Amend_0003_Atch6_Geo_Tech_Report_16Jan13.pdf

GEOTECHNIK Büdinger • Fein • Welling GmbH

Ingenieurgeologen / Hydrogeologen / Beratende Ingenieure

Geotechnik GmbH • Geohaus, Nikolaus-Otto-Straße 6 • 55129 Mainz

LBB Kaiserslautern

Rauschenweg 32

D - 67663 Kaiserslautern

Baugrund Altlastensanierung Grundwasser- und Bodenverunreinigungen

Hydrogeologie Deponien Rutschungssanierung

Lagerstätten Grundbaulabor

Your reference Your letter of

POC Our reference Date

Sept. 1, 2010 M. Welling

(06131/913524-40)

G 4535 Sept. 28, 2010

Geotechnical

EXPERT REPORT

regarding subsoil conditions

Project Title: WSOC SAP 30 10 4103 and

Netcom SAP 30 10 4104

Location: Landstuhl Heliport

Contract No.:

Contracting Agency: LBB Kaiserslautern

Rauschenweg 32

67663 Kaiserslautern

Attachments: - 4 -

Solicitation W912GB-13-R-0009 Amendment 0003 - Attachment 6

GEOTECHNIK

G 4535: Project: WSOC and Netcom, Landstuhl Heliport 2 of 10

Table of Contents

1. DOCUMENTS USED

2. ATTACHMENTS

3. REASON

4. INVESTIGATIONS

4.1 SITE SURVEYS

4.2 LABORATORY ANALYSES

5. SUBSOIL DESCRIPTION

6. GROUNDWATER

7. SOIL PARAMETERS

8. ASSESSMENT AND RECOMMENDATIONS

8.1 FOUNDATION

8.2 SOIL COMPACTION

8.3 CONSTRUCTION PIT SLOPES

8.4 EARTH WORK

8.5 DRAINAGE and SEALING

8.6 SEEPAGE

8.7 SOIL CONTAMINATION

9. PARKING AND TRAFFIC AREAS

G 4535: Project: WSOC and Netcom, Landstuhl Heliport 3 of 10

1. DOCUMENTS USED

Literature:

BENDER, F. (1984): Angewandte Geowissenschaften. - Volume III

Grundbautaschenbuch (1995/97), published by Ernst & Sohn, Berlin.

PRINZ, H. (2006): Abriss der Ingenieurgeologie, mit Grundlagen der Boden- und Felsmechanik, des Erd-, Grund- und Tunnelbaus sowie der Abfalldeponien. — 546 pages, 3rd edition, Stuttgart (Enke Verlag)

Available soil investigation reports of the surrounding area

Maps and layouts: - site plan, no scale

- building layouts were not available

2. SYSTEMS

1. Site plan

2. Illustration and description of standard penetration tests

3. Illustration and description of dynamic probings

4. Chemical analysis results

G 4535: Project: WSOC and Netcom, Landstuhl Heliport 4 of 10

3. REASON

LBB Kaiserslautern plans the construction of sheds in connection with the projects WSOC and

NETCOM within Landstuhl Heliport.

The planned buildings will not have a basement. More detailed layouts were not available.

Presently, the project site is still covered with meadow and forest. The present perimeter fence of the installation runs diagonally through the project site.

The terrain is sloped in a westward direction from approx. 359 ASL to approx. 356 ASL.

The basic subsoil conditions need to be investigated for the subject project.

The purpose of this soil investigation report is the investigation of subsoil conditions as well as the definition of the soil-mechanical parameters and foundation-related marginal conditions.

Accordingly, it acts as a requirement for the planned project.

GEOTECHNIK BFW GmbH was retained for the preparation of a soil investigation report on

September 1, 2010.

Contracting Agency: LBB branch office Kaiserslautern

4. INVESTIGATIONS

Note: All site surveys were performed on September 8, 2010 on basis of the latest regulations, standards and guidelines.

4.1 SITE SURVEYS

- 11 drillings as standard penetration tests RKS 1 - 11 up to max. 2.5 m deep

- 5 dynamic probings heavy DPH 1 - 5 up to max. 1.5 m deep

The positions of the drilling and probing points are shown in the site plan (Attachment 1). The individual results of the drillings and probings are enclosed in form of Attachment 2 and At-tachment 3.

G 4535: Project: WSOC and Netcom, Landstuhl Heliport 5 of 10

4.2 CHEMICAL LABORATORY TESTS

- 5 x analysis of the hydrocarbon concentrations

For the individual results please refer to Attachment 4.

GEOGRAPHICAL POSITION

G 4535: Project: WSOC and Netcom, Landstuhl Heliport 6 of 10

5. SUBSOIL DESCRIPTION

The subsoil of the investigated site consists of the following stratigraphy:

schematic profile:

- backfills / top soil

- sand

- weathered sandstone

Backfills / Top soil

The dark-brown forest soil was encountered with a thickness of approx. 20-60 cm.

Stratum 1: sand

The area-wide red to red brown, mostly low-silty, low-pebbly sand, which is the weathering product of the lower sandstone, was encountered down to depths of 0.9 - 2.5 m below current ground surface. For the most part it reaches down to a depth of 1.0 - 1.5 m. As the depth increas-es, the proportion of sandstone fragments increases (smooth transition to the rock weathering belt).

Stratum 2: weathered sandstone

More or less weathered, red to red brown sandstone of the bunter sandstone are in-situ at an av-erage depth of approx. 1.0 - 1.5 m below current ground surface and deeper. These are fine-grained sandstones which should be relatively fissured and crumbly within the upper meter due to weathering and loosening processes.

