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Combined_Civil_Drawings_-_Royal_Mail_Hotel
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STANDARD STORMWATER DRAINAGE NOTES STANDARD ROADWORKS NOTES PROJECT SETOUT
1. MATERIALS FLEXIBLE PAVEMENTS
PAVEMENT TYPE A: ASPHALT
1.1. PIPES 1. PAVEMENT AND SURFACING 1. ALL PROJECT SETOUT (HORIZONTAL AND VERTICAL) IS TO BE
ALL PIPES TO BE SRCP CLASS 3 UNLESS NOTED OTHERWISE. OTHER PIPE UNDERTAKEN BY THE CONTRACTOR FROM A DIGITAL SURFACE
MATERIALS MAY ONLY BE ACCEPTED UNDER WRITTEN PERMISSION FROM 1.1. PAVEMENT THICKNESSES SHOWN ON DRAWINGS ARE PRELIMINARY. THE
SUPERINTENDENT WILL NOMINATE FINAL PAVEMENT THICKNESSES MODEL (12D OR 3D-DWG) PROVIDED BY BORNHORST & WARD,
LOCAL AUTHORITY AND SUPERINTENDENT. RELATIVE TO PERMANENT SURVEY MARKS OR OTHER SURVEY
1.1.1 PIPES JOINTING SHALL COMPLY WITH THE FOLLOWING UNLESS NOTED FOLLOWING DETAILED SUBGRADE EVALUATION AS NOMINATED IN THE
SPECIFICATIONS. 10mm PRIMER SEAL REQUIRED 30mm ASPHALTIC CONCRETE - AC10M-C320 CONTROL PROVIDED BY THE PRINCIPAL. THE CONTRACTOR IS TO
OTHERWISE: ON BASE COURSE LAYER PRIOR ALERT THE SUPERINTENDENT IF SUITABLE CONTROL IS NOT
SIZE JOINTING 1.2. A PRIMER SEAL IS REQUIRED ON THE BASE COURSE SURFACE BEFORE ANY TO LAYER OF ASPHALT AVAILABLE.
ASPHALTIC CONCRETE SURFACING, OR SEALING, IS CARRIED OUT. REFER 100mm BASE COURSE (TMR TYPE 2.1)
< 375 DIA RRJ 2. CONTRACTOR IS TO CONFIRM TIE-IN LEVELS TO EXISTING
SPECIFICATION FOR TYPICAL REQUIREMENTS. DETAILS TO BE CONFIRMED FEATURES PRIOR TO CONSTRUCTION
375 TO 900 DIA SPIGOT AND SOCKET RRJ
WITH THE SUPERINTENDENT PRIOR TO CONSTRUCTION. 100mm UPPER SUB-BASE (TMR TYPE 2.3) 3. SURFACE LEVELS OF STORMWATER & SEWER MANHOLES AND
> 900 DIA INTERNAL FLUSH JOINT WITH EXTERNAL RUBBER BANDS
1.3. BITUMINOUS SURFACING SHALL NOT BE COMMENCED UNTIL THE PROFILE, PROVISIONAL OTHER SERVICE PITS ARE TO SUIT THE FINISHED SURFACE (LEVEL
1.2. BEDDING, BACKFILL AND OVERLAY SURFACE COMPACTION, QUALITY AND FINISH OF THE PAVEMENT HAVE SUBGRADE LEVEL 100mm LOWER SUB-BASE (TMR TYPE 2.5) AND GRADIENT), WHICH MAY BE SLIGHTLY DIFFERENT TO ANY
BEDDING, HAUNCH / SIDE ZONE AND OVERLAY MATERIAL BEEN APPROVED BY THE SUPERINTENDENT. SHOULD THE PAVEMENT, DUE (SUBJECT TO CBR) CENTER OF STRUCTURE LEVELS PROVIDED.
