C04.1-SEWERAGE-NOTES-Rev.1

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STAINLESS STEEL

SS1. Stainless steel to comply to ASTM A240/A240M and
ASTM A480/ A480M.

SS2. Fabrication by manufacturers ASSDA Accredited or
approved equivalent.

SS3. Stainless steel to be grade 316 or 316L u.n.o.

SS4. Storage, fabrication and welding to be in approved
dedicated areas.

SS5. Welding, cleaning, pickling and passivation to comply
to AS 1554.6 and WTIA Technical Note 16 Welding
or Stainless steel.

SS6. Surface finish to be 2B or better to ASTM A480.
SS7. Members to be acid passivated after fabrication.

SS8. Anti galling compound "Duralac" or SEQ-SP.
approved equivalent required on all fasteners
unless approved otherwise.

POLYETHYLENE LINER (PE LINER)

PL1. The PE Liner shall form a completely sealed and welded
robust continuous membrane system. The PE Liner
shall be built to the MH construction tolerances without
any defects such as bulging, warping, pinching, overlapping.

PL2. The PE sheets shall:
« Have a minimum thickness of 2.5 mm.

« Achieve a mechanical bond between the
concrete and liner.

« Be installed by an accredited applicator
approved by the Manufacturer.

« Be tensioned over the formwork within the yield
elongation limit prior to securing to the formwork.

PL3. Preparation, Application and Installation to comply
with the manufacturer's specification.

PL4. Poured concrete to be at a cooler ambient temperature
than the temperature when the PE sheets were attached
to the formwork.

PL5. Extrusion welding and weld testing at seams to be
undertaken by the approved applicator to the
manufacturer's specification.

PL6. Encapsulation of anchors to be checked by tapping the
surface to detect hollow sounds that indicate voids.

Voids to be filled by injection grout and PE sheet
repaired by extrusion welding over the injection hole.

MAINTENANCE HOLES

STRUCTURAL STEEL

Si. Structural steel workmanship and materials to comply
with AS 4100.

$2. Steel to comply with:

AS 1163 Grade C350 for rectangular
and hollow sections.

AS 3678 for plates and floor plates.

AS 3679.1 Grade 300 or BHP Grade 300 Plus
for parallel flange channels.

AS 3679.2 Grade 300 for welded beams

and columns.

Other sections to comply with AS 3678 or
AS 3679 Grade 250.

S3. Welds to AS 1554.

Weld category SP.
Butt welds to be full penetration welds.

Welds to be 6 mm continuous fillet welds
all round interfaces.

Electrodes to AS 1554 classification E48XX.

S4. Bolts to AS 1275. Commercial grade 4.6/s to AS 1111

and

°

AS 1112. High strength structural bolts to AS 1252.

Bolts, nuts and washers M16 and larger to
grade 8.8/s. M12 to be grade 4.6/s.

Structural connections to be 2 M16 8.8/s with
10 mm thick cleat plate Unless noted otherwise.
Install washers under bolt head and nut.

Install tapered washers as required.

Bolt projection beyond nut to be minimum two
threads and maximum 10 mm.

S5. Hold down bolts to be Grade 4.6/s unless noted
otherwise. Hold down bolts groups to be rigidly

tied

for correct set-out and location.

S6. Seal weld hollow sections with 3 mm thick cap
plate unless noted otherwise.

S7. Grout base plates with high strength non-shrink

pre-

mixed grout before columns are loaded.

STEEL WORK PROTECTIVE COATING

Pi. Steelwork to be hot dip galvanised to AS 4680
system designation HDG600 and threaded
fasteners to AS 1214.

P2. Damaged galvanised coating repair:
¢ Power clean to AS 1627.2
e Solvent clean/ degrease to AS 1627.1

e Apply tin/zinc to pre-heated steel
overlapping the galvanising coating.

REPAIR OF EXPOSED REINFORCEMENT AND
CONCRETE AROUND NEW PIPE PENETRATION
IN EXISTING CONCRETE

NPi. Exposed reinforcement and concrete repaired

as follows:

* Core holes on each corner of area to be cut.

* Saw cut concrete, perpendicular to concrete
surface, 15 mm deep around perimeter
of the opening.

e® Breakout remaining concrete around the
opening without damaging reinforcement.

* Cut exposed reinforcement so that is 30 mm
clear of the pipe.

