07/1173 - Operational Works - Transport Type 6 - Refurbishment of Boathouse & Jetty [As Published] · 142007.1173

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regard to the following:

(a) the height, scale and size of the natural
features of the work's immediate
surroundings and the locality within which the
work is located;

(b) the height, scale and size of the existing
buildings or other structures in the work's
immediate surroundings and the locality
within which the work is located;

(0) if the relevant planning scheme states the
desired height, scale or size of buildings or
other structures in the work's immediate
locality within which the work is located — the
stated desired height, scale or size.

(a) The height of the refurbished boat house
is consistent with the height of surrounding
vegetation (tall gum species);

{b) The height and scale of the refurbished
boat house is consistent with existing
structures within the immediately locality (ie.
Floating Restaurant — 3 storeys, Pelican Boat
Hire - 1 storey, Gympie Tce development — 2
to 3 storeys)

(c) The adjoining parkland is zoned ‘Open
Space Recreation’ and has a maximum
height limit of 8 metres. Accordingly it is
considered that the proposal accords with the
relevant planning scheme requirements.

Further it is noted that due to the considerable
distance between the subject site and
residential / commercial development located
on the opposite side of Gympie Terrace, the
proposed building height will not adversely
impact upon existing view lines.

 

4.1 Character and
amenity
(materials &
colours)

The materials used for, and the colours of,
prescribed tidal work are compatible with the
character and amenity of the works location,
having regard to the following:

(a} the natural features of the work's
immediate surroundings and the locality
within which the work is located;

(b) the existing buildings or other structures in
the work's immediate surroundings and the
locatity within which the work is located; ,

(c) if the relevant planning scheme states the
desired materiats to be used for, or desired
colours of, buildings or other structures in the
work's immediate locality within which the
work is located - the stated desired materials.
or colours,

The refurbished boat house is to be
constructed of Hardi-fex walls and
colourbond roofing.

(a) the proposed materiats and cotours are
sympathetic with the natural surroundings;

(b) the proposed materials and colours are
consistent with the existing buildings located
within the immediate surrounds;

(c) the proposed materials are lightweight,
and accordingly consistent with the
requirements of The Noosa Plan.

Conditions may be recommended
accordingly.

 

§.1 Lighting

The lighting for the prescribed tidal work,
other than an aid to navigation, is consistent
with the following standards~

(a) lighting is hooded and directed
downwards;

(b) each lighting standard.

All lighting will be hooded and directed
downwards to ensure the amenity of the
surrounding areas is not adversely impacted,
and the safety of evening customers is
protected. The applicant advises conditions
may be recommended accordingly.

 

06.1 Signage

Asign erected or otherwise placed in position
for prescribed tidal work, other than a sign
erected or placed for safety reasons, is
consistent with the following standards-

(a) assign erected or placed in position for
identifying prescribed tidal work, or the owner
of the work, is the only sign erected or placed
in position for identifying the work or owner,

(b) a sign erected or otherwise places in
Position for prescribed tidal works is
integrated into the design and construction of
the work;

(c) relevant planning scheme standards.

(a) the signage proposed identifies the
operators of the boat house and jetty facilities;

(b) the signage proposed is integrated into
the parapet of the refurbished boat house;

(¢) each sign has a area less than 4m’, and
totals 6.05m?,

 

 

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7.1 Earthworks

The earthwork and filling for the prescribed
tidal work is consistent with each relevant
planning scheme standard.

No earthworks or filling is required as the
existing platform of the boat house is
Proposed to be retained.

 

7.2 Vegetation

The vegetation is the tidal water, under within
or over which the prescribed tidal work is
located, or on land under the tidal water, is
Cleared or disturbed in a way consistent with
each refevant planning scheme standard.

No vegetation is required to be removed.

 

8.1 Public Access -
availability

The design and construction of the prescribed
tidal work is consistent with the following
standards-

(a) prescribed tidal work does not involve the
erection of placement of any physical barrier
preventing existing access, along a public

accessway, to the foreshores near the work;

(a) As the proposal! seeks to refurbish an
existing structure, public access is retained to
the foreshores near the work.