THIS MATERIAL SHALL CONFORM TO THE PROJECT SPECIFICATION AND TO ANY REASON OR CAUSE, LOSE THE REQUIRED QUALITY, STABILITY, SUBGRADE CBR 3
LOCAL AUTHORITY STANDARDS UNLESS NOTED OTHERWISE. CONFIRM WITH DENSITY OR FINISH BEFORE THE SURFACING IS COMPLETE, IT SHALL BE
SUPERINTENDENT IF LOCAL AUTHORITY STANDARD NOT AVAILABLE: RECTIFIED AT THE EXPENSE OF THE CONTRACTOR. DESIGN CHART/ESA
2. BACKFILL 2. MATERIALS
THE BACKFILL SHALL CONFORM TO THE FOLLOWING: 2.1. WHERE PAVEMENT MATERIALS ARE SPECIFIED BY SOAKED CBR VALUES,
LOCATION TRENCH EMBANKMENT THIS SHALL BE DEFINED AS THE FOUR DAY SOAKED CBR VALUE WHEN
EXISTING ROAD TO REMAIN TESTING IN ACCORDANCE WITH AS 1289.6.1.1 - METHOD 6.1.1 PAVEMENT TYPE B: GRAVEL EXTENT OF FULL DEPTH PAVEMENT
IN USE
CEMENT STABILIZED FILL N/A HATCH SHOWN ON PLAN.
GRAVEL (CBR>15% MATERIAL COMPLIANCE TESTING STRAIGHT VERTICAL SAW CUT.
NEW ROAD *ORDINARY FILL SEAL JOINT WITH APPROVED BITUMINOUS CRACK
SOAKED) 1. PRIOR TO DELIVERY OF ANY MATERIAL ON SITE SUBMIT MATERIAL
SEALANT TO PREVENT MOISTURE INGRESS PAVEMENT TIE IN AC WEARING SURFACE
OTHER LOCATION *ORDINARY FILL *ORDINARY FILL COMPLIANCE TEST RESULTS TO THE SUPERINTENDENT.
2. TESTING REQUIRED TO DEMONSTRATE COMPLIANCE OF MATERIALS SHALL
BE UNDERTAKEN AT THE RATE OF ONE (1) TEST PER 500 CUBIC METRES EXISTING ROAD SURFACE
3. MAINTENANCE HOLES SOLID MEASUREMENT OR PART THEREOF UNLESS OTHERWISE CROSSFALL
3.1 BASE AND SHAFT DETERMINED BY THE SUPERINTENDENT OR SPECIFIED UNDER THE JOB 130mm BASE COURSE (TMR TYPE 2.1)
REFER TO AUTHORITY STANDARD DRAWINGS. SPECIFICATION.
PRECAST SHAFTS NOT ACCEPTABLE FOR PUBLIC ASSETS.
3.2 COVER TYPES PAVEMENT INSPECTIONS AND TESTING 130mm UPPER SUB-BASE (TMR TYPE 2.3) BASE COURSE
UNLESS NOTED ON PROJECT DRAWINGS ALL COVERS (LIDS AND GRATES) 1. PAVEMENT INSPECTIONS
ARE TO BE CLASS D AND CONSTRUCTED TO LOCAL AUTHORITY STANDARDS. PROVISIONAL
1.1. THE CONTRACTOR SHALL NOTIFY THE SUPERINTENDENT SEVENTY TWO (72) SUBGRADE LEVEL 100mm LOWER SUB-BASE (TMR TYPE 2.5) UPPER SUB-BASE
3.3 ALL STORMWATER STRUCTURES TO BE FULLY BENCHED TO LOCAL HOURS IN ADVANCE OF WHEN THE SUBGRADE OR FINISHED PAVEMENT
AUTHORITY STANDARDS. (SUBJECT TO CBR)
