Approved Plans · OPW11/0121

 

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10. GENERAL NOTES 3.0. CONCRETE

if The works that are the subject of these plans are structurally adequate for anticipated usage as detailed and 31 All concrete work to comply with AS3600. W E T B F R T H E D
certified on these plans. 32 Pontoon concrete strength to be SOMPa with 80mm slump UN.O.

12. All structures depicted have been designed to comply with relevant regulations as set by the local authority, 33. Pile concrete 40 MPa & Abutment Block concrete 32 MPa.

Queensland Transport and the Prescribed Tidal Work Code (Schedule 4A of the Coastal Protection & 3.4. Minimum caver to fhe reinforcement - 40mm UNO. MAXIMUM VESSEL LENGTH - 7.0m
Management Regulation 2003) _

13. All structures depicted herein have been designed in accordance with Australian Standards AS1170.1 4.0, ALUMINIUM MAXIMUM VESSEL BEAM - 2.6m
(structural design actions) AS1170.2 lwind loads) AS 1664.1 (Alum structures} AS1720.1 (Fimber structures} 41. All aluminium to comply with AS1664 and to be (minimum) Grade 6063 TS UNO. MAXIMUM VESSEL MASS - 2,500 Kg
AS2159 (piling) AS3600 (concrete structures} AS3962 (design of marinas) AS4100 (steel structures}. Relevant 4.2 Butt welds, where specified, to have full penetration
local covenants, where applicable, have been considered in the design. 4.3. Surfaces between aluminium and concrete separated by bituminous membrane.

14. Anchorage piles where applicable have heen designed assuming independence from any adjacent revetment
structures. 5.0. FLOATATION

15. Max water level used in the design of any piles shown in the structure is h.a.t. under normal in-service 5.4 Design stability load applied across half the width of the floating pontoon and on the entire gangway
conditions. The piles have not been designed for Q100 flood conditions in excess of h.a.t. nor scour of the soit will produce a maximum tilt aot exceeding 15 degrees and will not cause any corner to emerge from the
around the base of the piles. water. The minimum freeboard under such loading will nof be less than 75mm at any point on the

16. Where applicable, the existing revetment wall appears (to the best extent that could be reasonably determined pontoon. |
via non-destructive inspection) to be adequate for typical service loads (such as live, dead and impact) that may 5.2 Polystyrene SL grade foam to be encased in high density polyethylene membrane fully welded at the
be imposed by the proposed gangway/abutment connection. corners and joins to form a complete seal impervious to marine organisms known to attach to such

47 The following design parameters form the basis for the design of the structure/s depicted herein ~ structures under typical conditions.

17a (Pontoon & Gangway/ Single user piled Structure Design Live Load - 15 kPa '
176 {Pontoon & Gangway/ Multiple user piled Structure Design Live Load - 2.0 kPa 6.0. TIMBER . . _
Le (Deck or Jetty} Single user piled Structure Design Live Load - 2.0 kPa 6.8 All timber work to comply with AS 1720.1 to be minimum F17 hardwood. ;
17d (Deck or Jetty) Multiple user piled Structure Design Live Load - 3.0 kPa 6.2 All bolted Hmber connections, where specified, to be galvanized for stainless steel equivalent}.
17e Design Wave height - 0.3m
17F Design ultimate wind velocity - 36 m/s 7.0 FIXINGS é FINISHINGS |
179 Max stream velocity (2% exceedance probability) 0.5m/s maximum 7.1. All fixings to be 316 Grade Stainless Steel UN.O.
17h Anchorage, Mooring, Boardwalk or Jetty {where applicable) to be installed in accordance with AS2159
to ensure the following minimum (working/ design loads are achieved (Unless Noted Otherwise/ : IT 1S THE OWNERS RESPONSIBILITY TO ENSURE THAT ANY
Bearing Capacity - 3.0 tonnes. VESSEL BERTHED DOES NOT EXCEED THESE MAXIMUMS
Lateral Capacity ~ 2.0 tonnes.
DO NOT SCALE DRAWINGS.
20, STEEL
21° All steelwork to comply with AS4100. All welds ta be 6mm continuous fillet welds U.N.O.
22. All steel exposed to be hot dipped galvanized with coating mass not less than 600g/sq.m.
23. Stainless steel restraint cables to be min 8mm diam, Grade 316 and in accordance with AS 2837 where
applicable.
22195
5000 1195
TOP OE RIE. BL A238 AHO eee A PAN EXISTING 10.0m x 1.32m HINGED GANGWAY NEW 6.0m x 132m FIXED GANGWAY i
f-—— $315 INSITU [
CONCRETE PILES. —=>
NEW 5.0m x 3.0m ELITE ° VIN
| SERIES PONTOON f “| -
= L—
| EXISTING CONCRETE
z | ABUTMENT BLOCK
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SUNSHINE COAST REGIONAL COUNCIL
1! APPROVED
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1 | 5 tl opw 110121 74 MAY 20u1
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— 5 tl ! | THE WORKS THAT ARE THE SUBJECT OF THESE PLANS
| | s— Ft ELEVATION ARE STRUCTURALLY ADEQUATE FOR ANTICIPATED USAGE
It ptt eee eh kd
J | SCALE 1: 100 AS DETAILED AND CERTIFIED ON THESE PLANS.
(0 ~\ (PRouCT > >)
Nov) DATE | REVISION ATLAS MARINE INTERNATIONAL SUPERIOR’ oaTe PROJECT PROPOSED REPLACEMENT PONTOON AND GANGWAY CERTIFIED
TRADING AS : . 10/02/11 ore. re ELEVATION & GENERAL NOTES MARK WICHLINSKI
SUPERIOR JETTIES je tties TENT
ORAWING NO: SUN LAGOON RESORT CONSULTING ENG.
ADORESS
we INTERNATIONAL PTY, LTO. Mail Address: P.O. Box 920 Nerang 421f 6 { 3 2 - D 0 2 4 QUAMBY PLACE 0
‘NO PART OF THIS DOCUMENT MAY BE COPIED, ,
REPRODUCED, STORED IN A RETRIEVABLE SYSTEM REVISION NO: NOOSA HEADS WW
IN ANY FORM, OR TRANSHITTEO BY ANY HEANS Ph: (07) 5594 8200 A
WITHOUT PRIOR WRITTEN PERMISSION OF Fax: (0715996 8222 DRAWN BY] DESIGNED | PAPER SIZE SCALE FILE NAME .
ATLAS HARINE INTERNATIONAL PTY, LTD. Enait [email protected] vec. | mw. | AZ AS SHOWN RPEQ: 1643 JJ
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