6. GROUNDWATER

No groundwater or impounded water was encountered down to a depth of 2.5 m below ground surface at the time of this site survey (September 2010).

In wet periods, however, water-logging on the rock cannot be excluded.

G 4535: Project: WSOC and Netcom, Landstuhl Heliport 7 of 10

7. SOIL PARAMETERS

Stratum 2: weathered sandstone

Designation Symbol Value Unit

Wet bulk density ү 20 - 22 kN/m

Natural water content w < 5.0 %

Proctor density

- opt. water content

Ypr wpr

19 - 21

5 - 10 kN/m³

Angle of friction phi' 30 - 35 º

Cohesion c' 0 kN/m

Modulus of elasticity

≥1.0 m below gr. surface Es 50 - 80 MN/m

Permeability kf 10 -6 to 10 -7 m/s

The soil parameters, which were not analyzed in a laboratory, are based on experience from comparable projects and information from decisive special literature.

8. ASSESSMENT AND RECOMMENDATIONS

8.1 FOUNDATION

It is basically possible to built structures on the investigated site in consideration of the state-ments given in this expert report. Depending on the embedded depth of the building in the soil, the planned foundation bases lie in the transition area from sand to weathered sandstone and/or already in the sandstone at a frost-proof foundation depth of approx. 1 m below ground surface.

Flat foundations in form of strip foundations, single foundations and/or slab foundations can be realized in principle.

G 4535: Project: WSOC and Netcom, Landstuhl Heliport 8 of 10

8.2 SOIL COMPACTION

All foundations shall be founded within the more or less weathered sandstone (Stratum 2) which is in-situ at an average depth of 1.0 - 1.5 m below current ground surface and deeper. For this reason, appropriate deeper foundation excavations of an estimated 0.5 - 1 m including subse-quent refilling with lean concrete up to the planned bottom edge of foundation have to be in-cluded in some areas.

The foundations are then able to bear loads of max. 350 kN/m2. A modulus of elasticity of Es =

50-80 MN/m2 can be assumed for structural calculations.

A rough settlement calculation indicates settlements of less than 1 cm.

8.3 CONSTRUCTION PIT SLOPES

In general, non-sheeted construction pits with vertical walls without special safety measures must not be deeper than 1.25 m to comply with DIN 4124 and the accident prevention regulation for construction pits. Possibly deeper construction pits may be sloped by 45° within the sand.

The slopes shall be covered with foil during the construction period.

In the deeper area, 60° slopes are also possible in the area of the weathered sandstone.

8.4 EARTH WORK

The sand can be easily loosened by means of standard hydraulic excavators. In the deeper area, it must be assumed that sandstone fragments are encountered and - at approx. 1.0 - 1.5 m below ground surface and deeper and partly even at a higher level - that more or less weathered rock

(class 6 and 7) has to be loosened.

The loosened material (sand) and the weathered sandstone may be used for refilling the working spaces. The material is easily compactable. The natural water contents are below the optimal water contents.

G 4535: Project: WSOC and Netcom, Landstuhl Heliport 9 of 10

The sand is to be classified as low frost-susceptible sand (F2) for the most part, which means frost susceptibility class F2(b) in accordance with the Frost Design Soil Classification of the

USCS.

- Soil classes (DIN 18 300)

Stratum 1: Sand 3 - 4

Stratum 2: Sandstone 6 - 7

8.5 DRAINAGE and SEALING

At the time of investigation (Nov. 2010), no water was encountered down to a drilling depth of max. 2.5 m. In wet periods, however, water-logging especially on the weathered sandstone can-not be excluded.

Due to the fact that the subsoil has a kf value of considerably less than 10 -4 m/s, the building parts possibly embedded in the soil need to be sealed against temporarily impounding seepage water to comply with DIN 18195, Part 6, Section 9.

8.6 SEEPAGE

Based on experience and on the findings from the seepage tests in the surrounding area, it must be assumed that the near-surface sands have a permeability of kf = 10 -5 to 10 -6 m/s. The more or less weathered sandstones with a much lower permeability of kf less than 10 -7 m/s already follow at a depth of 1-2 m and deeper.

Accordingly, an inadequate infiltration capacity of the subsoil has to be assumed all in all. This shall be considered in the drainage designs.

G 4535: Project: WSOC and Netcom, Landstuhl Heliport 10 of 10

8.7 SOIL CONTAMINATION

The drill holes in the construction area did not show any organoleptic irregularities (discoloring, odor, etc.). Moreover, contamination had not to be assumed due to the existing use of the site

(meadow, forest).

Nevertheless, a total of five near-surface composite soil samples were analyzed for the concen-tration of petroleum-derived hydrocarbons by the state-approved laboratory ULAB GmbH in order to be on the safe side. These results (see Attachment 4), however, do not show any irregu-larities.

9. PARKING AND TRAFFIC AREAS

The parking and traffic areas may be performed in accordance with the valid regulations and standard designs. Additional expenditures such as e. g. subsequent compaction or soil exchange due to poor bearing capacity of the subsoil (e. g. tree roots, etc.) cannot be excluded.

The thickness of the base courses depends on the required loads and the surfacing, e. g. in ac-cordance with the U.S. guideline for the design and performance of road surfaces.

Ev2 values of > 45 MN/m2 on the subgrade and Ev2 values of > 120 MN/m2 on the base course have to be proven by means of plate-bearing tests.

Mainz, September 28, 2010

Büdinger Fein Welling GmbH

- signed -

Welling

-stamped-