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Appendix C - Engineering
Original PDF page 14, section 1. The text section number identifies this passage in the reader.
DRAINAGE NOTES:
12. CONTRACTOR TO ENSURE ALL MANHOLE STRUCTURES
1. REFER HYDRAULIC DRAWINGS FOR BUILDING DRAINAGE COMPLY WITH THE MAXIMUM DEPTH SPECIFIED IN THE
DETAILS. PROJECT SPECIFICATION OR LOCAL AUTHORITY FROM FINISHED
SURFACE LEVEL TO UNDERSIDE OF ROOF SLAB. ANY NON
2. ALL ROADWORKS AND DRAINAGE (EXTERNAL TO SITE CONFORMANCE IS TO BE RECTIFIED AT THE CONTRACTORS
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BOUNDARIES AND/OR COUNCIL OWNED DRAINAGE PIPES EXPENSE.
INTERNAL TO THE SITE BOUNDARIES) CONSTRUCTION AND
TESTING TO BE IN ACCORDANCE WITH NOOSA SHIRE COUNCIL 13. ALL FOOTPATHS TO BE CONSTRUCTED IN ACCORDANCE WITH
DEVELOPMENT GUIDELINES, DRAWINGS AND SPECIFICATIONS. ARCHITECTURAL/LANDSCAPING DRAWINGS AND RELEVANT
AUTHORITY STANDARD DRAWINGS AND SPECIFICATIONS.
3. ALL DRAINAGE CONSTRUCTION (PRIVATELY OWNED DRAINAGE FOOTPATHS TO BE CONSTRUCTED WITH MAXIMUM 2.5%
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LINES INTERNAL TO THE SITE BOUNDARIES) CONSTRUCTED CROSSFALL. SHOULD CONSTRUCTED FOOTPATHS EXCEED 2.5%
AND TESTED TO BE IN ACCORDANCE WITH RELEVANT CROSSFALL, THE CONTRACTOR WILL BE REQUIRED TO RECTIFY
AUSTRALIAN STANDARDS. BY REMOVING AND REPLACING AT THEIR COST.
4. ALL STORMWATER DRAINAGE PIPES INTERNAL TO SITE SHALL 14. CONCRETE FOOTPATH TO BE 100mm THICK N32 WITH SL72
BE: Ø225 RRJ RCP OR APPROVED EQUIVALENT. MESH IN ACCORDANCE WITH NSC STD DWG RS065, AS1679 AND
PROPOSED ROCK APRON FOR 3 INLET PIT WITH CLASS B GRATED LID.
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AS3600 UNO
SCOUR PROTECTION TI6337 PROVIDE OCEANGUARD LITTER
BASKET OR APPROVED EQUIVALENT 5. ALL STORMWATER PIPES ARE TO BE MANUFACTURED TO
RELEVANT AUSTRALIAN STANDARDS INCLUDING BUT NOT 15. THE CONTRACTOR IS TO CONFIRM THE LOCATION AND DEPTH
LIMITED TO AS4058 AND AS1992. OF ALL SERVICE CONDUITS IN VERGE PRIOR TO COmmENCING
WORKS. THE SUPERINTENDANT IS TO BE NOTIFIED OF ANY
// // // // 6. STORMWATER DRAINAGE AND STRUCTURES HAVE BEEN CONFLICTS WITH WORKS IDENTIFIED IN THESE PLANS
1.8
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DESIGNED FOR OPERATIONAL LOADS ONLY. CONTRACTOR TO IMMEDIATELY.
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UP 3 CONSIDER CONSTRUCTION LOADINGS AND ENSURE NO
1 16. ALL TRENCH EXCAVATION AND CONSTRUCTION SHALL COMPLY
2.0
EXCESSIVE LOADS ARE PLACED ON STORMWATER DRAINAGE
4 WITH THE REQUIREMENTS OF THE QUEENSLAND WORKPLACE
5 1 OR STRUCTURES.
3.6
HEALTH AND SAFETY ACT 2011.
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7. CONTRACTOR TO CONFIRM LOCATION AND LEVEL OF EXISTING
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STORMWATER DRAINAGE WHERE CONNECTING ON TO 17. REMOVE ANY REDUNDANT DRAINAGE OUTLETS FROM THE
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EXISTING. KERB AND CHANNEL INCLUDING ANY ASSOCIATED PIPEWORK
3.4
PROPOSED 5.0kL ACROSS THE FOOTWAY AND REINSTATE THE KERB AND
RAINWATER TANK POOL POOL DECK DECK LIVING CARPORT CHANNEL AND THE FOOTWAY AREA IN ACCORDANCE WITH
4
2.2
RL 2.76 RL 2.80 RL 2.60 8. CONTRACTOR TO NOTIFY THE SUPERINTENDENT OF ANY
RL 2.40
3.
TI6337 UNSUITABLE FOUNDING MATERIAL WITHIN DRAINAGE TRENCH COUNCIL GUIDELINES.
