

(s e c

Hola nr. NC-05; NC-06 6982-001-05-EB-JJS-401

SLAGBORUN MEÐ COBRABOR

No. NC-07

Date: 20.12.2017

Name: ESÓ/JHS

Depth Elev. Lap time Time

(m) (m.a.s.l.) (sec) (sec)

0,00 0,00 0,0 0

0,20 -0,20 0,0 0

0,40 -0,40 8,3 8

0,60 -0,60 12,0 20

0,80 -0,80 65,0 85

1,00 -1,00

1,20 -1,20

1,40 -1,40

1,60 -1,60

1,80 -1,80

2,00 -2,00

2,20 -2,20

2,40 -2,40

2,60 -2,60

2,80 -2,80

3,00 -3,00

3,20 -3,20

3,40 -3,40

3,60 -3,60

3,80 -3,80

4,00 -4,00

4,20 -4,20

4,40 -4,40

4,60 -4,60

4,80 -4,80

5,00 -5,00

5,20 -5,20

5,40 -5,40

5,60 -5,60

5,80 -5,80

6,00 -6,00

Interpretation

By hand 0,0 m

Organics 0,3 m

Bearing L. 0,5 m

Refusal D. 0,7 m

Stop 0,7 m

GWL: 0,00 m

Description

No. NC-08

Date: 19.12.2017

Name: ESÓ/JHS

Depth Elev. Lap time Time

(m) (m.a.s.l.) (sec) (sec)

0,00 0,00 0,0 0

0,20 -0,20 0,0 0

0,40 -0,40 0,0 0

0,60 -0,60 25,0 25

0,80 -0,80 20,0 45

1,00 -1,00 27,0 72

1,20 -1,20 53,0 125

1,40 -1,40 12,0 137

1,60 -1,60 6,2 143

1,80 -1,80 6,8 150

2,00 -2,00 5,0 155

2,20 -2,20 23,0 178

2,40 -2,40 60,0 238

2,60 -2,60

2,80 -2,80

3,00 -3,00

3,20 -3,20

3,40 -3,40

3,60 -3,60

3,80 -3,80

4,00 -4,00

4,20 -4,20

4,40 -4,40

4,60 -4,60

4,80 -4,80

5,00 -5,00

5,20 -5,20

5,40 -5,40

5,60 -5,60

5,80 -5,80

6,00 -6,00

Interpretation

Concrete 0,3 m

Organics 0,0 m

Bearing L. 2,1 m

Refusal D. 2,4 m

Stop 2,4 m

GWL: Dry m

Description

2 holes drilled at the location. Refusal depth at 0,7 m in bedrock. 2 halfpipe cores show organic soil and moraine above bedrock. Moraine sample retrived for grain size analysis. Surface-water sample collected.

Concrete core: 33 cm. Base / sub-base of pillow lava breccia below concrete. Passed through base / sub-base at approx. 1,4m. Soft soil between 1,4 - 2,0 m, consolidated moraine over bedrock refusal depth at 2,4 m.

0123456

T o ta l tim e (s e c

Depth (m)

0,0

10,0

20,0

30,0

40,0

50,0

60,0

0123456

L a p tim e p

r. 2 c m

(s e c

Depth (m)

0123456

T o ta l tim e (s e c

Depth (m)

0,0

10,0

20,0

30,0

40,0

50,0

60,0

0123456

L a p tim e p

r. 2 c m

(s e c

Hola nr. NC-07; NC-08 6982-001-05-EB-JJS-401

SLAGBORUN MEÐ COBRABOR

No. NC-09

Date: 20.12.2017

Name: ESÓ/JHS

Depth Elev. Lap time Time

(m) (m.a.s.l.) (sec) (sec)

0,00 0,00 0,0 0

0,20 -0,20 0,0 0

0,40 -0,40 0,0 0

0,60 -0,60 38,0 38

0,80 -0,80 56,0 94

1,00 -1,00 50,0 144

1,20 -1,20 84,0 228

1,40 -1,40 8,5 237

1,60 -1,60 7,2 244

1,80 -1,80 124,0 368

2,00 -2,00 70,0 438

2,20 -2,20

2,40 -2,40

2,60 -2,60

2,80 -2,80

3,00 -3,00

3,20 -3,20

3,40 -3,40

3,60 -3,60

3,80 -3,80

4,00 -4,00

4,20 -4,20

4,40 -4,40

4,60 -4,60

4,80 -4,80

5,00 -5,00

5,20 -5,20

5,40 -5,40

5,60 -5,60

5,80 -5,80

6,00 -6,00

Interpretation

Pre-drilled 0,55 m

Organics 0,0 m

Bearing L. 1,7 m

Refusal D. 1,9 m

Stop 1,9 m

GWL: Dry m

Description

No. NC-10

Date: 19.12.2017

Name: ESÓ/JHS

Depth Elev. Lap time Time

(m) (m.a.s.l.) (sec) (sec)

