13441 Cert Dwgs · OPW16/0125

 

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.

14,2. 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)

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

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

1.5. Max water level used in the design of any piles shown in the structure is RL +2.05 AHD under normal in-service
conditions. The piles have not bean designed for Q100 flood conditions in excess of RL +2.05 AHD nor scour of
the soil around the base of the piles.

1.6. Whare 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 live, dead and impact} that may
be imposed by the proposed gangway/abutment connection.

1,7. The following design parameters form the basis for the design of the structure/s depicted herein -

17a (Pontoon & Gangway) Single user piled Structure Design Live Load ~ 2.0 kPa

1.7b (Pontoon & Gangway) Multiple user piled Structure Design Live Load ~ 2.0 kPa

17¢ (Deck or Jetty} Single user piled Structure Design Live Load - 2.0 kPa

4.1 (Deck or Jetty} Multiple user piled Structure Design Live Load ~ 3.0 kPa

1e Design Wave height - 0.5m

11F Design ultimate wind velocity - 41 m/s

1.79 Max stream velocity (2% exceedance probability) <1.8/s maximum

47h 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] :
Bearing Capacity - 5.0 tonne
Lateral Capacity - 5.0 tonne

3000 5000 | 2100 |

1— 5.0m x 3,0m PONTOON EXISTING TIMBER DECK

AND STAIRS

  
      
    

6.0m x 1.325m GANGWAY

TOP OF PILE = RL: +3.40m AHD-———

 

HAT
M.H.W.S

RL: +1.16m AHD
RL: +0.66m AHD

 

 

 

RL: 0.00m AHD CONCRETE MOORING BLOCK

 

 

MALW.S
LAT

RL: -0.74m AHD
RL: -1.12m AHD

 

 

WET BERTHED VESSEL

MAXIMUM VESSEL LENGTH - 6.25m
MAXIMUM VESSEL BEAM - 2.4m
L! MAXIMUM VESSEL MASS - 2000 Kg

Be
za
Z=
= 8
32
mu

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

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.

2.0

2.2,

 
 
  
 

 

4540

 

3,0. CONCRETE

3.1. All concrete work to comply with AS3600.

3.2. Pontoon concrete strength fo be 50MPa with 80mm slump U.N.O.
3.3, Pile concrete 40 MPa & Abutment Block concrete 32 MPa.

3,4. Minimum cover to the reinforcement - 40mm U.N.O.

ile
& 5.0m x 3.0m PONTOON
_ QUAYLINE, Pevensie QUAYLINE ee ee SC

 

4.0. ALUMINIUM
4.4, All aluminium to comply with AS1664 and to be {minimum} Grade 6063 T5 U.N.O,
4.2. Butt welds, where specified, to have full penetration.

4.3, Surfaces batween aluminium and concrete separated by bituminous membrane.

3000 -—>—

EXISTING
MOORING |
STRUCTURE

r

 

 

 

EXISTING

350@ SPUN CONCRETE PILES | :
i MOORING |
t 1
I

 

STRUCTURE

8000

—

 

1325

Lo 6.0m x 1.325m GANGWAY

F !
7 prseas" |
CONCRETE MOORING BLOCK

p.m S770

6000

5.0. FLOATATION

54.

5000

Dasign stability load applied 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 ‘rom the water. The
minimum freeboard under such loading will not be less than 75mm at any point on the pontoon, |
Polystyrene SL grade foam to be encased in high density polyethylene membrane fully welded at thk corners
and joins to form a complete seal impervious to marine organisms known to attach fo such Structures under
typical conditions. ! !

 

 

 

 

5,2,

 

[Ad

 

 

 

 

 

 

6.0, TIMBER
6.1. AU timber work fo comply with AS 1720.1 fo be minimum F17 hardwood.

6.2, All bolted timber connections, where specified, to be galvanized {or stainless steel-equivatent, ——- ——~

P) 163° 46°30

 

ig

 

 

6260

7068 ————+}

EXISTING TIMBER DECK
AND STAIRS

LOT 12
On N21841

7.0. FIXINGS & FINISHINGS

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

 

2707in F (30.5% P} 324° 2°50"

27 346i T (30.51

LOT 13

 

 

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

PLAN scate 1: 200
DO NOT SCALE DRAWINGS. —

 

PROJECT CERTIFIED

MARK WICHLINSKI

CONSY oy INEERS PT
~

DATE
13/04/2016

DRAWING NO:

13441 - DO1

DATE

REVISION DRAWN B

PROPOSED PONTOON AND GANGWAY
ora: Tire SITE PLAN, ELEVATION AND GENERAL NOTES

“NT BAGUBA PTY LTD
26 NOOSA PARADE

ATLAS MARINE INTERNATIONAL
TRADING AS.
SUPERIOR JETTIES

 

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Mail Address: P.O. Box 920 Nerang 4211

 

 

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REVISION NO:

NOOSA HEADS QLD 4567

 

 

 

VE

DRAWN BY DESIGNED

MW.

CHECKED BY

SCALE
AS SHOWN _)

PAPER SIZE
A3

 

NPER No 832296

RPEQ: 1643, RPB: (36234

 

 

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