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OR STORMWATER STRUCTURES AND AWAIT DIRECTION PRIOR
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TO LAYING OF PIPES. 18. ROADBASE MATERIAL SHOULD BE PLACED IN LAYERS AT LEAST
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3.2
75 mm THICK BUT NOT EXCEEDING 150 mm IN THICKNESS, AND
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2.4
9. ALL STORMWATER GRATES/LIDS WITHIN TRAFFICABLE AREAS COMPACTED TO A MINIMUM DENSITY OF 95% OF THE MAXIMUM
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1 TO BE CLASS "D" IN ACCORDANCE WITH AS3996. DRY DENSITY AS DETERMINED IN ACCORDANCE WITH
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1 AUSTRALIAN STANDARD AS1289.6.2.
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3.0
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1 10. ALL GRATES AND LIDS SHALL SIT FLAT WITH ITS SURROUND
19. CONTRACTOR TO UNDERTAKE ROADWORKS TESTING IN
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PROPOSED ROCK APRON FOR AND NOT BE LOOSE OR MOVE UNDER WHEEL LOADS.
ACCORDANCE WITH NOOSA SHIRE COUNCIL GUIDELINES,
SCOUR PROTECTION
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SW
DRAWINGS AND SPECIFICATIONS.
2.8
11. ALL STORMWATER STRUCTURES TO BE CONSTRUCTED IN
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POOL POOL DECK DECK
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LIVING CARPORT ACCORDANCE WITH PROJECT SPECIFICATION, AND LOCAL 20. INTERNAL CONCRETE TO BE 125mm THICK (EXCLUDING
RL 2.40 RL 2.76 RL 2.80 RL 2.60 AUTHORITY GUIDELINES AND SPECIFICATIONS. WHERE FINISHED TREATMENTS) N32 IN ACCORDANCE WITH AS1379 AND
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STRUCTURES EXCEED MAXIMUM DEPTH AS IDENTIFIED WITHIN AS3600. SL72 MESH MIN 50mm TOP COVER TO AS1304. MIN
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STANDARD DRAWINGS THE CONTRACTOR WILL ENSURE AN
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PROPOSED 5.0kL 100mm BASE COURSE WHERE SUBGRADE CBR <=6. LOCATION
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2.6
RAINWATER TANK ADEQUATE STRUCTURAL DESIGN IS UNDERTAKEN FOR THE
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AND TYPE OF INTERNAL CONCRETE JOINTS TO CONFORM TO
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SUBJECT STRUCTURE TO BE CONSTRUCTED TO.
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3 STRUCTURAL ENGINEERS SPECIFICATION.
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2
3
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LEGEND: EXISTING WATER VALVE
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// // // // // //
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SW
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FH
ADJACENT BOUNDARY
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3.0 EXISTING MAJOR CONTOUR
4 3 OE OE
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PROPERTY BOUNDARY
EXISTING MINOR CONTOUR
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5 4 PROPOSED MAJOR CONTOUR
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3.0
4 1
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1.8
// EXISTING FENCE
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5
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//
INLET PIT WITH CLASS B GRATED LID. PROPOSED MINOR CONTOUR
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\ \ \ \ \ \ \ \ \ \ \ EXISTING BUILDING
PROVIDE OCEANGUARD LITTER
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PROPOSED 5.0kL BASKET OR APPROVED EQUIVALENT EXISTING KERB AND CHANNEL PROPOSED RETAINING WALL
RAINWATER TANK
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DECK LIVING CARPORT > > > PROPOSED SWALE
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5 T EXISTING TELSTRA
RL 2.80
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RL 2.76 RL 2.60
RP73672
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OE EXISTING OVERHEAD ELECTRIC PROPOSED STORMWATER PIPE
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3.4
2.0
SW EXISTING STORMWATER PROPOSED STORMWATER PIT
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3.2
EXSTING WATER
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PROPOSED HEADWALL
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POOL 2
4 S EXISTING SEWER
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PROPOSED CONCRETE PAVEMENT
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3.0
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| EXISTING TOP OF BANK PROPOSED COBBLESTONE PAVERS
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PROPOSED FOOTPATH
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EXISTING TREE
DO
1
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POOL PROPOSED LANDSCAPE
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ON
2.2
2.8
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3.2
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EL
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LA
100Ø HIGH ROOF DOWNPIPE CONNECTION
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UP
DECK LIVING CARPORT ORIFICE PLATE DISK WITH FLOW OUTLET TO HYDRAULIC ENGINEERS
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LA
RL 2.76 RL 2.80 RL 2.60 35mm ORIFICE SPECIFICATIONS
KE
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HIGH FLOW
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OUTLET
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TANK WALL
2.4
5,000L SLIMLINE RAINWATER TANK
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SCREW ON RETENTION LEVEL 2600
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3. ACCESS CAP
0
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ATTENUATION
VOLUME 3KL
2.6
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1860
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RETENTION LEVEL
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2 OUTLET TO ORIFICE DISK TO BE GLUED INSIDE
6 1 DRAINAGE JUNCTION. uPVC OUTLET FROM TANK
6 NETWORK TO BUTT UP AGAINST ORIFICE DISK
RAINWATER REUSE
VOLUME 2KL
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