11363 Council IR Response · OPW14/0239

12696 5000

WET BERTHED VESSEL

MAXIMUM VESSEL LENGTH - 8.0m |
MAXIMUM VESSEL BEAM - 2.6m QUAYLINE _ __ __

 

 

    
  
  
 

 

 

 

 

 

 

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MAXIMUM VESSEL MASS - 3000 Kg | S Os
EXISTING MOORING a “a
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1.0. GENERAL NOTES
1.1. The works that are the subject of these plans are structurally adequate for anticipated usage as E |

detailed and certified on these plans. yews ° s PROPOSED 5m x 3m SS
1.2. All structures depicted have been designed to comply with relevant regulations as set by the local authority, S CONCRETE PONTOON ee

Queensland Transport and the Prescribed Tidal Work Code (Schedule 4A of the Coastal Protection & | ~ M4,

Management Regulation 2003) Sng Jos
13. 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) oye S

AS2159 (piling) AS3600 (concrete structures) AS3962 (design of marinas) AS4100 (steel structures). Relevant EXISTING REVETMENT WALL EXISTING MOORING

local covenants, where applicable, have been considered in the design. /- STRUCTURE Lo
1.4. Anchorage piles where applicable have been designed assuming independence from any adjacent revetment Q

 

     
 

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 been 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. 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 live, dead and impact) that may
be imposed by the proposed gangway/abutment connection

24.63m 331° 29" Timber Deck

   
  

  

Edge Pool Coping Edge of Paving approx RL 1.51

15400

 

 
 
 
  

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1.7. The following design parameters form the basis for the design of the structure/s depicted herein - L 0 T p 5 0 &
17a (Pontoon & Gangway) Single user piled Structure Design Live Load - 2.0 kPa a
1.7b (Pontoon & Gangway) Multiple user piled Structure Design Live Load - 2.0 kPa N ON BUP4114
1Ic (Deck or Jetty) Single user piled Structure Design Live Load - 2.0 kPa N
1.14 (Deck or Jetty) Multiple user piled Structure Design Live Load - 3.0 kPa ©
‘le Design Wave height - 0.5 m 2
11F Design ultimate wind velocity - 41 m/s =
1.19 Max stream velocity (2% exceedance probability) <1.8/s maximum
1.7h 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 SITE PLAN (1: 250)
Lateral Capacity - 5.0 tonne
2.0. STEEL
2.1. All steelwork to comply with AS4100, All welds to be 6mm continuous fillet welds U.N.O. 12000
2.2. 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. 3000 9000
3.0. CONCRETE
3.1. All concrete work to comply with AS3600.
3.2. Pontoon concrete strength to be SOMPa with 80mm slump U.N.O. /\
33. Pile concrete 40 MPa & Abutment Block concrete 32 MPa. TOP OF PILE | RL: +3.40m AHD — 9.70m x 1.32m ALUMINIUM
3.4. Minimum cover to the reinforcement - 40mm U.N.O. HINGED GANGWAY

CONCRETE ABUTMENT
4.0. ALUMINIUM
4.1. All aluminium to comply with AS1664 and to be (minimum) Grade 6063 TS U.N.O. SAND DREDGING TO BE DONE BY PROPERTY OWNERS |
4.2. Butt welds, where specified, to have full penetration.
4.3. Surfaces between aluminium and concrete separated by bituminous membrane.

 

 

 

 

 

 

 

 

 

 

 

  

 

   
  

 

 

 

    
 

 

   

 

 

 

 

 

 

 

  
 

 

 

 

 

 

 

 

 

 

 

 

5.0. FLOATATION HA.T.| RL: +1.16m AHD — H -
5.1. Design stability load applied across half the width of the floating pontoon and on the entire gangway will p=
produce a maximum tilt not exceeding 15 degrees and will not cause any corner to emerge from the water. The MH.W.S. | RL: +0.66m AHD
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 corners RL: 0.00m AHD ——
and joins to form a complete seal impervious to marine organisms known to attach to such structures under
typical conditions. M.L.W.S | RL: -0.74m AHD —+— EXISTING REVETMENT WALL
6.0. TIMBER LAT. | RL: -112m AHD "7 \ LT,
6.1. All timber work to comply with AS 1720.1 to be minimum F17 hardwood. AS eo |
6.2. All bolted timber connections, where specified, to be galvanized (or stainless steel equivalent). 26 ae La
7.0. FIXINGS & FINISHINGS 277 CURRENT SURVEYED 5\5 Pa
“14. All fixings to be 316 Grade Stainless Steel UNN.O. —2S 7 CANAL PROFILE =|
“ 9S To be et 2\5 I | SAND RELOCATION TO BE DONE BY PROPERTY OWNERS |
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ORIGINAL DESIGN CANAL PROFILE & 5 ! |
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IT IS THE OWNERS RESPONSIBILITY TO ENSURE THAT ANY ea SPUN
VESSEL BERTHED DOES NOT EXCEED THESE MAXIMUMS THE EXISTING REVETMENT WALL APPEARS (TO THE BEST EXTENT THAT COULD BE REASONABLY I |
DETERMINED VIA NON-DESTRUCTIVE INSPECTION) TO BE ADEQUATE FOR TYPICAL SERVICE LOADS 4 4
DO NOT SCALE DRAWINGS. {SUCH AS LIVE, DEAD AND IMPACT) THAT MAY BE IMPOSED BY THE PROPOSED GANGWA Y / ABUTMENT CONNECTION. ELEVATION \
1: 100
(o ~ (7
| No: | DATE | REVISION DRAWN BY) {ati as MARINE INTERNATIONAL PATE PROIECT PROPOSED PONTOON AND GANGWAY CERTIFIED
A | 28/08/16 | PONTOON LENGTH REDUCED TO 5.0m DG TRADING AS @||28/04/14 ore. TIlE SITE PLAN, ELEVATION & GENERAL NOTES
SUPERIOR JETTIES E SUPERIOR CENT MARK WICHLINSKI
DRAWING NO: PISCES APARTMENTS
ADDRESS
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