¢ Clean concrete surface and remove all loose
material.

e Abrasive blast clean exposed reinforcement.
If it is corroded and apply "Nitoprime”
zinc rich primer unless approved otherwise.

¢ Thoroughly soak substrate with clean water
for a minimum of two hours.

e Place N12 circular trimmer on both sides of
the pipe flange.

e Install Hydrotite CJ-07-25 seal on pipe 50 mm
from concrete surface unless approved otherwise.

e Apply "Nitobond HAR" primer to concrete
surface unless approved otherwise.

* Pour concrete/grout under pressure to
fill opening.

e Fill concrete/grout to supplier requirements.

REPAIR OF EXPOSED REINFORCEMENT AND
ANCHOR AT CONCRETE SURFACE

ES1. All exposed reinforcement and mild steel
anchored to be repaired as follows:

 

 

*® Saw cut or chisel cut concrete, perpendicular
to concrete surface, 15 mm deep around
reinforcement/anchor.

e Breakout concrete around reinforcement/anchor
to a depth of 60 mm.

¢ Cut exposed reinforcement/anchor at a mi
depth of 50 mm from concrete surface.

* Clean concrete surface and remove all loose material.

e Abrasive blast clean exposed reinforcement/anchor.
Apply "Nitoprime" Zinc rich primer to reinforcement/
anchor unless approved otherwise.

e Thoroughly soak substrate with clean water.

e Apply "Nitobond HAR" primer to concrete unless
approved otherwise.

*° Apply "Renderoc HB40" to fill opening unless
approved otherwise.

 

 

imum

 

 

DESIGN REQUIREMENTS

D1. Design and construction of all sewerage infrastructure shall be RPEQ
certified.

D2. Top slabs have been designed for the following loads and locations.

 

Live | Access covers

Location Load | to AS 3996

 

Reserves, residential allotments,

footpaths and verges 25 KN | Class Rating B

 

Roadways and driveways;
Commercial, industrial and
non-residential allotments

80 KN | Class Rating D

 

 

 

 

 

« Design Life 100 years
« Dead load as determined from SEQ Sewer Code Standard Drawings.
* Live loads to AS 1170.1 and AS 5100-2.

D3. Durability Classification

 

Cover |Exposure Classification| Reinforcement
Structu
"=! Location AS 3600, AS 3735 Cover (mm)

Top B2 to AS 3600 40

50 including PE
liner thickness

 

 

Slabs
Bottom B2 to AS 3735

 

 

 

 

 

 

D4. SEQ Code Sewer MH Standard Drawings that are applicable to
QUU have assumed that a minimum soil bearing pressure of
50 kPa can be achieved. Responsibility for all aspects of the
design and construction of sewer infrastructure rests solely with
the certifying RPEQ.
GENERAL
G1. These notes relate to all top slabs and cast-insitu maintenance holes
for QUU and Unitywater.
G2. Maintenance hole top slabs shall be precast elements.
G3, Dimensions in millimetres.
G4, Dimensions not to be scaled from drawings.
G5. Verify all dimensions on site prior to commencing work on site.
G6. Materials and workmanship to comply with the current Standards
Australia codes, Building code of Australia, WSAA Product
Specifications, By-laws and ordnances of relevant building
authorities,

G7. Existing structures to be maintained in a stable condition and
no part to be over-stressed during construction.

MAINTENANCE HOLES

MAINTENANCE HOLES

MH1.

MH2.

MH3.

MH4.

MHS.

MH6,

MH7.

MH8.

Maintenance Holes shall be located centrally over sewers
unless specified otherwise.

Refer Drawings SEQ-SEW-1304-1 and SEQ-SEW-1305-1.
Obvert level of the upstream sewer pipe shall always be
above the obvert level of the downstream sewer pipe

unless approved otherwise.

All construction joints shall include hydrophilic seals

installed to manufacturer's specifications.

Maintenance Hole connectors, including hydrophilic seals
and puddle flanges shall be the pre-fabricated type unless
approved otherwise.

Ends of sewer pipes shall finish flush with the inside face of
Maintenance Hole wall.

Finished benching shall provide a smooth non-turbulent flow.
Safety chains and all connections shall be stainless steel Grade 316.
Property connection junctions shall not be constructed on
short pipes at Maintenance Holes or bulkheads.

MAINTENANCE HOLE CIRCULAR ACCESS COVERS

 

ACL.