0,00 0,00 0,0 0

0,20 -0,20 0,0 0

0,40 -0,40 0,0 0

0,60 -0,60 196,0 196

0,80 -0,80 53,0 249

1,00 -1,00 44,0 293

1,20 -1,20 59,0 352

1,40 -1,40 40,0 392

1,60 -1,60 17,0 409

1,80 -1,80 16,0 425

2,00 -2,00 10,0 435

2,20 -2,20 60,0 495

2,40 -2,40

2,60 -2,60

2,80 -2,80

3,00 -3,00

3,20 -3,20

3,40 -3,40

3,60 -3,60

3,80 -3,80

4,00 -4,00

4,20 -4,20

4,40 -4,40

4,60 -4,60

4,80 -4,80

5,00 -5,00

5,20 -5,20

5,40 -5,40

5,60 -5,60

5,80 -5,80

6,00 -6,00

Interpretation

Concrete 0,34 m

Organics 0,0 m

Bearing L. 2,0 m

Refusal D. 2,2 m

Stop 2,2 m

GWL: Dry m

Description

Predrilled with Ø34 mm bit through concrete and base / sub-base to 0,55 m (concrete 33 cm). Compact filling below concrete. Soft soil, partly organic from 1,2 - 1,7 m.

Thin layer of consolidated moraine over bedrock at refusal depth.

Concrete core 34 cm. Compact base / sub-base below concrete, gradually softer below the base at 1,4 m depth.

Stopped on GT at 2,2 m. Thin layer of consolidated moraine over bedrock.

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T o ta l tim e (s e c

Depth (m)

0,0

10,0

20,0

30,0

40,0

50,0

60,0

0123456

B o rtím i, 2 c m fæ rs la

(s

Depth (m)

0123456

T o ta l tim e (s e c

Depth (m)

0,0

10,0

20,0

30,0

40,0

50,0

60,0

0123456

L a p tim e p

r. 2 c m

(s e c

Hola nr. NC-09; NC-10 6982-001-05-EB-JJS-401

SLAGBORUN MEÐ COBRABOR

No. NC-11

Date: 20.12.2017

Name: ESÓ/JHS

Depth Elev. Lap time Time

(m) (m.a.s.l.) (sec) (sec)

0,00 0,00 0,0 0

0,20 -0,20 0,0 0

0,40 -0,40 0,0 0

0,60 -0,60 0,0 0

0,80 -0,80 67,0 67

1,00 -1,00

1,20 -1,20

1,40 -1,40

1,60 -1,60

1,80 -1,80

2,00 -2,00

2,20 -2,20

2,40 -2,40

2,60 -2,60

2,80 -2,80

3,00 -3,00

3,20 -3,20

3,40 -3,40

3,60 -3,60

3,80 -3,80

4,00 -4,00

4,20 -4,20

4,40 -4,40

4,60 -4,60

4,80 -4,80

5,00 -5,00

5,20 -5,20

5,40 -5,40

5,60 -5,60

5,80 -5,80

6,00 -6,00

Interpretation

Pre-drilled 0,7 m

Organics 0,0 m

Bearing L. 0,0 m

Refusal D. 0,8 m

Stop 0,7 m

GWL: Dry m

Description

No. NC-12

Date: 20.12.2017

Name: ESÓ/JHS

Depth Elev. Lap time Time

(m) (m.a.s.l.) (sec) (sec)

0,00 0,00 0,0 0

0,20 -0,20 0,0 0

0,40 -0,40 0,0 0

0,60 -0,60 0,0 0

0,80 -0,80 76,0 76

1,00 -1,00 225,0 301

1,20 -1,20

1,40 -1,40

1,60 -1,60

1,80 -1,80

2,00 -2,00

2,20 -2,20

2,40 -2,40

2,60 -2,60

2,80 -2,80

3,00 -3,00

3,20 -3,20

3,40 -3,40

3,60 -3,60

3,80 -3,80

4,00 -4,00

4,20 -4,20

4,40 -4,40

4,60 -4,60

4,80 -4,80

5,00 -5,00

5,20 -5,20

5,40 -5,40

5,60 -5,60

5,80 -5,80

6,00 -6,00

Interpretation

Pre-drilled 0,67 m

Organics 0,0 m

Bearing L. 0,7 m

Refusal D. 0,9 m

Stop 0,9 m

GWL: 0,8 m ??