WILL BE READY FOR THE SUPERINTENDENT'S INSPECTION. PAVING SHALL SUBGRADE CBR 3 EXISTING PAVEMENT
3.4 ALL MANHOLES DEEPER THAN 3.0m TO BE CONSTRUCTED TO DTMR NOT COMMENCE UNTIL THE SUPERINTENDENT HAS INSPECTED AND
STANDARD DRAWING SD1307. DESIGN CHART/ESA LOWER SUB-BASE
APPROVED THE SUBGRADE PREPARATION. SUBGRADE LEVEL
RESURFACING
1.2. THE SUBGRADE IS TO BE FREE FROM STICKS, ORGANIC MATTER, CLAY TO CONTINUE TO
4. CONSTRUCTION LUMPS AND OTHER DELETERIOUS MATERIAL. NEXT LANE LINE.
CONSTRUCTION OF BEDDING. HAUNCH/SIDE ZONE, OVERLAY AND BACKFILLING FOR 2. PAVEMENT COMPACTION TESTING 300mm MIN 300mm
CONCRETE PIPES TO BE IN ACCORDANCE WITH THE PROJECT SPECIFICATION AND
LOCAL AUTHORITY STANDARDS UNLESS NOTED OTHERWISE. CONFIRM WITH 2.1. THE MINIMUM STANDARDS OF COMPACTION SHALL BE:
SUBGRADE - 100% STANDARD COMPACTION
NOMINAL KERB LINE
SUPERINTENDENT IF LOCAL AUTHORITY STANDARD NOT AVAILABLE.
CONSTRUCTION OF UNDERLAY. SIDE SUPPORT, OVERLAY AND BACKFILL FOR PVC PIPES SUBGRADE REPLACEMENT MATERIAL - 95% MODIFIED COMPACTION
TO BE IN ACCORDANCE WTIH AS2032 PART 5 AND 7 SUB-BASE - 95% MODIFIED COMPACTION
NOTE: SPACING BETWEEN MULTIPLE PIPES TO BE IN ACCORDANCE WITH LOCAL BASE - 98% MODIFIED COMPACTION
LIP LEVELS
AUTHORITY STANDARDS
4.1. DRAINAGE TRENCH COMPACTION: NOOSA SHIRE COUNCIL
REFER TO
THIS POINT
PAVEMENT EXTENSION DETAIL
SCALE 1:10
MINIMUM DRY DENSITY COMPACTION RATIOS TO AS 1289.5.4.1 SUBGRADE - 100% STANDARD D.D
(STANDARD COMPACTION) LOWER SUBBASE - 100% STANDARD M.D.D
UPPER SUBBASE - 100% STANDARD M.D.D 450
ZONE LOCATION MATERIAL MIN. DRY DENSITY (%) BASE - 100% STANDARD M.D.D
COHESIVE NON COHESIVE SAW CUT AND REMOVE EXISTING ASPHALT CONSTRUCT TYPE 'E' CONCRETE KERB
BEDDING TRENCH FOUNDATION REFER NOTE 1.2 95 70 2.2. COMPACTION TESTS ARE REQUIRED ON SUBGRADE, SUBGRADE AND LAY NEW ASPHALT WEARING COURSE AND CHANNEL (REFER DETAIL)
GRANULAR (TOP REPLACEMENT, SUB-BASE AND BASE LAYERS AT A FREQUENCY OF ONE (1) 150 OVER EXISTING PAVEMENT. 1200 mm MIN.
BACKFILL UNDER ROAD 98 N/A
300mm) TEST PER 100 METRES FOR ROADWAY OR ONE (1) TEST PER 500m2 FOR PAVEMENT CUT
BACKFILL UNDER ROAD CBR 15 98 N/A GENERAL PAVING CONCRETE FOOTPATH MAX. 2.5% CROSSFALL
150 mm AC OVERLAY 300 mm STEP 0.150
BACKFILL FOOTPATH *ORDINARY FILL 95 N/A
PAVEMENT DRAINS & CONDUITS PAVEMENT
BACKFILL OTHER *ORDINARY FILL 95 N/A
1. PAVEMENT DRAINS EXISTING PAVEMENT.
*REFER NOTE 1.2.1
1.1. SUB-SURFACE PAVEMENT DRAINS ARE TO BE PROVIDED BENEATH ALL TO BE CONFIRMED ON-SITE
TESTING FREQUENCY: 1 TEST PER 30 LINEAL METERS OF TRENCH PER LAYER DRIVEWAY CROSSOVER WHERE NOTED ON
KERBS (UNLESS NOTED OTHERWISE), CONSTRUCTED IN ACCORDANCE WITH WITH THE SUPERINTENDENT.
