Assessment 1.2 Released 02/03/2021 Due date and time Sun 07/03/2021 11.30pm Q1. For Project 1, analyse the geotechnical reports and determine the following: a. method of determining the founding material. b. method of determining bearing capacity of the founding material. c. Depth of the founding material Q2. For Project 2, analyse the geotechnical reports and determine the following: a. method of determining the founding material. b. method of determining bearing capacity of the founding material. c. Depth of the founding material Q3. For Project 3, analyse the geotechnical reports and determine the following: a. method of determining the founding material. b. method of determining bearing capacity of the founding material. c. Depth of the founding material Q4. Research and describe 2 methods of soil retention to enable completion of excavation for basements in a commercial building.
please refer to these files for the answers thats all i need
only answering its not a report or any thing
i sumbitted prject 1 which is memorial drive
project 2 southmorang
project three toorak rd
Tectonic Geotechnical Pty Ltd PO Box 899 Buderim Qld 4556 Office: 07 5478 9016 Email:
[email protected] www.tectonicgeo.com.au A.B.N. 83 165 727 828 GEOTECHNICAL INVESTIGATION Proposed Residential Unit Development 91 Memorial Drive Eumundi Report for C & M Manley Report 18140-001-Rev0 11 June 2018 localadmin For educational use only PROPOSED RESIDENTIAL UNIT DEVELOPMENT 91 MEMORIAL DRIVE, EUMUNDI 11 June 2018 Report No. 18140-001-Rev0 i Document Review Document No. Revision Prepared By Reviewed By Date Issued 001 0 Ben Zelazny Ashley Davey 11 June 2018 Report Distribution Document Revision Method of Delivery Issued To 001 0 Electronic C & M Manley (
[email protected]) 001 0 Electronic Mat Bruton (
[email protected]) Prepared By: Reviewed By: Benjamin Zelazny Ashley Davey RPEQ 8159 Engineering Geologist Principal Geotechnical Engineer localadmin For educational use only PROPOSED RESIDENTIAL UNIT DEVELOPMENT 91 MEMORIAL DRIVE, EUMUNDI 11 June 2018 Report No. 18140-001-Rev0 ii Executive Summary This report details the results of a geotechnical investigation undertaken for a proposed residential unit development at 91 Memorial drive, Eumundi. The investigation was performed by Tectonic for C & M Manley. The investigation comprised drilling of boreholes at three locations, together with in situ strength testing and geotechnical laboratory analyses. This report summarises the results of the investigation and provides geotechnical recommendations regarding the design of earthworks, footings, site classification, and retaining walls. Design layout drawings prepared by Sparks Architects (Ref. Project: 91 Memorial Drive, Job No 129, Drawing No SD 1.4) indicate that the proposed development will comprise three buildings of two to three storeys. Construction will consist of a mix of prefabricated shipping container pods along with a few traditional block/slab units. Earthworks will range up to 1 m of cut/fill, with retaining walls up to 2 m high. Boreholes generally encountered consistent subsurface profiles which can be summarised as follows: Dense to very dense gravelly sand fill between up to 0.6 m below ground level (BGL); underlain by Stiff to very stiff, natural (residual) clay of high plasticity to drilling termination at 3 m BGL, except in borehole BH3, where drilling refusal occurred at 2.6 m BGL. Groundwater seepage was not encountered in any of the boreholes at the time of investigation, with natural soils being moist. However, it should be noted that groundwater seepage may develop at shallow depths within permeable horizons, particularly following periods of heavy or prolonged rainfall. Any organic rich topsoil (estimated at up to 0.2 m depth) and existing uncontrolled fill (estimated at up to 1.0 m depth) should be stripped and set aside. Following clearing and topsoil stripping, the exposed subgrade materials are expected to comprise mostly stiff to very stiff clays. The uncontrolled fill and residual clay soils found on site may be suitable for re-use as structural fill, subject to appropriate moisture conditioning. It is recommended that the stripped subgrade be proof rolled and inspected by an experienced engineer prior to filling. In accordance with AS2870-2011, due to the presence of existing uncontrolled fill, the site would be classified as Class P. However, subject to removal of the existing uncontrolled fill, and provided that all footings penetrate through any fill to found at least 300 mm into stiff (or stiffer) natural clay, footing design may be based upon a site classification equivalent to Class H1, with characteristic surface movements (‘ys’) expected to be in the range of 40 mm to 45 mm. Footings so founded may be designed with an allowable bearing capacity of 100 kPa. localadmin For educational use only PROPOSED RESIDENTIAL UNIT DEVELOPMENT 91 MEMORIAL DRIVE, EUMUNDI 11 June 2018 Report No. 18140-001-Rev0 iii Table of Contents 1.0 INTRODUCTION ........................................................................................................................................................ 1 2.0 SITE DESCRIPTION .................................................................................................................................................. 1 3.0 METHOD OF INVESTIGATION ................................................................................................................................. 3 3.1 Fieldwork ...................................................................................................................................................... 3 3.2 Laboratory Testing ........................................................................................................................................ 3 4.0 INVESTIGATION FINDINGS ..................................................................................................................................... 4 4.1 Geology ........................................................................................................................................................ 4 4.2 Subsurface Conditions .................................................................................................................................. 4 4.3 Laboratory Testing ...............................