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SITE-BASED STORMWATER
MANAGEMENT PLAN
In Association with the
Material Change of Use Application
for the Proposed Mixed Use
Multi-Storey Occupancy Development
at
2 Bottlebrush Ave, Noosa Heads
Lot 157 on RP88772
for
AJG Property Development Trust
Ref: 2308-SBSMP-01_Version 1.0
July 2023
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Page 2
DOCUMENT INFORMATION
Document Title: Site-Based Stormwater Management Plan
Document Reference No. 2308-SBSMP-01 – Version 1.0
Commissioned By: AJG Property Development Trust
Barlow Shelley Consulting Engineers (Aust) Pty
Prepared By:
Ltd
Author: Jeremy Lawrance
Reviewed & Authorised By: Tony Shelley (BEng, ADCE, MIEAust, RPEQ)
DOCUMENT CONTROL
Version Date Author Reviewer
1.0 10th July, 2023 Jeremy Lawrance Tony Shelley
“©2022 Barlow Shelley Consulting Engineers Pty Ltd All Rights Reserved. Copyright in the whole and every part of this
document belongs to Barlow Shelley Consulting Engineers Pty Ltd and may not be used, sold, transferred, copied or
reproduced in whole or in part in any manner or form or in or on any media to any person without the prior written consent
of Barlow Shelley Consulting Engineers Pty Ltd”
Page 3
EXECUTIVE SUMMARY Barlow Shelley Consulting Engineers (Aust) Pty Ltd has been commissioned by AJG Property Development Trust to undertake a Site-Based Stormwater Management Plan (SBSMP) for the proposed Mixed Use Multi-story development at Lot 157 on RP88772 at 2 Bottlebrush Avenue, Noosa Heads, Queensland. An assessment of the stormwater quantity was performed to demonstrate the comparison between the existing and developed case peak stormwater flow rate discharging from the property. It was found the 1-Year, 10-Year, and 100-Year ARI (63%, 10%, & 1% AEP) design storms were comparable between both existing and developed case. The post- developed site will discharge stormwater at peak flow rates comparable to the existing case. This is attributed to the relatively high existing fraction impervious value, and the comparable scale of the development. In the existing case, the entire site drains to the kerb and channel on Noosa Drive. The proposed development will formalize the existing lawful point of discharge by piping the roofwater to a newly constructed kerb inlet pit on Noosa Drive. A small portion of ground will fall to the street. An assessment of the stormwater quality requirements has been carried out in accordance with the Noosa Council Planning Scheme 2020. The proposed development site is less than the prescribed threshold for stormwater quality treatment, therefore the development is exempt from meeting stormwater quality treatment objectives. The development will be provided with alternative stormwater quality management, being sloped hardstand surfaces to landscaped areas where possible. Stormwater runoff will generally be buffered by landscaped areas prior to discharge to Noosa Drive. The proposed development will discharge stormwater to a Lawful Point of Discharge being a newly constructed kerb inlet pit on Noosa Drive, in accordance with QUDM (2016).
Page 4
CONTENTS 1.0 INTRODUCTION..................................................................................................... 5 2.0 SITE DESCRIPTION ............................................................................................... 5 3.0 PROPOSED DEVELOPMENT ................................................................................ 6 4.0 STORMWATER QUANTITY MANAGEMENT ........................................................ 7 5.0 STORMWATER QUALITY MANAGEMENT ........................................................... 9 5.1 CONSTRUCTION PHASE .................................................................................. 9 6.0 CONCLUSION ...................................................................................................... 12 7.0 LIMITATIONS OF THIS REPORT......................................................................... 13 8.0 REFERENCES...................................................................................................... 14 9.0 CLOSURE ............................................................................................................ 15 APPENDICES APPENDIX A - Preliminary Plans by Barlow Shelley Consulting Engineers APPENDIX B - Stormwater Management Design Objectives APPENDIX C - Stormwater Calculations
Page 5
1.0 INTRODUCTION
Barlow Shelley Consulting Engineers (Aust) Pty Ltd was commissioned by AJG Property
Development Trust to prepare a Site-Based Stormwater Management Plan (SBSMP). The
plan relates to the Mixed Use Multi-story development located at 2 Bottlebrush Ave, Noosa
Heads, Queensland (Refer to Figure 1.1 – Locality map of the site).