OR A MINIMUM OF 2 TESTS PER LAYER FOR TRENCHES < 50m IN LENGTH. LAYOUT PLANS - REFER DETAILS ON BCC
THE LOCAL AUTHORITY STANDARD DRAWINGS.
4.2. A 1.0m LENGTH OF DIA 100 SUBSOIL DRAIN, SLEEVED IN A GEOTEXTILE SOCK,
IS TO BE PLACED IN THE BEDDING UPSTREAM OF ALL DRAINAGE 1.2. PAVEMENT DRAINS SHOULD BE FREE DRAINING AND CONNECTED TO THE
IPWEA B1 STANDARD DRAWING BSD-2021
REFER IPWEA STD DWG RS-080 FOR DETAILS PAVEMENT DRAIN MAY BE REQUIRED DEPENDENT
STRUCTURES OUTFALLING INTO THE DRAINAGE STRUCTURE. NEAREST STORMWATER PIT OR OUTLET AT 0.5% GRADE MINIMUM. N.T.S. ON EXISTING PAVEMENT COMPOSITION. CONFIRM MIN. 95mm (OR TO BASE OF EXISTING STRUCTURAL
1.3. PAVEMENT DRAINS ARE TO BE NON SOCKED, SLOTTED ∅100 CORRUGATED WITH SUPERINTENDENT PRIOR TO CONSTRUCTION. AC LAYER) STRUCTURAL AC LAYER UNDER K+C
4.3. WORKS UNDER EXISTING PAVEMENT (WHICH IS TO REMAIN IN USE) POLYETHYLENE PIPE AND FITTINGS, CLASS AS NOMINATED BY LOCAL
AUTHORITY STANDARD DRAWING. DRAINAGE TRENCH TO BE THE
4.3.1. STATE CONTROLLED ROADS UNLESS APPROVED OTHERWISE BY THE GEOFABRIC WRAPPED OPTION AS PER THE LOCAL AUTHORITY STANDARD STRUCTURAL ASPHALT TO MATCH EXISTING - REFER
MANAGEMENT CONTRACTOR ARE TO BE PLACED BY TUNNEL BORING. DRAWING. (BIDIM A29 OR EQUIVALENT UNLESS NOTED OTHERWISE ON BCC STANDARD DRAWING BSD-2042 FOR DETAILS SUPPLY AND INSTALL TYPE 'A' PAVEMENT DRAIN IN
4.3.2. OTHER PAVEMENTS ADOPT LOCAL AUTHORITY'S TRENCH THROUGH THE STANDARD DRAWING) LIP LEVELS
EXISTING ROAD DETAILS ACCORDANCE WITH BCC STANDARD DRAWING BSD-2041.
1.4. CONNECTION BETWEEN LENGTHS OF DRAINAGE PIPE, AND TO EXISTING, REFER TO GRADE AND CONNECT TO EXISTING ROAD GULLY PITS.
TO BE VIA STANDARD FITTINGS - COUPLINGS, Y JUNCTIONS ETC. THIS POINT LEAN MIX CONCRETE LAYER AS PER
4.4. CCTV TO BE COMPLETED ON ALL STORMWATER PIPELINES TO LOCAL BCC STANDARD DRAWING BSD-2042
AUTHORITY STANDARD. 1.5. ROAD CROSSINGS OF PAVEMENT DRAINS ARE TO BE UN-SLOTTED PIPE,
4.4.1. NO REPAIRS OF ANY STORMWATER PIPE ARE TO BE UNDERTAKEN UNLESS SPECIFIED AS A MITRE DRAIN ON THE PROJECT DRAWINGS.
WITHOUT APPROVAL FROM BORNHORST & WARD.
1.6. CAPPED CLEANOUTS TO SURFACE TO BE PROVIDED AT ALL HIGH POINTS,
4.5. NOOSA SHIRE COUNCIL UPSTREAM OF ALL ROAD CROSSINGS, AT CONNECTION TO EXISTING PAVERS CONCRETE KERB & CHANNEL CONSTRUCTION & CUTBACK DETAIL
2.5 FIELD INLET PITS GREATER THAN 1.50m IN DEPTH ARE TO PAVEMENT DRAINS AND AT A MAXIMUM SPACING OF 60M FOR PIPE N.T.S
HAVE CENTRALLY PLACED SL81 MESH INSTALLED WITHIN DRAINS AND 50M FOR STRIP DRAINS.