Description

Predrilled with Ø34 mm bit, through concrete and base / sub-base down to 0,7 m (concrete 33 cmm). Refusal immediately at 0,7 - 0,75 m. 2 holes drilled with same result, either bedrock or buried boulder.

Predrilled with Ø34 mm bit down to 0,67 m, then drilled down to 0,9 m, most likely bedrock immediately. Drilling pipe came up wet, saturated sand/silt c.a. 10 cm above the bottom of the hole / refusal depth.

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T o ta l tim e (s e c

Depth (m)

0,0

10,0

20,0

30,0

40,0

50,0

60,0

0123456

L a p tim e p

r. 2 c m

(s e c

Depth (m)

0123456

T o ta l tim e (s e c

Depth (m)

0,0

10,0

20,0

30,0

40,0

50,0

60,0

0123456

L a p tim e p

r. 2 c m

(s e c

Hola nr. NC-11; NC-12 6982-001-05-EB-JJS-401

SLAGBORUN MEÐ COBRABOR

No. NC-13

Date: 19.12.2017

Name: ESÓ/JHS

Depth Elev. Lap time Time

(m) (m.a.s.l.) (sec) (sec)

0,00 0,00 0,0 0

0,20 -0,20 0,0 0

0,40 -0,40 0,0 0

0,60 -0,60 275,0 275

0,80 -0,80 128,0 403

1,00 -1,00 360,0 763

1,20 -1,20 112,0 875

1,40 -1,40 49,0 924

1,60 -1,60 207,0 1131

1,80 -1,80

2,00 -2,00

2,20 -2,20

2,40 -2,40

2,60 -2,60

2,80 -2,80

3,00 -3,00

3,20 -3,20

3,40 -3,40

3,60 -3,60

3,80 -3,80

4,00 -4,00

4,20 -4,20

4,40 -4,40

4,60 -4,60

4,80 -4,80

5,00 -5,00

5,20 -5,20

5,40 -5,40

5,60 -5,60

5,80 -5,80

6,00 -6,00

Interpretation

Concrete 0,33 m

Organics 0,0 m

Bearing L. 0,0 m

Refusal D. 1,6 m

Stop 1,6 m

GWL: Dry m

Description

Concrete core 33 cm. Very compact or frosen base / sub-base resting directly on very consolidated moraine or bedrock. Final refusal at 1,6 m.

0123456

T o ta l tim e (s e c

Depth (m)

0,0

10,0

20,0

30,0

40,0

50,0

60,0

0123456

L a p tim e p

r. 2 c m

(s e c

Hola nr. NC-13 6982-001-05-EB-JJS-401

APPENDIX B – GRAIN SIZE DISTRIBUTIONS

APPENDIX B GRAIN SIZE DISTRIBUTIONS

L A B O R A T O R Y Customer Project no.

Höfðabakki 9, 110 Reykjavík 6982-001 Tel: 412 6000 - Fax: 412 6001 Requested by Date printed

Webpage: www.efla.is - Email: efla@efla.is

Information regarding sample

Sample, source Project Sample no.

KEF Airport Sample, marking Sample, type Index no.

JR NC-07 1035

Properties

Moisture content [%] Grain density rcm [Mg/m³] Flakiness index FI

Clay content (< 0.063mm) [%] Saturation Wcm [%] Surface [m²/kg]

Humus [-] Bulk density (dry) [kg/m³] Clorine [%]

Slam [%] Bulk density (ssd) [kg/m³] Porosity [%]

Grain size distribution

Testing date Executed by

ÍST EN 933-1:1997, ÍST EN 933-2 GJ

Method x Washing and sieving

Dry sieving

Sieve size [mm] 0,063 0,125 0,25 0,5 1 2 4 5,6 8 11,2 16 22,4 31,5 45 63 88 125

JR NC-07 [%] 10,2 22 36 46 54 60 66 71 76 83 91 98 100 100 100 100 100

Mark lines:

Sample: 6982-001 -

D10 - D50 Classification according to U.S.C.S system

D15 0,08 D60 Uniformity coefficient Cu = D60/D10 =

D30 0,18 D85 Coefficient of gradation Cc = D30 /(D60*D10) =

Testing standard

8.1.2018

Technical properties

12,31 -

Comments

13,39%

0,70

2,10 -

No mark lines

10,2%

Grain size distribution

Clarknexen

Steve Bennet 8.1.2018

0,063 0,125 0,25 0,5 1 2 4 8 16 31,5 63 125

C u m u la ti v e p a s s in g e a c h s ie v e

Sieve size [mm]

L A B O R A T O R Y Customer Project no.