 

9.1 Public Access —
Safety

Public access to foreshores near the
prescribed tidal works is consistent with each
relevant planning scheme standard.

Public access is retained to the foreshores
hear the proposed works. Itis noted that
gates, balustrading and appropriate signage
will be erected ensuring access onto the
pontoon is provided only for staff and
customers.

 

10.1 Navigable
access to, or
egress from, non
tidal work lots

The design and construction of the prescribed
tidal work is consistent with the following
standards-

(a) if the lot connected to prescribed tidal
work adjoins a non-tidal work lot, the work
does not extend past the connected lot's side
boundary, or extended side boundary,
adjoining the non-tidal work lot.

(a) The proposed development ensures all
access to connecting lots is maintained,

 

11.1 Infrastructure,
including,
access, parking,
sewerage &

water services

Prescribed tidal work has appropriate
infrastructure, including, in particular road
access, parking facilities, sewerage services
and water services, having regard to- -

(a) the nature and scale of the work; and

(0) the number of people that may be on or at
the work at any time; and

{c) the number of vehicles that may be on or
moored at the work at any time;

(d) the protection of any foreshores near the
work and the vegetation and marine plants on
the foreshores.

The proposal seeks to: refurbish an existing
boat house. The refurbishment will not
increase the nature and scale of the existing
commercial operations, the number of
customers or staff, or the number of vessels
currently operating within the lease area,

 

12.1 Design,
construction &

safety

The design and construction of the prescribed
tidal work is consistent with the relevant
Australian Standards.”

The engineering specifications of the
proposed pontoons and concrete marina
piles are included as Attachment 2.
Conditions may be recommended ensuring
the refurbishment of the existing boat house
is undertaken in accordance with the relevant
Australian Standards.

 

12.3 Design,
construction &

The design and construction of the prescribed
tidal work is consistent with the following
standards-

(a) prescribed tidal work does not cause, by
changing the flow of water, the removal of, or
disturbance to, the sediment on the bed and

As the proposal does not seek to alter the
boat house footprint (ie. all support piers to be
retained), it is not considered that this work”
will impact upon the bed or banks of the tidal
water. .

The removal of the existing fixed jetty (ie. 29

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banks of any tidal water,

CCA treated timber piles) and the
replacement with 9 concrete marina piles will
improve the flow of water and reduce the on-
going impacts of the use on the bed and
banks of the tidal water.

 

12.4 Design,
construction &

The design and construction of the prescribed
tidal work is consistent with the relevant
Australian Standards.

The proposed marina piles are to be
constructed of concrete, and the pontoon of
plastics, accordingly it is considered the
proposed works will be resistant to attack
from marine organisms, corrosion and
deterioration resulting from abrasion or
immersion in seawater.

It is noted that it is due to the existence of
white ants and ship wonns in the existing
timber piers that the works are sought to be
undertaken.

 

12.5 Design,
construction &

The design and construction of the prescribed
tidal work fs consistent with the following
standards-

{a) vessels moored at prescribed tidal work
do not impede the discharge of stormwater,

(b) prescribed tidal work does not restrict
access to any stormwater outlet.

The closest stormwater outlet to the subject
Site is located on the eastem side of the
Pelican Boats jetty. Accordingly it is
submitted that the proposed works will not
impact on the stormwater fiows into the River.

 

12.6 Design,
construction &
safety

The design and constnuction of the prescribed
tidal work is consistent with the relevant
Australian Standards.

All proposed works are to be undertaken in
accordance with the relevant Australian
Standards with relation to release of
construction materials, sediment disturbance
and exposure to acid sulfate soils.

in this regard it is noted that the existing
timber piers proposed to be removed are
located in pure sand, which is unlikely to be
harbouring acid sulfates. Nonetheless, the
applicant submits that upon the removal of
the first pier, should evidence of substrate
other than sand be viewed, all works shall
cease until a sample of this material can be
tested. Should the presence of acid sulfate
soils be detected, then bumt lime will be
simultaneously injected into pier holes upon
their removal. Conditions detailing this may
be recommended.