WALLS AND BASE. 1.7. WHERE THE DESIGN REQUIRES CONNECTION TO EXISTING PAVEMENT
DRAINS, PRIOR TO CONSTRUCTION THE CONTRACTOR IS TO VERIFY
4.6. ALL JUNCTIONS TO STORMWATER PIPELINES TO BE MADE AT MANHOLES, LOCATION AND DEPTH. CONTRACTOR TO ADVISE THE SUPERINTENDENT IF
GULLY PITS. BANDAGE OR BREAK IN JUNCTIONS ARE NOT PERMITTED AND PAVEMENT DRAINS DO NOT EXIST AT A SUITABLE LOCATION. WITH VEHICLE LOADING
WILL BE REJECTED 2. SERVICE CONDUITS IPWEA ER2
REFER IPWEA STD DWG RS-080 FOR DETAILS
4.7. H2 SUPPORT HAS BEEN ASSUMED FOR ALL CONSTRUCTION LOADS. 2.1. THE CONTRACTOR IS TO CONFIRM THE LOCATION OF SERVICE CONDUITS N.T.S.
CONCRETE PIPE CLASS HAS BEEN CHECKED USING CPAA PIPE CLASS V2.0.23. WITH THE SUPERINTENDENT PRIOR TO CONSTRUCTION.
CONSTRUCTION VEHICLE LOADS CONSIDERED.
4.7.1. EXCAVATOR WITH 580mm COMPACTION WHEEL (25.0T)
SMOOTH DRUM VIBRATORY ROLLER (10.0T)
EXCAVATOR - 325B (25.9T) ALL SETOUT (HORIZONTAL AND VERTICAL)
J:\2023\23169\05_DRAWINGS\DRG\C0300.DWG
WILL BE PROVIDED BY 3D DIGITAL FILE IN
4.7.2. IN GENERAL, MAXIMUM CONSTRUCTION LOADS ARE NOT TO EXCEED A PROJECT SURVEY COORDINATES.
10T SMOOTH DRUM VIBRATORY ROLLER AT 460mm COVER
AND A 25T EXCAVATOR AND COMPACTION WHEEL AT 750mm COVER THIS DRAWING IS BEST
VIEWED IN COLOUR AND
4.7.3. IF THE CONTRACTOR USES DIFFERENT OR HEAVIER EQUIPMENT
THAN THE ABOVE, THE CONTRACTOR IS RESPONSIBLE FOR ON AN ELECTRONIC DEVICE
DETERMINING IF THE PIPE CLASS IS ADEQUATE
STATUS
FOR APPROVAL
DWN DES CHK APP CLIENT PROJECT SUBJECT PROJECT No.
SCAN QR CODE TO
REV DATE DESCRIPTION
ASSOCIATED CONSULTANTS APPROVED CHECKED
11/04/2025 3:40:46 PM
C 10.04.25 ISSUE FOR OPERATIONAL WORKS APPROVAL AR KHN SG NR QUEENSLAND VENUE 120 POINCIANA AVE, ROADWORKS AND 23169
CONFIRM CURRENT B 04.02.25 IFC PART 1 AR KHN SG NR
COMPANY PTY LTD TEWANTIN, QLD DRAINAGE NOTES AND DRAWING No. REVISION
DRAWING REVISION A 17.10.24 ISSUE FOR CO-ORDINATION AR KHN SG
http://docs.bornhorstward.com.au/revision/ ---- ---- DETAILS C0300 C
DATE 11/04/25 DATE 11/04/25
COPYRIGHT © - This document is and shall remain the property of Bornhorst & Ward Pty. Ltd. The document may only be used for the purpose for which it was commissioned and in accordance with the terms of engagement. Unauthorised use of this document in any form whatsoever is prohibited.
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