Lot 157 RP88772
Figure 1.1 Locality map of site
2.0 SITE DESCRIPTION
The site is legally described as Lot 157 on RP88772 at 2 Bottlebrush Avenue, Noosa Heads,
Queensland. It lies within the Local Government area of Noosa Council and is
approximately 1km to the south of Hastings Street Noosa Heads.
The site has a total area of 546m2 (0.0546ha) and is currently developed with a single-
storey, multi-tenancy commercial building. The site is zoned as Major Centre Zone, and is
surrounded by similar zoned properties. For the purposes of stormwater management, the
site falls within the Southern Noosa Fresh Water environmental value zone.
Page 6
3.0 PROPOSED DEVELOPMENT The proposed development consists of a mixed-use, multi-storey building (Basement carpark, ground floor commercial space, levels 1 & 2 residential dwellings). The proposed development will comprise the construction and/or installation of the following components for land use purposes: site earthworks and buildings (future) access driveway and car parks stormwater drains other ancillary services landscaping. Once the development has been completed, all disturbed portions of the site will be rehabilitated or covered by some form of protection against soil erosion and the transportation of suspended solids from the site. These improvements will include structures, paved areas and landscaping.
Page 7
4.0 STORMWATER QUANTITY MANAGEMENT
The existing property is developed with commercial structures being a driveway, large
commercial building with 2 tenancies and associated hardstand surfaces, as shown in
Figure 4.1. The existing fraction impervious value is approximately fi=0.79.
Figure 4.1 Existing Site Structures
The developed fraction impervious value was determined from the proposed architectural
layout, and found to be fi=0.73. It is anticipated the peak flow rates between the existing
and developed cases will be comparable. The proposed stormwater flow regime ensures
no-worsening of flows, while providing the site with a Lawful Point of Discharge to a newly
constructed kerb inlet pit in Noosa Drive.
The 1-Year ARI (63 % AEP), 10-Year ARI (10 % AEP), 100-Year ARI (1 % AEP) were
calculated using the Rational Method, where the time of concentration was 5 minutes
(standard inlet time) for both the existing and proposed developed case, in accordance with
QUDM (2016). Table 4.1 below presents the results of the Rational Method calculation
comparing the existing and proposed developed case peak flows.
Page 8
Design Storm Event Existing Case Proposed
Developed Case
1-Year ARI
17 L/s 16L/s
(63% AEP)
10-Year ARI
29L/s 29L/s
(10% AEP)
100-Year ARI
51L/s 51L/s
(1% AEP)
Table 4.1 Rational Method Calculation Peak Flow Rates
Results for the design storms listed in Table 4.1 are comparable between the existing and
developed case. The 10-Year and 100-Year ARI was found to be 29L/s and 51L/s,
respectively, for both existing and proposed development scenarios. This is attributed to the
relatively small site catchment, and high existing fraction impervious value, which the
proposed development marginally reduces.
Peak stormwater flow discharging from the property will be relative to the existing case.
Refer to Appendix C for calculations. In the existing case the entire site drains to Noosa
Drive, whereas the proposed development will pipe the roof, and a small portion of ground
catchment will discharge as sheet flow to Noosa Drive. By reducing the sites fraction
impervious, the development ensures no worsening of flows from the site.
Page 9
5.0 STORMWATER QUALITY MANAGEMENT
The proposed development site is 546m2, being substantially less than 2,500m2 the
development is exempt from meeting stormwater quality treatment objectives specified in
Qld SPP (2017). For the scale of the development the proposed development will be
provided with alternative stormwater quality treatment outcomes to mitigate stormwater
borne pollutants. Hardstand surfaces will be sloped to landscaped areas where possible
thus buffering stormwater runoff from the property.
Section 4.1 below outlines the construction phase stormwater management objectives.
5.1 CONSTRUCTION PHASE
5.1.1 Pollutants
Typical pollutants generated during the construction phase of a development are listed in
Table 5.1 below.
Pollutant Potential Source Priority
Litter Paper, construction packaging, food packaging, High
cement bags, off cuts
Sediment Unprotected exposed soils and stockpiles during High
earthworks and building works
Hydrocarbons Fuel and oil spills, leaks from construction High
equipment and temporary car park areas.