 

12.7 Design,
construction &

The design arid construction of the prescribed
tidal work is consistent with the following
standards- :
{a) any surface of prescribed tidal work on
which a person may stand or walk is—
()) not slippery; and
(i) does not have any feature that
may cause the person to trip or
fall,

(b) any part of prescribed tidal work that is
unsafe for persons standing or walking on the
work is surrounded by adequate barriers to
deter persons from entering the part.

As can be seen in the attached photographs
of the proposed product, the surface of the
pontoons are textured to ensure they are not
slippery. Further the joins of each module are
recessed into the unit to ensure they do not
create a trip hazard.

No part of the proposal presents an unsafe
area for persons to access. Itis noted that.
the purpose of the proposed works is to
improve the safety of the facility for both
customers and staff.

 

12.8 Design,
construction &

The design and construction of the prescribed
tidal work is consistent with the following
standards-

Conditions may be recommended
accordingly.

 

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(a) prescribed tidal work has erected or
placed in position on or near the work, a sign
that-

(i) is visible at all times; and

(ii) states that the maximurn live

 

 

 

 

load that may be applied to the
work, in terms of the maximum
number of persons that may be on
the work at any given time or the
maximum number of vehicies of a
particular type that may be on or
moored at the work at any given
time.

18.2 Design, The design and construction of the pontoon is The engineering specifications contained
construction & consistent with the following standards- within Attachment 2 detail the maximum live
Safety -— load support of the pontoon modules.
pontoons (a) a pontoon open for use by the general

public or used for commercial purposes
able to support at least the following-
(0) a distributed live load of 3.0kPa;
(i) a concentrated live load of
4.5kPa.

18.4 Design, The design and construction of the pontoon is
construction & consistent with the following standards-
safety -

Pontoons (a) a pontoon’s access walkway extends at (a) The propesal plans detail that the
feast 500mm onto the pontoon’s floatation proposed walkway extends greater than
unit; 500mm onto the floatation unit;
{b) a pontoon's access walkway is (0) The access walkway will be covered with
constructed with a material that has a non- marine carpeting. This material provides a
slippery surface; non-slip surface even when wet.
{d) the top surface of the pontoon’s floatation  (d) The engineering specifications contained
unit remains above the water over which itis in Attachment 2 detailed the toad of the
constructed if a distributed live load of 1.5kPa proposed works;
is applied to half of the surface of the
pontoon’s floatation unit and all of the surface
of the pontoon’s access walkways;
(e) the whole base of the pontoon’s floatation —_ (e) The engineering specifications contained
unit remains in contact with the water over in Attachment 2 confirm that the unit remains
which it is constructed at all times and tilts no —_in contact with the water and tilts no more
more than 15° at any time. than15°.

18.5 Design, The design and construction of the pontoon is | The abutment of the proposed pontoon is
construction & consistent with the following standards- located 400mm above the water at high water
safety — mark.
pontoons (a) the pontoon’s abutment is located no less

than 300mm above the water at high water
mark.

18.6 Design, The design and construction of the pontoon is The ponteon is proposed to be moored by 4
construction & consistent with the following standards- concrete piles, 2 of which currently exist.
safety —
pontoons (a) for a pontoon located in an area prone to

flooding, the pontoon’s floatation unit is
moored by piles,

 

Itis noted that since the original submission was prepared for the Department of Natural Resources, of
which the copy was forwarded to Noosa Shire Council, the applicants have re-considered the design
of the boathouse surrounding deck. In this regard it is now proposed to cantilever the decks from the
existing boat house base plate. The result of this design amendment allows the reduction in the
number of concrete piles proposed.

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Section 3 of the original submission dated 14 June 2007 indicates that “the proposed works will
remove all of these support piles (with the exception of two concrete piles), replacing them with 9
concrete piles”. It is now proposed to remove all of the timber support piles, and replace them with
only 2 concrete piles. These are necessary for securing the pontoons.

We hope that this code assessment and associated engineering specifications provide sufficient
information to allow Council staff to undertaken a complete consideration of the safety and
environmental benefits of the proposal. Please contact our Sunshine Coast office should you have
any further queries.

