OPW16/0125 - Approved Plans

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  NOOSA COUNCIL
  APPROVED PLAN
OPW16/0125 4 JUN 2016


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r NOOSA COUNCIL .
4.0. GENERAL NOTES APPROVED PLAN } 3000 5000 | 2100 |

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, OPpw1 6/01 25 4 JUN 201 6
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 TOP OF PILE RL: +3.40m AHD-———
(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

 

 

 

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

AND STAIRS

 

  
      
    

6.0m x 1.325m GANGWAY

 

 

 

 

 

 

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 HAT. RL: #1.16m AHD
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. MAHW.S. RL: +0.66m AHD = re oe ee E TTT RRO Te
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 RL: 0.00m AHD CONCRETE MOORING BLOCK
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 - M.L.W.S. 0 RL: -0.74m AHD rr ee ee ee ee ee tae
17a (Pontoon & Gangway) Single user piled Structure Design Live Load ~ 2.0 kPa L.A.T. RL: -1.12m AHD

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

Let
4.1 (Deck or Jetty} Multiple user piled Structure Design Live Load ~ 3.0 kPa a
1e Design Wave height - 0.5m I

 

 

 

11F Design ultimate wind velocity - 41 m/s =
1.79 Max stream velocity (2% exceedance probability) <1.8/s maximum = 2 W E T B E R T H E D V E S S E L
Z=
eS
to ensure the following minimum {working} design loads are achieved (Unless Noted Otherwisel : e 3 MAXIMUM VESSEL LENGTH - 6.25m
Bearing Capacity - 5.0 tonne 350@ SPUN CONCRETE PILES mu

MAXIMUM VESSEL BEAM - 2.4m
20. STEEL i! MAXIMUM VESSEL MASS - 2000 Kg

2.1, All steetwork to comply with AS4100. All welds to be 6mm continuous fillet welds U,N,O.
2.2, 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

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47h Anchorage, Mooring, Boardwalk or Jetty (where applicable) to be installed in accordance with AS2159 | |
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Lateral Capacity - 5.0 tonne |

  
 
  

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 
 

 

 

applicable.
gf 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. 5.0m x 3.0m PONTOON
3.3, Pile concrete 40 MPa & Abutment Block concrete 32 MPa. _ QUAYLINE, QUAYLINE — $s
3,4. Minimum cover to the reinforcement - 40mm U.N.O. |
fn e j
4,0. ALUMINIUM l | s !
" ' ! 350@ SPUN CONCRETE PILES : STING
4.4, All aluminium to comply with AS1664 and to be {minimum} Grade 6063 T5 U.N.O, ! acre , | Ne |
4.2. Butt welds, where specified, to have full penetration. : STRUCTURE 1 : STRUCTURE !
4.3. Surfaces between aluminium and concrete separated by bituminous membrane. i | s
Loe pone nee 3 S - aon
5.0, FLOATATION |! 2 8 1325 6.0m x 4.325m GANGWAY | [
5.1. Design stability load applied across half the width of the floating pontoon and on the entire gangway will 3 LS 1
produce a maximum tilt not exceeding 15 degrees and will not cause any corner to emerge ‘rom the water. The L | t
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 cornars 0540350 | i
and joins to form a complete seal impervious to marine organisms known to attach fo such Structures under x < a |
typical conditions. ! ! a CONCRETE MOORING BLOCK S|
6.0, TIMBER Ll 8 *
6.1. All timber work to comply with AS 1720.1 fo be minimum F17 hardwood. ay i. t9.90Gm_53¢ 7°30" —_—— —— 4
6.2, All bolted timber connections, where specified, to be galvanized {or stainless steel-equivatent, ——- ——~ ‘a 3
S| 3
6260 EXISTING TIMBER DECK 4
7.0. FIXINGS & FINISHINGS + 76g —__-| AND STAIRS g
71, All fixings to be 316 Grade Stainless Steel U.N.O. SI a
LOT 13 5 LOT 12 5 LOT 11
On N21841
IT IS THE OWNERS RESPONSIBILITY TO ENSURE THAT ANY
VESSEL BERTHED DOES NOT EXCEED THESE MAXIMUMS PLAN
SCALE 1: 200
DO NOT SCALE DRAWINGS.
PROJECT ERTIFIED
DATE | REVISION DRAWN?) (a7) ae MARINE INTERNATIONAL DATE PROPOSED PONTOON AND GANGWAY CERT
TRADING AS Ce SUPERIOR’ 13/04/2016 ora: rire SITE PLAN, ELEVATION AND GENERAL NOTES MARK WICHLINSKI
SUPERIOR JETTIES CUENT BAGUBA PTY LTD CONSUJ TING ENGINEERS PT
DRAWING NO: N
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