08/0530 - Response to Information Request [As Published] · 142008.530

 

THE WORKS THAT ARE THE SUBJECT OF THESE PLANS
ARE STRUCTURALLY ADEQUATE FOR ANTICIPATED USAGE
AS DETAILED AND CERTIFIED ON THESE PLANS.

 

WET BERTHED VESSEL

MAXIMUM VESSEL LENGTH - 6.7m
MAXIMUM VESSEL BEAM - 3.2m
MAXIMUM VESSEL MASS - 5,000 Kg

 

 

 

 

 

ALL REDUNDANT PARTS OF THE EXISTING
STRUCTURES SHALL BE COMPLETELY REMOVED
FROM THE WATERWAY AND RIVERBANK

 

 

 

10. 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 retevant 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, Alt structures depicted herein have been designed in accordance with Australian Standards AS1170.1 PATHWAY 7
isteuctural design actions) AS1170.2 wind loads} AS1664.1 (Alum structures) AS1720.1 (timber structures} /
AS2159 (piling) AS3600 (concrete structures} AS3962 (design of marinas) AS4100 (steel structures}. Relevant

ROCK BATTER ROCK BATTER

 

 

 

 

 

N
\ PATHWAY

local covenants, where applicable, have been considered in the design.
Anchorage piles where applicable have been designed assuming independence from any adjacent revetment

1600 x 600/MOORING BLOCK (FXISTING)

\
REMGYE EXISTING DECKS

structures.

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 nat been designed for 2100 fioad conditions in excess of h.a.t. nor scour of the soil
around the base of the piles.

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.

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&kPa

176 (Pontoon & Gangway/ Multiple user piled Structure Design Live Load - 2.0 kPa

13¢ (Deck or Jetty) Single user piled Structure Design Live Load - 2.0 kPa

17d (Oeck or Jetty} Multiple user piled Structure Design Live Load - 3.0 kPa

t7e Design Wave height - 0.3m

17t Design ultimate wind velocity - 36 m/s

tig Max stream velocity (2% exceedance probability) 1.2m/s maximum

U7h Anchorage, Mooring, Boardwalk or Jetty where applicable) to be installed in accordance with AS2159
to ensure the following minimum {working} design loads are achieved (Untess Noted Otherwise) :
Bearing Capacity - 3.0 tonnes.
Lateral Capacity - 2.0 tonnes.

STEEL
21 All steetwork to comply with AS4100. All welds to 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.
2.3. Stainless steel restraint cables to be min 8mm diam, Grade 316 and in accordance with AS 2837 where
applicable,

1.0. CONCRETE
34 All concrete work to comply with AS3600.
3.2. Pontoon concrete strength to be SOMPa with 80mm stump U.N.O.
3.3, Pile concrete 40 MPa & Abutment Block concrete 32 MPa.
3.4. Mininum 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

5.4 Design stability toad 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 from the
water. The mininum freeboard under such loading will not be tess than 75mm at any point on the
pontoon.
Polystyrene St 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 typical conditions.

TIMBER
6.1 All timber work to comply with AS 1720.1 to be minimum F17 hardwood.
6.2. All bolted timber connections, where specitied, to be galvanized for stainless steel equivatent).

7.0. FIXINGS & FINISHINGS
7.1. All fixings to be 316 Grade Stainless Steet UNO.

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

DO NOT SCALE DRAWINGS.

 

DATE
03/06/08

REVISION

EXISTING SEABED LEASE ADDED ATLAS MARINE INTERNATIONAL

 

TRADING AS
SUPERIOR JETTIES

 

 

COPYRIGHT (©)2004 ATLAS MARIME INTERNATIONAL PTY, LTD.

 

Di A RETHEVABLE SYSTEM Bi ANY FORM, OR TRANSMITTED BY
AST MEANS WITHOUT PRIOR WRITTEN PEROESSION OF ATLAS

 

 

MASBE BITERNATIOMAL PTY, ETD.

 

 

 

WO PART DF Ties DOCUMENT MAY 8£ COPED, REPRODUCED, STORED

&
S/
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s
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265m, y

 

12,110m 229° 3°

/

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GYMPIE TERRACE

14.121m 229° 3°

14.121m 229° 3’

 

12° 57° 30”

37.314m 139° 0°

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RP 65319 RP 65319

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= PLAN
S| SCALE 1: 250

 

8200

 

TOP OF PRE Rt +33 AHD wo

5.0m x 3.0m ELITE
‘SERIES PONTOON, —\

 

HAT Rt «0.99 AHO

r— EXISTING 6.2m x 1.32m DHR GANGWA|
{ROLLS ON PONTOON)

 

 

 

 

 

 

MHWS. RE +057 AHO.

—_— — ele

AHO Rt 0.0 7

MLWS. Rt-042 AHO we

LAT. Rt -0.59 AHD fr

——_——

ELEVATION

SCALE 1:

 

EXISTING
ROCK BATTER.

 

400 x 175kN SPUN
CONCRETE PILES
MINIMUM EMBEDMENT 4000

1 |
100 Ls

Lor7é

37.314m 139° 0°
37, 314m 139° 0°

 

EXISTING
MDORING BLOCK.

 

(cate
03/06/08

—

PROECT — PROPOSED PONTOON & GANGWAY
pea re SITE PLAN, ELEVATION AND GENERAL NOTES

APPROVED

 

 

C SUPERIOR
2) jetties
5 Jade Drive Nerang Qld Australia

Mail Address: P.0.80x 920 Nerang 4211
Pte 47) 55. 971933

Fax {07) 55 970476

Emal: info@superior jetties.com

DRAWING WO:
4494-D01A

 

 

 

 

GENT ANCHORAGE APTS BC

(LOT 5/6) 301 GYMPIE TCE
NOOSAVILLE

ADDRESS

STEPHEN R. BEL YEA

 

PAPER SIZE | SCALE

FRE HARE
sre. [A3 AS SHOWN |

RPEQ 6206