Yours faithfully
Hannah Blue

Senior Planner
Martoo Consulting Pty. Ltd.

cc. Heritage Jetties

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Attachments

 

Attachment 1 — Photos of Pontoons

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QUEENSLAND DEPARTMENT OF TRANSPORT

 

 

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MERCURY MARINE EXPO ‘97

 

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Attachments

 

Attachment 2 — Engineering Specifications

Page 11

 

 

10mm SQARE RAISED
STANDARD FLOATATION MODULES ANTI-SKID FINISH.

SIZES DL + LL (Kg) FREEBOARD

3.0m x 2.0m. 1950 76

3.0m x 1.5m. 1460 716
3.0m x 1.0m. 970 76 #16 RECESSED STRENGTHENING RIBS
1.5m x 1.0m 485 16 : }— AND WATER DISPERSAL TROUGHS.

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

roSeee
eoeons
eeosoce

 

 

 

 

 

TOP DOGBONE CONNECTOR i
iL

{MOULDED RUBBER)

$12 STAINLESS STEEL
CONNECTING BOLT.

UV STABILISED/ANTI-STATIC POLYETHYLENE.

 

2

BOTTOM DOGBONE CONNECTOR Sees

 

(MOULDED RUBBER)

016 RECESSED STRENGTHENING RIBS,

LOCATING SOCKETS FOR
DOGBONE CONNECTORS.

TYPICAL FLOATATION MUDULE

SCALE 1:20

TOP & BOTTOM SURFACES OF MODULES
ARE JOINED TOGETHER BY INTERNAL RIBBING.

ICA

SECTION A-A

SCALE 1:20

 

 

 

(care PROECT TYPICAL MODULAR PONTOON DETAILS APPROVED

i
REVISION ATLAS MARINE INTERNATIONAL © SUPER ! oO R 2 0 / | 1 / 9 6 oe
TRADING AS J e ies CUENT

SUPERIOR JETTIES DRAWING NO:

 

 

 

 

 

. ; . . ADORESS
COPYRAGHT ©2006 ATLAS MARINE INTERNATIONAL PTY, LTD. 5 Jade Drive Nerang ld. Australia U L T 0 1

NO PART OF THS DOCUMENT MAY BE COPED, REPRODUCED, STORED | | Mail Address: P.0. Box 920 Nerang 42ff REVISION NO:

WA RETREVABLE SYSTEM ™ pay FoR ‘OR TRANSMITTED BY Phe (07/55 971933 ° STEPHEN R. BELYEA
 PERDESSION OF A >

AARNE QTERNATINAE PTY. LID. Ea PEnoes nas Far: (07155 970876 PAWN BY] DESIGNED | PAPER SIZE] SCALE" ee 0 6206

Ewai: info@superior jetties.com \ 066. |sapB | AZ AS SHOWN

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

wer.
Pea

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11/08 °03 MON 09:45 FAX O7 4938 1708 ROCLA POLES QLD Te . Ss Zooz
hin

Ce.
PS ra50,

Structural Specification for Standard Rocla Spun Concrete Marina Piles

The following lists the essential requirements for standard Rocla Spun Concrete
Piles used as cantilever elements in floating marinas :

1. Standard Rocia Marina piles ere manufacured as spun, prestressed concrete
elements to a QA system in accordance with 1S09002,

2, The minimum design service life of a pile is 20 yrs based on the following list of
critical durability factors and design assumptions :

a/ the Spun concrete characteristic compressive strength at 28 days
= 65 MPa (min). ‘

J. b/ (as defined in AS3600) Exposure classification C applies to the extemal pile
surface and Exposure classification B1 to the interna! surface. Sea water must not be

allowed inside the pile.
c/ the minimum extemal cover to structural stee! reinforcement = 25mm.
d/ the minimum intemal cover to structural steel reinforcement = 15mm.
@/ the spun concrete has a watel/cement ratio less than 0.35.

ff the piles are initially cured so that the average concrete compressive strength
is at least 32 MPa before being stripped from the mould.

g/ a corrosion inhibitor in suitable proportion is added to the concrate,

hy allloads and stresses, including those from handling, are assumed to ba
within the scope of the piles capability.

