Approved Plans OPW16/0237

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   NOOSA COUNCIL
   APPROVED PLAN
OPW16/0237 16 NOV 2016


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2.2, All steel exposed to be hot dipped galvanized with coating mass not tess than 600g/sq.m.

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WET BERTHED VESSEL

MAXIMUM VESSEL LENGTH - 7.0m
MAXIMUM VESSEL BEAM - 2.6m
MAXIMUM VESSEL MASS - 2500 Kg

4.0. GENERAL NOTES
. The works that are the subject of these plans are structurally adequate for anticipated usage as_ or —_

detailed and certified on these plans.

4.2, All structures depicted have baen designed to comply with relevant regulations as set by the local authority,

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1.4. Anchorage piles where applicable have been designed assuming independence from any adjacent revetment

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Queensland Transport and the Prescribed Tidal Work Cade {Schedule 4A af the Coastal Protection &
Management Regulation 2003)

All structures depicted herein have been designed in accordance with Australian Standards AS1170.1
(structural design actions) AS1170.2 {wind toads) AS1664.1 (Alum structures) AS1720,1 (timber structures) |
AS2159 (piling) AS3600 (concrete structures) AS3962 (design of marinas) AS4100 (steel structuras), Relevant
local covenants, where applicable, have bean considered in the design, {

structures.
Max water level used in the design of any piles shown in the structure is RL +2.6 AHD under normal in-seryice

  

 

 

 

 

 

 

 

 
 
  
  
 
   
 
  
  
  

 

 

 

conditions. The piles have not been designed for Q100 flood conditions in excess of RL +2.6 AHD nor scour of the
soil around the hase of the piles. \

1.6, Where applicable, the existing revetment wall appears (to the best extent that could be reasonalty determined

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via non-destructive inspection} to be adequate for typical service loads (such as live, dead and impact) thal may
ba imposed by the proposed gangway/abutment connection.
The following design parameters form the basis for the dasign of the structure/s depicted herein -
1a (Pontoon & Gangway) Single usar piled Structure Design Live Load - 2,0 kPa
1,7b (Pontoon & Gangway) Multiple user piled Structure Design Live Load - 2.0 kPa
116 (Deck or Jetty) Single user piled Structure Design Live Load = 2.0 kPa
17d (Deck or Jetty) Multiple user piled Structure Design Live Load - 3.0 kPa
Le Design Wave height - 0.5m
Af Design ultimate wind velocity ~ 41 m/s
11g Max stream velocity (2% exceedance probability) <1.8/s maximum
47h Anchorage, Mooring, Boardwalk or Jetty (where applicable} to be instalied in accordance with ASAIS9
to ensure the following minimum (working) design loads are achieved (Unless Noted Otherwise) :
Bearing Capacity - 4.0 tonne
Lateral Capacity - 3.0 tonne

STEEL
2.1, All stealwork to comply with AS4100. All welds to ba 6mm continuous fillet welds U.N.O.

2.3. Stainless steel restraint cables to be min 8mm diam, Grade 316 and in accordance with AS 2837 where
applicable.

. CONCRETE
3.1. All concrete work to comply with AS3600.
3.2, Pontoon concrete strength to be SOMPa with 80mm slump UNO.
3,3, Pile concrete 40 MPa & Abutment Block concrete 32 MPa.
3,4, Minimum cover to the reinforcement - 40mm U.N.O.

ALUMINIUM
4.1, All aluminium to comply with AS1664 and to be (minimum) Grade 6063 TS U.N.O
4.2, Butt welds, where specified, to have full penetration,
4.3, Surfaces between aluminium and concrete separated by bituminous membrane.

FLOATATION

5.1, Design stability load apptied across half the width of the floating pontoon and on the entire gangway will
produce a maximum tilt not exceeding 15 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 mambrane fully welded af the corners
and joins to form a complete seal impervious to marine organisms known to attach to such structures under
typical conditions.

6.0. TIMBER

6.1. All timber work to comply with AS 1720.1 fo be minimum F17 hardwood.
6.2. All bolted timber connections, where specified, to be galvanized (or stainless steel equivalent).

7,0, FIXINGS & FINISHINGS

7.1, All fixings to be 316 Grade Stainless Steel U.N.O.

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LOT 64

31520m 105° 55° 40"

10739 5000 6482
EXISTING TIMBER JETTY | & a
pe TT Se]
\ } | 3 0350 x 150kNm
fo | : q y/_SPUN CONC. PILES
| | |
2 2
| \ | 2 a
| | = '
| 1325
| |
| 1 5,095m
1 Tore 34" 40" 16.225m 193° 32" 20" LI

 

 

LOT 65 8 LOT 66
On N.1057.2 =
&
SITE PLAN | scale 1:250
3000 7000

TOP OF PILE RL: +3.40m AHD

5.0m x 3,0m PONTOON

 

TOP OF WALL RL: +1.49m AHD
HALT. RL: +4.09m AHD ——~

MH.W.S, RL: +0.65m AHD-—~_ + fs

RL: 0.00m AHD ————— tr

M.LW.S. RL: -0,33m AHD —-
LAT. Rb: -0.56m AHD

 

 

 

 

 

 

  

 

IT IS THE OWNERS RESPONSIBILITY TO ENSURE THAT ANY
VESSEL BERTHED DOES NOT EXCEED THESE MAXIMUMS.

DO NOT SCALE DRAWINGS.

 

NOOSA COUNCIL
APPROVED PLAN
OPW16/0237 16 NOV 2016

3500 MINIMUM
EMBEDMENT

 

 

  
  
 
   
 

7.9m x 4.325m HINGED
) GANGWAY

 

   
  
  
    
 
  
   
 
   
   
  
    
  

EXISTING
CONCRETE PATH

 

 

 

 

 

 

 

 

 

EXISTING REVETMENT WALL

  
 

y*—— 350 x 150kNm SPUN CONCRETE PILES

ELEVATION | scaLe 1100

  
    
     
  

 

No: DATE REVISION DRAWN B

TRADING AS
SUPERIOR JETTIES

COPYRIGHT © 2016

ATLAS MARINE INTERNATIONAL

ATLAS MARINE INTERNATIONAL PTY, LTD.

NO PART OF THIS DOCUMENT MAY BE COPIED,
REPRODUCED, STORED IN A RETRIEVABLE SYSTEM
IN ANY FORM, OR TRANSMITTED BY ANY MEANS,
WITHOUT PRIOR WRITTEN PERMISSION OF

ATLAS MARINE INTERNATIONAL PTY, LTD,

   

*) (CERTIFIED
MARK WICHLINSKI

 

 

 

 

CONSULTING ENGINEERS PTY LTD

      

 

  
 

 

 

 

 

 

 

DATE (PROECT PROPOSED PONTOON AND GANGWAY
Se SUPERIOR® 06/10/16 ore. te SITE PLAN, ELEVATION AND GENERAL NOTES

RA WG Ho a SIMON GILBERT

ADDRESS

Mail Address: P.O, Box 920 Nerang 4211 13967 ~ DO01 107 NOOSA PARADE

REVISION NO: NOOSAVILLE
Ph: (07) 5594 8200
Fax: (07) 5594 8222 DRAWN BY DESIGNED CHECKED BY PAPER SIZE STALE
Email: [email protected] 0.6.6, Mw. A3 AS NOTED)

 

NPER No 832296
RPEQ: 1643, RPB: EC36234