AC2.

AC3.

AC4,

ACS.

ACe.

AC7.

Circular access covers and frames shall be rated to Class Rating
B or Class Rating D to AS 3996.

Product certification to AS 3996 shall be supplied for each cover
assembly.

Covers, frames and riser rings, where required, shall be supplied
assembled.

Covers shall be solid top. In QUU areas only, Class B concrete infill
covers may be used.

Covers shall have identification tags detailing, Sewer / Vacuum Sewer /

Class Rating B, D / Sealed / Cover pattern detail /SEQ-SP name / Weight.

Bolt down covers shall be provided in flood prone areas, storm surge
areas, surcharging sewers and where specified in the design.

Bolt. down cover frames to be fixed to the top slab with 4 M16 stainless
steel chemical anchors. Embedment length shall be minimum
110 mm unless approved otherwise.

SAFETY IN DESIGN
SD1.

SD2.

STEP IRONS AND LADDERS (QUU ONLY

SLi.
SL2.

SL3.

SL4.
SL5.

SL6.
SL7.

SLB.

SL9.

SL10. Cages, Extendable handrails and platforms are not

The Safety in Design, design and risk mitigation
measures for these drawings do not necessarily
account for all design, construction, operation,
maintenance and demolition assessments. It

does not reduce or limit the obligations

of the constructor, user, operator, maintainer and
demolisher to perform their own Safety in Design risk
assessment.

Develop construction and installation safe work
method statements to eliminate and minimise
installation risks. The safe method statement shall be
reviewed and approved by a suitably qualified
structural engineer.

Step irons shall comply to AS 1657.

Step irons are required where depths of benching
from top slab is greater than 850 mm but does not
exceed 4.25 m.

Step irons shall not be placed closer than 150 mm
from the benching.

Step irons shall be placed over the downstream outlet.

Step irons shall be placed directly under the ladder
where step irons are used with a ladder when shown
in the Standard Drawings.

Ladders shall comply with SEQ-SEW-1301-27.
Ladders shall be used in all Maintenance holes where

depth from ground level to invert of Sewer exceeds
4.25 m.

Ladders shall be placed over downstream outlet for
sewer pipes 600 mm or smaller.
Ladders shall be placed perpendicular to the

downstream outlet for sewer pipes greater than
600 mm.

to be installed in Maintenance Holes.

 

 

 

 

 

col

NCRETE

C1.
C2.

C3.

C4,

cs.
C6.

C7.
cs.

C9.
C10.

C11
C12.

C13.

C14,
C15.

C16.
C17.

Concrete to comply with AS 1379, AS 1478.1, AS 1478.2, AS 3582.1

AS 3582.2, AS 3582.3 and AS 3972.

Slump to be as required for placement, compaction and finishing.
A sample of fresh concrete shall be tested for slump and strengtl
upon arrival on site.

Water not to be added to concrete after truck has left batching plant

unless approved otherwise.

Test slump of each batch of concrete delivered.

Design, certification, construction and performance of formwork
by contractor.

Concrete construction tolerances to AS 3610.

Concrete sizes do not include finishes. Sizes not to be reduced or
penetrations added.

MAINTENANCE HOLES

REINFORCEMENT
Concrete workmanship and materials to comply with AS 3600 and AS 3610. R1.

R2.
R3.

R4.

Conduits, pipes, etc. not to be placed in concrete cover to the reinforcement.
. Exposed edges and re-entrant corners to have 25 mm chamfers or fillets

unless noted otherwise.
. Construction joints as detailed and located on design drawings.
. Concrete surface finishes to AS 3610.

« Formed exposed surfaces Class 2
. Concrete temperature not to exceed temperatures stated below.

RS.

 

Concrete Structure

Iconcrete Strength f'c/Temperature Limit

 

Concrete sections less Equal to or more than 35°C
than 600 mm thick. 40MPa.

 

Concrete sections equal to Equal to or more than 27°C
or greater than 600 mm thick.| 40MPa.

 

R6.

 

 

Concrete grade S40.

 

 

 

 

 

 

 

Type of Aggregate Calcareous
Compressive strength at 28 days 40 MPa

Minimum cement content 380 kg/m?
Maximum cementitious material 25%

Maximum water/cement ratio 0.5

Nominal slump 80 mm+15

Drying shrinkage at 21 days 500 x 10-6
Maximum aggregate size 20 mm
Minimum aggregate size 10 mm

 

 

 

 

. Concrete shall be special class to WSA-PS 358 with calcareous aggregate.
. Benching finish shall consist of equal parts of cement and sand.