3. The reinforcement iypically comprises of Hard Drawn wire to AS1303, prestressing
strands to AS13141 and BHP Tempcored K10M40 bar.

4. Pile strengths are based on proven Rocia design methods and load tests. The pile
strength designation refers to the minimurn Ultimate Bending Moment strength provided
near the toe end of the pile. Refer to the specific BM and Shear Force strength
diagrams associated with each specific pile type. These designs are intended to suit
the typical pile cantilever applications involved in floating Marinas.

C.Carter BE(civil) 1/5/99

i pilespe3.dac

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11/0 °03 MON 08:47 FAX 07 4936 1708 ROCLA POLES QLD Hoos

Guide to the Transport, Handling, Storage and Installation of Rccla Marine Piles

The intention of providing guidelines for the transport, handling, storage
and installation of Rocla Marina piles d9 to ensure that :

~ pile aesthetics axe maintained
~ the designated structural performance is maintained and
- the design service life can bea best achieved.

The document “Structural Specification for Standard Rocla Spun Concrete
Marina Piles’ ( ‘pilespe3.doo' ) lists the essential design assumptions and
structural characteristics. .

The guidelines are also based on the bending moment and shear atrength
diagrams shown on drawings :

( 90325~ 400 dia / 175 kNm Standard Marina Piles
90340 400 dia / 275 km Standard Marina Piles
903414 400 dia / 375 kNm Standard Marina Piles
90370AK 450 dia / 275 kNm Standard Marina Piles
$0371 450 dia / 425 kNm standard Marina Piles
$0372A 450 dia / 525 kNm Standard Marina Piles

Piles endure significant stresses throughout their existence. In seme
czses, the pre-service toads May create stresses greater than that from the
actual loads experienced during service. Generally transportation and
inatallation create the highest stresses, at least potentially, whilst storage
and handling the least stresses. This is mainly because dynamic effects are at
their greatest during transpertation and dnstallation and are generally the most
uncontrollable. It is these situations which Gause the greatest concern and thus
necessitate the most attention. Also, there are special limitations involved tn
transportation and installation which create undesirable loading situations.

The beet means to minimise atress in the pile is to treat them with care,
{ Sudden movements, such as a truck hitting a pot-hole or a jerky crane, should be
avoided at all times,

Transpertation

Piles are normally transported by road or rail, Road transport is the mest
common and generally creates higher stresses in the piles compared to rail. The
following section acdzresses road transport but the same concepts apply to rail,

Piles are subjected to substantial dynania effects during transportation,
These dynamic effeatsa act to Magnify the self~weight loads, The roughness of the
road, the speed of the truck and the quality of the truck's suspension are key
factors in the magnitude of the dynamic effects. The overhanging sections of
cach pile (overhang = the distance from the support bearer to the closest end of
the pile) are aubjected to higher dynamic effects than the pertien of Pile
between the supports,

Page 4 of 9

 

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11/08 03 MON 09:48 FAX 07 4936 1708 ROCLA POLES QLD @o10

(Tzanspert {cont} }

The ideal support arrangement is “two-peint'. Two bearers only are used to
support each pile. This best provides control ovez the loads, and thus the pile
stresses, by being sure of the load distribution. More than two supports can be
risky as all of these supports may not be acting et the same time, depending
upon their own support conditions, and can distribute the load in an excessive
and uncontrolled way. This is particularly the case with road transport as the
truck is a relatively flexible structure, especially ‘extendables'. The more
flexible the support, the mere important it is to provide ‘two-point’ supports.
However, perticularly for long piles, this ideal mey not be possible, The
compromise is to add resilient supports (supports which deform but act to
reatrain) at appropriate locations and/or use “split supports’ (bearers placed
close to each other but with the intention to act as one)-

Support bearers should consist of 4 strong but resilient material.
. Hardwood suits this purpose. Direct contact to steel is not recommended. Bearexs
{ should have a contact width of typically 100 to 1S6mm and an appropriate
thickness for the type of timber being used and the pile weight involved. Fiat
bearers suit lew pile weights (the maximum static lead between a pile and a
bearer = 20 kN). Scalloped or shaped bearers should be used to support higher
pile weights (the maximum static load between a pile and a beurer = 40 KN),
particularly these on the bottom layer of a multi-layered loading.

