Original source · versioned page text
Attachment 1 - Proposal Plans
Plans and drawings: the text below has words only, no drawings.
2 New Kerb adaptors as per RSD-201
Ke
rb
6.0
5.5 LINDSAY CONSULTING PTY
LTD
3
15
5.
IL
Sealed control pit nt
radie
with bolted lid %G
projected boundary
0.5
e-
Approx SL 5.550 pip
N8
CS
Approx SL 5.550 IL 5.218 00
PV
T 5.0
.D
ia 1 CU
No L
IL 5.068 Ne
w2 FIL
20.567
New Dia 150 PVC SN8 pipe 1% gradient
Existing 2 No. Dia 100 PVC
downpipes to connect into new line
New Dia 150 PVC SN8 pipe
ALL IMPERMEABLE
4.5 SURFACES TO REMAIN AS
SHEET FLOW
FI T
CU
LL
REFER PAGE F26 FOR 100SQM Roof Area - Front DP catchment
CAPTIVE PIPE HYDRAULIC 4 No. Dia 100 PVC Downpipes
CALCULATIONS
Existing 2 No. Dia 100 PVC
downpipes to connect into new line
23.665
4.0
EXISTING RESIDENCE
New Dia 150 PVC SN8 pipe 1% gradient
FFL 5325
PAD 4925
Nominated on Arch plans. Plumber to
confirm As-constructed levels prior to
construction Existing 3000lt Min Detention tank
to be abandoned
155SQM Roof Area - Rear DP catchment Top of Downpipe - Approx RL 8.325
23.665
IL 4.730 at slow release point 6 No. Dia 100 PVC Downpipes
Start of drainage line - IL 5.100
Dia 25mm PVC Conduit from IL
of new drainage pipe to pit
New Dia 150 PVC SN8 pipe 1% gradient
3.5
300x300 Pit with level spreader for slow release to Emt B SP260161 (Sewer Easement)
empty captive pipe S 5
150 min wide grated drain as the level spreader 3.3
9
Connect all existing downpipes to Existing outlet pipe to be abandoned
new drainage pipe hung from Existing Sewer MH
existing blockwork/concrete slab Lid level 3.821
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Page 2
SEDIMENT AND EROSION
CONTROL DETAILS
GRATE TO BE GEOFABRIC
WRAPPED.
EARTH BUND CONSTRUCTION NOTES
BUILD WITH GRADIENTS BETWEEN 1 PERCENT AND 5 PERCENT.
AVOID REMOVING TREES AND SHRUBS IF POSSIBLE — WORK AROUND THEM.
ENSURE THE STRUCTURES ARE FREE OF PROJECTIONS OR OTHER IRREGULARITIES THAT COULD IMPEDE
WATER FLOW.
1.
ROLL OF NETTING FILLED 2
3. BUILD THE DRAINS WITH CIRCULAR, PARABOLIC OR TRAPEZOIDAL CROSS SECTIONS, NOT V SHAPED.
4.
5.
WITH 50 TO 70mm GRAVEL.
KERB INLET PROTECTION
NTS
ENSURE THE BANKS ARE PROPERLY COMPACTED TO PREVENT FAILURE.
COMPLETE PERMANENT OR TEMPORARY STABILISATION WITHIN 10 DAYS OF CONSTRUCTION.
ae,
DIRECTION OF ROW
TRAPPED SEDIMENT
/ TURF STRIPS BATTER GRADE
y
UNDISTURBED
~ AREA
CHANNEL STABILISATION
AS REQUIRED
Min. GRADE 0.25%
Max. GRADE 0.75%
MUST HAVE A STABILISED OUTLET.
TURF FLARES TO MAYBE USED AS CONTOUR DRAINS
RESTRICT SCOURING
ALONG TURF oe.
TURF STRIP
BEHIND KERB CAN BE CONSTRUCTED WITH
RR
x OR WITHOUT CHANNEL
ws road surface GRADIENT OF DRAIN ALL BATTER GRADES
aN 2(H):1(V) MAX.
RRR
NN)
ROR
300'mm min.
1% to 5%
DIRECTION
OF FLOW
ue eresF
NOTE: ONLY TO BE USED AS TEMPORARY BANK
WHERE MAXIMUM UPSLOPE LENGTH IS 80 METRES.
