Territory Stories

Finniss River (Batchelor) Dam studies vol 1



Finniss River (Batchelor) Dam studies vol 1

Other title

Summary and Engineering


Sir Alexander Gibbs, and Partners Australia; Willing & Partners Pty Ltd; Environmental Planning Associates

Sponsored by

Northern Territory. Department of Transport & Work


E-Publications; E-Books; PublicationNT; Finniss River DAM studies; Report;  43/1981




Batchelor; Finniss River


The findings of the report indicate that the concept of a further storage supply to Darwin based on a dam on the Finniss River at Batchelor would be feasible and that the optimum development programme for the Batchelor Scheme would involve, in sequence, the following works : (i) construction of a pumping station at Hanna's Pool to divert the unregulated flows of the Finniss River through a steel rising main to the Darwin River catchment. (ii) construction of Batchelor Dam to F.S.L. 68 m A.H.D. (iii) construction of a concrete lined channel to transfer water between Batchelor and Darwin River Reservoirs.


Dept. of Transport & Works in association with Sir Alexander Gibb & Partners Aust., Willing & Partners, Environmental Planning Associates.

Table of contents

Summary and recommendations -- 1. Introduction -- 2. Yield Studies -- 3. Alternatives project layouts and costs -- 4. Economic studies -- 5. Project design and estimates -- APPENDICES : APPENDIX A Topographic Survey & Mapping -- APPENDIX B Geological Studies -- APPENDIX C Hydrological Investigations -- APPENDIX D Soils Laboratory Test Results -- APPENDIX E Batchelor Dam Design -- APPENDIX F Costing Data for Pipelines and Channels -- APPENDIX G Results of Economic Analyses for Alternative Discount Rates




Dams; Environmental impact statements; Water resources development Environmental aspects

Publisher name

Northern Territory Government

Place of publication



Finniss River DAM studies; Report;  43/1981


Final report volume 1 Summary and Engineering


1 volume (various paging) : illustrations and maps ; 30 cm.

File type



Attribution International 4.0 (CC BY 4.0)

Copyright owner

Northern Territory Government



Related links

https://hdl.handle.net/10070/674135 [Finniss River (Batchelor) Dam studies vol 2]

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Citation address


Page content

3/7 IJ steep areas ne ar the Mount Burton se ction of the route, cut and fill construction would be expe cted t o be economic. Pre l iminary designs and cost estimates were prepared for each gravity fl ow al ternati ve. Rates on a cost/m basis for various sizes of conduits are sunnnarised in Appendix F. For the steel pipeline installation, wall thickness would be governed by handling stresses, rather than internal pressure requirements, because the maximum operating head for a pressure installation would be less than 30m. A buried steel pipe line proved to be more economic than an above ground installation because of the high cost of providing concrete supports and the additional cost of maintaining the pipeline coating above ground. The buried pipeline would also be more acceptable from an environmental viewpoint and would be more secure against floods and bushfires which could damage the protective coating and lining. It is expected that the steel pipes would have to be transported from Adelaide to the site and supply and delivery costs would represent a large proportion of the overall pipeline cost. One possible advantage of using a steel pipeline is the operation under the full reservoir head, producing a small increase in safe yield (refer Figure 2.6). A concrete pipeline with rubber ring jointed concrete drainage pipes proved to be considerably cheaper than a steel pipeline. It is expected that the pipe would be manufactured in Darwin, and some 6-9 months lead time would be required to establish plant capable of manufacturing sizes larger than 1800 nnn diameter. The pipes on which estimates were based would be capable of with standing heads of about 10m. The cost estimates indicated that concrete channels would provide the cheapest gr avity flow alternative for transfer capacities in excess of 2 cumecs. For costin g purposes, the channels were assumed t o have 75 mm thick reinforced concrete lining and 1:1.5 side slopes , with the channel be i n g constructed entirely in cut, except for a short length near Mount Burton. Drainage provisions include d a central drain under the channel floor and a bench and