Piles may be stacked in layers provided that :

lL. The upper bearer is directly over the iower bearer and
2. The allowable number of layers is dependent upon the pile weights involved.
3, The Longer piles must be placed below shorter piles.

4. The general requirements, described helow, are followed.

AS @ genezal rule, the bottom layar should consist of shaped bearers anc
the upper layer may be Zlat bearezxs,

In all cases, the piles need to be firmly restrained during transit. The
piles should be chained to the truck at each support bearer. To avoid chafing
of the piles, wear-resistant fabric or similar shouid be used between the chains

‘ and the outer most piles of the load.

The central, mid-span area of the piles should have a “belly chein' to
bind the piles together as one ox, if preferred, into smaller groups instead.
This chain must NOT be tied back to the truck. The “belly chain’ heles reduce
dynamic effects and thus reduces pile stressea.

There must be adequate chocks to prevent the piles from moving laterally
and restraint mist provided at the ends.

Page 2 of 8

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11/08 ‘03 MON 08:48 FAI 07 4936 1708 - -ROCLA POLES QLD Gots

(Transport (cont) )

Pile lengths 13m or less

For piles that are short enough to be transported on a standard 12.5m tray
truek, the single tray provides a relatively stiff base for the bearer supports.

Given that :

1. The normal maximum overhang distance from the front end sxle to the end of
the pile = 1.5m.
2. Standard tray trucks can carry a maximum pile length = 13m.
3. The preferred overhang is between (0.15 and 0.2 x pile length). (This amount
of overhang minimises and balances the stresses in the middle of the pile with
that at the suport locations.)
4. The preferred pile weight transference points are over each of the axles or
the centre line ef multiple axles. ie the preferred locations for the pile

( support bearers are over the axles.

: S. The span between axles is about $n.
6. The strongest part of the pile is towards the toe end.

Then Table 1 recommends the preferred loading arrangements :

File length “Bt “beaxer epacing’ a
(m) (nm) {m) (m)
13.0 1.5 9.0 z.5
12.0 1.5 5.0 1.5
d2.0 1,5 8.0 1.5
20,0 1.5 7,0 1.5
2.90 41.5 6.0 1.5
8.0 1.5 5.0 1.5
Table 2
Kotes
1. “two point’ supports are used.

2. The pile head is placed at the front (cab) end of the truck.

3. ‘H' © the distance from the head of the pile to the front support bearer.
“T' = the distance from the toe of the pile to the rear support bearer.

4. For bearer spacings less than 9m, the bearers are assumed to be piaced

centrally between axles to maintain the load distribution into the axles,

5, These arrangemeats are independent of the pile strength type.

With a combination of different length piles per truck, a compromise of
bearer positions ox use of individual bearers needs to be considered, .

Page 3 of S

 

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11/0§ ‘63 MON 08:48 FAX 07 4936 1708 ROCLA POLES QLD

(Transport (cont} )

Pile lengths grsater than 13m

Piles longer than 13m would normally need to be transported on an
‘extendable’ semi-trailer., The distance of the rear tray from the front can be
adjusted to suit the lead. Given that ;

1. The maximum overhang at the front end = 2.0m.

2, The preferred overhang is between (0,15 and 0.2 x pile length).

3. The preferred pile weight transference points aze over each of the axles or
the centre line of miltiple axles. ie the preferred locations for the pile
6upport bearers are over the axles. .

4. The waximum distance that bearers can be eplit, on the rear tray and remain

central to the axles, is 3,0m.
5, The strongest part of the pile is towards the tce end.

