07/1173 - Approved Plans [As Published] · 142007.1173

1.0, GENERAL NOTES

11 The works that are the subject of these plans are structurally adequate for anticipated usage as detailed and
certified on these plans.

12. All structures depicted have been designed to comply with relevant regulations as set by the local authority,
Queensland Transport and the Prescribed Tidal Work Code (Schedule 4A of the Coastal Protection &
Management Regulation 2003)

13. AU structures depicted herein have been designed in accordance with Australian Standards AS1970.1
(structurat design actions) AS1170.2 (wind loads) AS1666.1 (Alum structures} AS1720.1 (timber structures}
AS2B3 (piling) AS3600 {concrete structures] AS3962 (design of marinas) AS4100 [steal structures}, Relevant
local covenants, where applicable, have been considered in the design.

14, Anchorage piles where applicable have been designed assuming independence from any adjacent revetment
structures,

15. Max water level used in the design of any piles shown in the structure is h.a.t. under normal in-service
conditions. The piles have not been designed for flood conditions in excess of h.a.t. nor scour of the soil around
the base of the piles.

1.6. Where applicable, the existing revetment wall appears {to the best extent that could be reasonably determined
via non-destructive inspection) to be adequate for typical service loads (such as tive, dead and impact) that may
be imposed by the proposed gangway/abutment connection.

17. The fallowing design parameters form the basis for the design of the structure/s depicted herein -

La (Pontoon & Gangway) Single user piled Structure Design Live Load - 2.0 kPa

Lib (Pontoon & Gangway) Multiple user piled Structure Oesign Live Load (unrestricted access] ~ 3.0 kPa

Lie (Deck or Jetty) Single user piled Structure Design Live Load - 2.0 kPa

Lid (Deck or Jetty) Multiple user piled Structure Design Live Load - $0 kPa

We Design Wave helght - 0.3 m

11f Design ultimate wind velocity - 36 m/s

119 Max stream velocity (2% exceedance probability) .2m/s maximum

1.7h Anchorage, Mooring, Boardwalk or Jetty (where applicable) to be Installed in accordance with AS2159
to ensure the following minimum (working) design toads are achieved (Unless Noted Otherwise) «
Bearing Capacity - 4.0 tonnes.
Lateral Capacity -4,0 tonnes.

22. All steel exposed f to be hot dipped galvanized with coating mass not less than 6009/sq.n.
2.3. Stainless steel restraint cables to be min Bm diam, Grade 316 and in accordance with AS 2637 where

applicable.

3.0. CONCRETE '
3.1. All concrete work to comply with AS3600.
3.2. Pontoon concrete strength to be SOMPa with 80mm slump U.N.O.
3.3. Pile concrete 60 MPa & Abutment Block concrete 32 MPa.
3.4. Minimum cover to the reinforcement - 40mm UNO.

4.0. ALUMINIUM :

41. All aluminium fo comply with AS1664 and to be (minimum) Grade 6063 TS UNO.
4.2, Butt welds, where specified, to have full penetration.

43. Surfaces between aluminium and concrete separated by bituminous membrane,

$.0. FLOATATION ,
5.4. Design stability load applied across half the width of the floating pontoon and on the entire gangway will

produce a maxiqum tilt not exceeding 5 degrees and will not cause any corner to emerge from the water. The °

minimum freeboard under such loading will not be less than 75mm at any point on the pontoon.

5.2, Polystyrene SL grade foam to be encased in high density polyethylene membrane fully welded at the corners
and Joins to form a complete seal impervious to marine organisms known to attach to such structures under
typlcat conditions.

6.0. TIMBER

6.1. All timber work to comply with AS 1720.1 fo be minimum Ft] hardwood.
6.2, All bolted timber connections, where specified, to be galvanized lor stainless steel equivalent).
7.0. FIXINGS & FINISHINGS

7.1, All fixings to be 316 Grade Stainless Steet UALO.

{T 1S THE OWNERS RESPONSIBILITY TO ENSURE THAT ANY

 

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20. STEEL VESSEL BERTHED DOES NOT EXCEED THESE MAXIMUMS
21. All steelwork to comply with AS4100. All welds ta be 6mm continuous fitlet welds U.N.O. : Are FOF] Ts
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