Höfðabakki 9, 110 Reykjavík 6928-002 Tel: 412 6000 - Fax: 412 6001 Requested by Date printed

Webpage: www.efla.is - Email: efla@efla.is

Information regarding sample

Sample, source Project Sample no.

Material 0-63 mm KEF Airport Sample, marking Sample, type Index no.

Háaleitishlað upper and lower sample togater 1036

Properties

Moisture content [%] Grain density rcm [Mg/m³] Flakiness index FI

Clay content (< 0.063mm) [%] Saturation Wcm [%] Surface [m²/kg]

Humus [-] Bulk density (dry) [kg/m³] Clorine [%]

Slam [%] Bulk density (ssd) [kg/m³] Porosity [%]

Grain size distribution

Testing date Executed by

ÍST EN 933-1:1997, ÍST EN 933-2 GJ

Method x Washing and sieving

Dry sieving

Sieve size [mm] 0,063 0,125 0,25 0,5 1 2 4 5,6 8 11,2 16 22,4 31,5 45 63 88 125

Háaleitishlað upper and lower sample togater[%] 4,4 6 9 13 18 24 30 34 38 44 52 65 82 93 97 100 100

Mark lines:

Sample: 6928-002 - Material 0-63 mm

D10 0,28 D50 Classification according to U.S.C.S system

D15 0,64 D60 Uniformity coefficient Cu = D60/D10 =

D30 3,93 D85 Coefficient of gradation Cc = D30 /(D60*D10) =

Testing standard

12.1.2018

Technical properties

34,66 2,76

Comments

14,85%

14,60

19,74 69,48

No mark lines

4,4%

1445/1446

Grain size distribution

Clarknexen

Steve Bennet 12.1.2018

0,063 0,125 0,25 0,5 1 2 4 8 16 31,5 63 125

C u m u la ti v e p a s s in g e a c h s ie v e

Sieve size [mm]

APPENDIX C CONCRETE CORES

Concrete Cores

On 19th and 20th December 2017 a site investigation was performed on “Háaleitishlað” Keflavík Airport as preparation for planned Aircraft rinse rack. 13 investigation holes were drilled at the site, there off five concrete cores were sampled with a core driller. The location of the core holes can be seen on associated

Drawing

FIGURE 1 The five concrete cores that were sampled.

Overall the cores were 32-35 cm long (thickness of the concrete). Cores NC-03 and NC-10 are very similar, pale-brown coloured, heterogeneous aggregate and seems to be older than the other cores. Cores NC-02, NC-08 and NC-13 are more fresh looking, greyish coloured and with more homogeneous aggregate.

The concrete is overall homogeneous, no layering or boundary can be seen. The aggregate is very coarse grained (up to 9 cm in NC-02). In cores NC-02, NC-08 and NC-13 the aggregate is dark coloured basalt with a lot of olivine crystals, clearly all from the same aggregate quarry. In cores NC-03 and NC-10 the aggregate is somewhat finer grained and more elongated than in the other cores. No reinforcement steel is visible in the concrete.

NC-02

NC-03

NC-08

NC 10

NC-13

APPENDIX D – CHEMICAL ANALYSIS

APPENDIX D CHEMICAL ANALYSIS

MÆLINGASKÝRSLA

VATNSGREINING

Rannsókn: Yfirborðsvattn - NC-07

Verklýsing: Gripsýni með ausu Verknr: 6982-001

20.12.2017 - Sýnanr: 1449

Vöktunarþáttur Meðalgildi Rennsli/spönn mælir / athugasemd

Magn og mengunarálag:

Vatnmagn / Rennsli - - ± 0,0 %

Persónueiningar (p.e.) - -

Eðlisþættir:

Hitastig - - -

Leiðni 187 µS/cm - YSI Pro Plus

Sýrustig - pH 8,10 - YSI Pro Plus

Súrefni - O2 - - -

Efnamagn Efnastyrkur

(vatn x styrkur) (mælt gildi)

Fast efni, þurrefni, agnir:

Grugg (Turbidity) - - - -

Svifagnir (TSS) - - - -

Setagnir (SS) - - - -

Þurrefni, heild (TS) - - - -

L…