Then Table 2 recommends the preferred loading srrangements

File tHooCM tse re

Length {m) (m) (a) (mm)
(m)

21 2,0 12.8 3.0 3.5
20 2.0 11.8 3.90 3.2
19 2.0 411.0 3.0 3.0
18 2.0 12,6 -0 3.4
17 2.0 11.8 0 3.2
i6 2.0 11.0 0 3.0
1s 2.0 10.3 0 2.7
14 2.0 9.5 0 2.5

Table 2
Notes

1. “two point’ supports are used.
2. The pile head is placed at the front (cab) end of the truck.

3. “H' = the distance from the head of the pile to the front support bearer,
“M' = the distance from the front support bearer to the front split bearec.
-s' = the distance from the front split bearer to the rear split bearer.
“t' = the distance from the rear split bearer to the toe of the pile.

4, ‘The front support bearer is located over the front axle.

The spiit bearers are assumed to be placed either side of the rear axle
centre line, ,

For ‘S' = 0,-the rear support bearer is placed over the rear axle centre
line, . ~ :
5, These arrangements are independent of the pile strength type.
€, Truck loads are assumed to comprise of piles of the same length.

Fox truck loads with variable pile lengths, refer to Rocla.

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Zor

 

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11/06 '03 MON 08:48 FAX 07 4936 1708 ROCLA POLES QLD ‘Bois

Storege

Once on site, piles should be suppoxted by placing twe supports only
between the pile and the ground. As described above, “two-peint'’ support best
guarantees control ever the loads and thus the resulting pile stresses. Althsugh
there should be negligible dynamic effects whilst the piles are being stored,
the act of placing and lifting may create some dynamic effect.

Each support should be located as close to (0.2 x pile length) in from
each end, as much as is possible. This arrangement balances the stresses in the
pile at the support leeations with the stresses around the mid-span area, as
best as pessible. This is the preferred arrangement for all piles.

Self weight is assumed to be ‘thé only load acting on the pile, although
piles may be stacked on top of each ether provided that the eupport bearers are

used as described above.

Piles of different lengths should be kept in different stacks. If this is
unavoidable, the bearer locations described in Table 2 may be considered as

“allowable extreme! values.

Pile Type Maximum Maximum distance
pile length {n)
{dia/kNm)} {m) “AY “Bt
400 / 178 15.5 4.6 9.0
400 / 275 18.6 5.0 11.6
400 / 375 21.0 5.0 12.0
450 / 275 16.6 §.6 21.0
450 / 425 21.0 5.5 12.0
450 / 525 21.6 5.5 12.0
Table 3
{
Notes

1. “A' = overhang distance from an end of the pile to the closest support

bearer.
“B' = distance between support bearers.

2. A’ and “B' axe not necessarily concurrent,

: se ~~ = a+ .
3, The minimum overhang distance for all piles is 1.0m.

4. The bearers will be as required above.

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Lifting

“Lifting’ is assumed to describe the process of vertically lifting piles,
that are resting horizontally, and then moving them to another location. It
applies to any handling process after delivery and befere installation.

Piles should only be lifted via “two points’. Each lifting point should be
located between (0,2 x pile length) to (0.17 x pile length) from each end. This
arrangement minimises the induced pile stresses. Minor dynamic effects are

assumed.

eg for a 21m length pile, each lifting point should be located between
4.2m to 3.6m in from each end,

Lifting can be done via a lifting beam or, if appropriate, with spreader
chains. Nylon slings ere recommended as the contact material to avoid damaging
the surface of the pile.

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11/06 ‘03 MON 08:49 Fal 07 4936 1708 ROCLA POLES QLD Biois

Installation

The installation precess comprises of two distinct phases !
- the ‘initial lift’, degcribed as ‘pliching’ plus traversing and then
- “final placement’.

These different phases create different stresses in the pile.

Initial Lift
The initial lift is independent of the type of final placement method used.

The pile should be positioned (via ‘lifting’ and “storing’) as close as
possible to the final destination so that pitching causas minimal dynamic
effects.

The standard pile has a lifting tubs 0.4m from the head. If the pile length
is;

-~ less than or equal to that shown in Table 3, the pile can be pitched from the
Lifting tube and traversed to the final destination.