EARTH BUND CUT OFF DRAIN
GRASSED FILTER STRIPS
NOT TO REGULAR SCALE
STORMWATER TREATMENT DETAILS
SEDIMENT FLOCCULATION
The job of a flocculent is to effectively break down the dominance of the clay particles that contain a residual negative eleCIRCUITro—magnetic charge and thus allowing individual particles
fo be drawn together and settle under gravity.
METHOD OF APPLICATION
Large sediment basins such as the one this site, require that the gypsum is mixed into a slurry with water and then sprayed over the surface of the furbid water in the sediment
basin. It Is essential that the gypsum Is spread evenly over the entire surface for efficient treatment of the turbld water.
Generally the gypsum should be applied at a rate of about 32 kgm per 100 cuble m of detained turbld water, as per the adjacent table.
should be calibrated after the first two storm events to assess the actual flocculent application rate and settling time required for the site.
The final application rate should be sufficiently high to permit adequate sediment sediment flocculation (less than 50 NTU) and basin dewatering within two days (48 hours) from the
conclusion of each storm event, whilst maintaining other required water quality criteria such as pH (6.5 — 8.5) and dissolved oxygen (>80%).
METHOD OF TESTING THE STORMWATER
The stormwater detained in the sediment basin will be tested at a suitable location that will be decided upon at the site. The sample should be taken at a location that has adequate
access so no sediment Is resuspended while the testing Is being conducted.
The stormwater detained In the sediment basin will be tested with the TPS 90-FLT water quallty logger.
pH, turbidity and temperature of the stormwater. For further detalis and specifications on the TPS 90-FLT please refer to Appendix B.
If the TPS 90-FLT unit is not present a practical field test that approximates the required 50 NTU level is fo fill a clear plastic or glass 65mm diameter soft drink bottle with the
water and then hold it up to the light. If seeing clearly through the sample is not possible, then the sample is probably above the 50 NTU level.
METHOD OF DEWATERING
The sediment basin can be dewatered cs soon as the water quality criteria met (refer table below). A pump is fo be used to decant the basin with a floating inlet to prevent the
settled sediments from being removed from the basin. The pumping must cease prior to the setfled sediments being drawn into the Intake pipe, It Is essential that materials from
the sediment layer are not discharged In the pumping process.
The above dosing rate for the site
The TPS 90-FLT unlt samples and records the dissolved oxygen, conductivity,
STORMWATER DISCHARGE QUALITY CRITERIA
ACCEPTABLE TSS ACCEPTABLE PH DISSOLVED 0,
50mg/L 65 - 85 > 80%
SEDIMENT BASIN FLOCCULENT APPLICATION
AGENT | INDICATIVE DOSAGE | COMMENTS PRECAUTIONS & CONSTRAINTS | MIN. REQD. ON SITE
GYPSUM 32kg/100cub.m LITTLE PH CHANGE, SLIGHT INCREASE IN | NEEDS TO BE SPREAD EVENLY ACROSS POND. | 260 kgm
SALINITY CAN CAUSE SCUM DEPOSITS IN EQUIPMENT.
NOTE: NOTIFY ENGINEER TO CONFIRM DOSAGES & APPLICATION PRIOR TO USE.
TRAPPED SEDIMENT
TYPICAL GRASS FILTER STRIP DETAIL
N.T.S.
SURFACE ROUGHENING
‘SPILLWAY
150 MM MIN. 450 MM MIN.
50
AGGREGATE OR RECYCLED CONCRETE. ROCK TRENCHED 200 MM INTO GROUND
SPACING OF CHECK DAMS ALONG CENTRELINE
AND SCOUR PROTECTION BELOW EACH CHECK
DAM TO BE SPECIFIED ON SWMP/ESCP
ROCK CHECK DAM
ROCK CHECK DAM CONSTRUCTION NOTES
1.
* oF
CHECK DAMS CAN BE BUILT WITH VARIOUS MATERIALS, INCLUDING ROCKS, LOGS, SANDBAGS AND STRAW BALES. THE
MAINTENANCE PROGRAM SHOULD ENSURE THEIR INTEGRITY IS RETAINED, ESPECIALLY WHERE CONSTRUCTED WITH STRAW
BALES. IN THE CASE OF BALES, THIS MIGHT REQUIRE THEIR REPLACEMENT EVERY TWO TO FOUR MONTHS.