R7.

Concrete curing to AS36060 as soon as possible after placing and finishing.

Rs.

Ro.

R10.

Reinforcement for the top slabs shall be a pre-fabricated element.
Reinforcement to comply with AS 4671.

symbols on drawings for grade and type of reinforcement are:

e R - Structural Grade 250 plain round bars

° N-Hot rolled grade 500 deformed bar, ductility class N

e L- Hot rolled grade 500 deformed bar, ductility class L

¢ SL - Hard drawn wire grade 500 mesh, ductility Class L

e RL - Hard drawn wire grade 500 mesh, ductility Class L

« W - Steel reinforcing wire grade 500

Reinforcement designation as follows (e.g. 14N16-250 EF)
¢ 14 - Number of bars

° N - Bar grade and ductility class

° 16 - Bar diameter in mm

e 250 - Spacing of bars in mm

° EF - Location

Abbreviations to reinforcement location.
» EW - Each way

* EF - Each face

« B- Bottom

« T-Top

»* CP - Centrally Placed

Reinforcement is shown diagrammatically only and not
necessarilyin true projection.

Reinforcement to be fixed securely and supported on propriety
concrete, metal or plastic supports.

Reinforcement to be spliced as shown on project drawings.
lap lengths to comply with AS 3600 and table below u.n.o.

 

 

 

 

 

 

 

Bar Size| Lap Length (mm)
Ni2 350
N16 500
N20 600
N24 700
N28 850
N32 950

 

 

 

 

Reinforcement not to be welded unless shown on project
drawings or approved otherwise.

Reinforcement not to be bent, cut or heated on site
unless approved otherwise.

PRECAST CONCRETE - TOP SLABS ONLY

PCi. Precast concrete members to comply with
AS 3850.1 and AS 3850.2

PC2. Precast members are designed for the final installed
conditions only. Precast Manufacturer to design the
precast members including connections,fixing details,
joints, fire resistance, etc. for stability, serviceability
and strength requirements required during
manufacture, transport, lifting, erection and
installation.

PC3. Precast manufacturer to provide their shop drawings
and RPEQ certification for construction of the precast
slab to the designs provided in Maintenance Hole
drawings including design and construction
certification for connections and fixing required
for manufacture, transport, erection and installation.
(Form 16)

PC4. Precast concrete members to be supplied and
constructed by a precast concrete constructor.

PC5. Adequately designed temporary bracing, as required,
to be provided during erection and installation.

PC6. Minimum characteristic compressive strength of
concrete at removal from moulds shall be 15MPa.

PC7. Allinserts in precast concrete members to be
stainless steel.

PCs. All structural steelwork connections to precast
concrete members to be hot dip galvanised to
AS 4680 system designation HDG600.

PC9, Provide 15 mm chamfers or fillets at edges and
corners of precast members except at underside of
MH slab access opening unless approved otherwise.

PC10. Precast concrete members not to be erected on
reinforced concrete structures until the reinforced
concrete structures have been cured to achieve
28 days strength.

PC11. Weight of top slab to be stamped on the slab.

PCi2. Concrete to be special class to WSA PS-358 with
calcareous aggregate.

PC13. Approved lifting plan is to be available on request.

R11. Reinforcement to be clean, free of mill scale, rust, oil, grease etc.
R12. Dowel location tolerance shall be +/- half the diameter of the dowel.

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

 

SCALE JOB DESCRIPTION DRAWING TITLE
APPROVED NEIL McKENZIE & ASSOCIATES PTY. LTD. a NOOSA YOUNGCARE SEWERAGE NOTES
CONSULTING ENGINEERS CHECKED NN 32 VIEWLAND DRIVE
71 74/09/21 tal MLE. AUST, RP.E.Q. 2097, NP.ER. 3 Othe TONE, ono —— ~ car NOOSA HEADS SING
| meen WET Ow | NEIL MCKENGIE a ACSOCIATES GO) Goppight PON (On) Sas? Nese aE ah DELUCA DEVELOPMENT & CONSTRUCTION | nuwaer Q20-004-C04.1 NUMER