MCU14/0106 Appendix E - Engineering Report

August 2004 -1- 04682104(AB)

 

1.0 INTRODUCTION

This report details the results of a geotechnical and acid sulfate soil (ASS) investigation
undertaken for Stage 1 of the proposed Noosa Business Centre at Eenie Creek Road, Noosaville
(‘the site’).

The investigation was carried out for Stockwell Building & Development and MPN Consulting
Pty Ltd (MPN) are the consulting engineers for the project. The proposed development includes
substantial cut and fill earthworks together with construction of commercial buildings and
pavements for car parking and access roads.

The ASS component of the investigation was undertaken in order to assess the extent of ASS
below RL 5 m AHD in the southern part of the site which may be at risk of disturbance.

This report details the results of the investigation and includes geotechnical advice regarding
earthworks, footing design, retaining walls and pavements together with recommendations
relating to the extent and management of ASS.

2.0 SITE DESCRIPTION

The site is described as Lot 2 on SP 110885 and the Stage 1 area is 15.47 ha. The site is
bounded to the north and north-east by Eenie Creek Road and the road reserve for Walter Hay
Drive (currently a gravel track) respectively. There are existing commercial properties to the
east and the land to the south is currently vacant, being the proposed future stages of the Noosa
Business Centre development. .

At the time of investigation, the site was mostly covered by open dry forest with a dense
undergrowth of shrubs and saplings. An existing easement containing overhead power lines _
along part of the western site boundary had been recently cleared. The north-western comer of
the site contained a disused borrow pit across which excavations appear to extend up to about
3 m below the previously existing ground level. Low strength sandstone was exposed across
the floor of the borrow pit area at a number of locations.

The site surface falls from a low ridge in the northern part of the site (maximum RL 12 m AHD)
down towards the site boundaries at ground slopes ranging between about 1° and 3°. The south-
eastern and south-western site boundaries approximately trace drainage paths that direct surface
water towards the south, where the ground surface falls below RL 5 m AHD. There are some
confined cut batter slopes in the borrow pit area with gradients of up to about 20°.

Ground surface contours and the proposed development layout are shown in Figure 1, Site Plan.

Golder Associates