-~ greater than that shown in Table 4, the pile will need to be pitched end then
traversed in a two-stage operation. This requires a nylon sling to be snotted
against the pile at a distance.= {0,27 x pile leagth) from the head. At the
game time a loose lifting connection is made at the lifting tube. The pile is
pitched via the nylon sling to near vertical, making sure the lifting Sube
wires are not acting, and then the pile can be lifted and traversed to the
final destination via the lifting tube. .

Pile Type (Aia/knm) 400/375 400/275 400/375 450/275 450/425 450/525

Maximum allowable pile 10.6 12.0 13.0 12.0 14.0 14.0

( length with a

“single pitch‘
(nm)

Table 4

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11/G& "03 MON 06:50 FAX 07 4936 1708 ROCLA POLES QLD Bore

~-

{Installation (cont) }

Final Placement

The normal methods of ‘final placement’ are:

- Jetting.
- Potting.
~ Driving.

The setting depths must suit the over-tuming moments, specified by the
marina designer, and the design shear forces. The minimm setting depth may be
limited by the pile’s sheex strength in hard foundation material.

Notes that are common to all piles ;

all piles are fitted with a headband which allows the piles to be driven.
- sea water is not allowed inside the pile, If it does enter before
installation is completed, the sea water must be extracted before the job is

completed.

Jetting

Jetting is commonly used when the foundation material consists primarily
sand, The process essentially avoids stressing the pile. This process is
preferred over driving as driving through sand generally creates relatively high
stresses in the pile.

Piles that are jetted need to be ordered with a 5¢mm dia Class 9 uPVC jetting
tube, The jetting water is te only pass through the jetting tube - it is not to
act against the inside of the pile.

The jetting tube is fixed inside the pile at the manufacturing stege, running
from the toe to SOmm above the head. The tube has a coupling at the head end to
allow e screw connection to the hose that delivers the high pressure water. The
pressure of the water vie the jetting tube disturbs the material under the pile
allowing the pile weight to lower the pile. The higher the pressure, the more
the material cisturbence under the pile. The maximum allowable jetting pressure

is 900 kPa.

These piles may also be driven, The jetting tube should be cut back to allow
the packing material, see below, to make even contact with the pile head.
Driving can be done without jetting or after jetting. Driving can provide
greater accuracy of final height, compared to jetting, and retain undisturhed
soil strength around the pile toe, Driving shculd follow the guidelines below.

- “ft .

- ee me ee

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11/08 '03 MON 06:50 Fax ‘o7 4936 1708 ROCLA POLES QLD @oi7

{Installation (cont) )

Potting
In hard ground conditions, it may be preferred to drill a hole and ‘pot’ the
pile into this hole.

The hole should givé adequate clearance around the pile so that the in-fill
material can adequately fill the gap to, eventually, achieve adequate
compaction. The in-fill material is usually sand or a similar granular material.
This in-fill must be able to transfer the reacticn loads between the pile and
the undisturbed foundation material under service leadings. The getting depth
may be limited by the strength of the in~fill material tather than the

foundation material.

Driving
Piles founding into clay soils are suited to being ‘driven’ into place.

Much care and experience is required to drive piles without creating
excessive pile stresses. Regardless of how the driving energy is delivered to a
pile, the driving energy produced should create pile stresses within the limits
given in the Table 5, at all times :

Compressive stress : no more than 40 MPa for all plies

Pile Type (dia/kNm) : 400/175 400/275 400/375 450/275 450/425 450/525

Tensile stress {MFa) : 4.0 8.0 6.0 5.0 2.0 @.0
Table 5

. The driving energy needs to be carefully controlled when there is @
likelihood that the pile :

- will psnetrate a hasd layer, particularly if this is close to ground level

+ will penetrate soft material (the penetration per blow should be limited)

or :
- reach a hard layer, particularly if it is impenetrable.

Pilea should not be over-driven. If the. pile has reached refusal before
_,achieving the desired set, the pile will need to be cut off at the head.

wot > ee ee =
: ee.

In general, the hammer mass should be comparable to the mass of the pile.
This best allows the appropriate driving energy to be delivered, without
excessive drop height of the hammer.

c.carter
16/6/99
pilehandle2.doc

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