TRENCH THE CHECK DAM 200 MM INTO THE GROUND ACROSS ITS WHOLE WIDTH. WHERE ROCK IS USED, FILL THE
TRENCHES TO AT LEAST 100 MM ABOVE THE GROUND SURFACE TO REDUCE THE RISK OF UNDERCUTTING.
NORMALLY, THEIR MAXIMUM HEIGHT SHOULD NOT EXCEED 600 MM ABOVE THE GULLY FLOOR. THE CENTRE SHOULD
ACTING AS A SPILLWAY, BEING AT LEAST 150 MM LOWER THAN THE OUTER EDGES.
SPACE THE DAMS SO THE TOE OF THE UPSTREAM DAM |S LEVEL WITH THE SPILLWAY OF THE NEXT DOWNSTREAM
DAM.
STABILISE STOCKPILE.
EARTH BANK ‘SURFACE
FLOW
CRA ” Nw
—
TITIES
SEDIMENT FENCE
May
MO ODI
TOPSOIL STOCKPILE
TOPSOIL STOCKPILE CONSTRUCTION NOTES
. PLACE STOCKPILES MORE THAN 2 (PREFERABLY 5) METRES FROM EXISTING VEGETATION, CONCENTRATED
WATER FLOW, ROADS AND HAZARD AREAS.
CONSTRUCTION ON THE CONTOUR AS LOW, FLAT, ELONGATED MOUNDS.
WHERE THERE IS SUFFICIENT AREA, TOPSOIL STOCKPILES SHALL BE LESS THAN 2 METRES IN HEIGHT.
WHERE THEY ARE TO BE IN PLACE FOR MORE THAN 10 DAYS, STABILISE FOLLOWING THE APPROVED
ESCP OR SWMP TO REDUCE THE C—FACIRCUITOR TO LESS THAN 0.10.
CONSTRUCTION EARTH BANKS (STANDARD DRAWING 5-5) ON THE UPSLOPE SIDE TO DIVERT WATER AROUND
STOCKPILES AND SEDIMENT FENCES (STANDARD DRAWING 6-8) 1 TO 2 METRES DOWNSLOPE.
een >
a
LINDSAY CONSULTING 2
CLI
REO 4928.
OFF. 2¢/82 PARKER ATREET, MAROOGAYDDRE PH
THIS DRAWING REMAINS HE PROPERTY OF
LINDSAY CONSULTING PTY LTD AND IS FOR
THE SOLE USE OF THE CLIENT. NO PART
MAY BE USED IN PART OR WHOLE WITHOUT
PRIOR EXPRESS WRITTEN CONSENT OF
LINDSAY CONSULTING PTY LTD
CLIENT AND PROJECT DESCRIPTION
GREG & VICK] POWELL
PROPOSED RESIDENCE
NO.85 GYMPIE STREET
TEWANTIN
DRAWING TITLE
SEDIMENT & EROSION
DETAILS
SCALES
SURVEY DATUM
ASSOCIATED CONSULTANTS
REVISION LIST
fomputer File
220416FD.DWG
DRAWING NUMBER
22-0416-F24
SHEET] REV.
24
Page 3
LEVEL 1 PITCH
R.L. 11165
LEVEL 1 FCL
R.L. 11135 LINDSAY CONSULTING PTY
LTD
LEVEL 1 JOINERY
W W W
R.L. 10825 024 023 022 W
W
021 056
LEVEL 1 SFL
R.L. 8425 Connect all existing Dia 100 PVC downpipes to new drainage pipe
GROUND PITCH
R.L. 8065
GROUND FCL
R.L. 8035
W W
013 012 W W W W W
011 010 009 008 007
New Dia 150 PVC SN8 drainage pipe to connect uphill to
lawful point of discharge
GROUND SFL
5325
GROUND PAD Existing Blocked up Waffle Slab
5000 Ground level
Dia 25mm PVC Conduit from IL of new drainage pipe to pit
New Dia 150 PVC SN8 pipe 2% gradient
Suspended off existing concrete/blockwork wall
300x300 Pit with level spreader for slow release to empty captive pipe
150 min wide grated drain as the level spreader
REAR ELEVATION