Toxic Materials Cement slurry, asphalt primer, solvents, cleaning Medium
agents, wash waters (e.g. From tile works)
Alkaline Cement slurry and wash waters High
substances
Table 5.1 Typical Construction Phase Pollutants
5.1.2 Potential Impacts
Construction activities can have a potential impact on water quality. Removal of vegetation,
earthworks and changes to drainage patterns can result in erosion and sediment being
washed into waterways. This can impact on the physical-chemical parameters of the
receiving water, decline in the health of aquatic ecosystems, and overall aesthetics.
Potential impacts to the receiving waters surrounding the development site will be
minimized during the construction phase with typical measures as outlined below. These
measures should be adequately detailed on erosion and sediment control plans as part of
the development’s Operational Works application.
Page 10
5.1.3 Performance Objectives The amount of runoff traversing and discharging from the site while under construction should be kept to a minimum. This will restrict soil erosion and mobilisation of sediments and pollutants through and off the site. Stormwater runoff at discharge points during the construction phase shall comply with the objectives detailed in Table A in Appendix 2: Stormwater Management Design Objectives, Part G, SPP (2017). 5.1.4 Control Measures The following are typical treatment measures that should be implemented before the commencement of any construction works. Detailed erosion and sediment control procedures are to be based on the erosion and sediment control plans lodged at the Operational Works phase. Maintenance Maintenance of erosion and control treatment measures (such as sediment fences) will be undertaken if it is observed that they have not been properly installed or the capacity of the measure falls below 75%. Minimise Disturbed Areas Only clear land which will be actively under construction in the near term (e.g. within the next 3-6 months). Stabilise Disturbed Areas Provide temporary stabilisation of disturbed soils whenever active construction is not occurring on a portion of the site. Provide permanent stabilisation during finish grade and landscape the site. Protect Slopes and Channels Safely convey runoff from the top of the slope and stabilise temporary and permanent channel crossings as quickly as possible and ensure that increases in runoff velocity caused by the project do not erode the channel. Diversions of Upslope Runoff To prevent the contamination of clean runoff, upslope runoff should be diverted away from areas of exposed soil. This may be achieved by installing tightly abutting sandbags, creating a ‘sandbag perimeter bank’ to divert flow. Sediment Fences and Inlet Protection
Page 11
Delineate site perimeter to prevent disturbing areas outside the project limits. Sediment fences should be installed around the perimeter of works to ensure contaminated runoff is filtered and sediment is trapped before leaving the site. Sandbags or geofabric should also be placed around/over existing stormwater inlets/grates throughout the site to ensure that any contaminated runoff is filtered before it enters the existing piped stormwater network. Retain Sediment Retain sediment-laden waters from disturbed, active areas within the site. Stabilised Vehicle Entry/Exit Point To minimise transport of sediment off site, a stabilised entry/exit point will be constructed. All vehicles entering and leaving the site must use this designated entry/exit point. Stockpiles Stockpile locations should be identified before the commencement of works. Ideally, they should be located in a flat area at least 15m from any water body or stormwater inlet. Sediment fences should be installed downslope of all erodible stockpiles, and upslope protection measures should be used (i.e. sandbags or sediment fence) to divert runoff in the event of rain. At the end of each working day stockpiles should be covered with geofabric if rain or high winds are forecast. Street Sweeping Ensure that local roads are swept as required. This will minimise the potential for sediment tracked onto the road to be washed into the stormwater system. If a large quantity of sediment is being tracked onto the surrounding streets the stabilised entry/exit point may need to be raked or reinforced with rock to provide more effective sediment removal for vehicles. Erosion Control Matting and Permanent Stabilisation Exposed areas onsite should be permanently stabilised (i.e. with turf) as the construction works progress. Erosion control matting or mulching should be used as a temporary measure to stabilize exposed areas before permanent stabilisation can be undertaken. Monitoring Monitoring and recording of the performance of the drainage control devices including are to be undertaken in accordance with local government requirements. It is further recommended that the proposed construction works are undertaken during periods of dry weather to reduce the potential for sediment to be transported off site during construction.
Page 12
6.0 CONCLUSION This site-based stormwater management plan has reviewed the stormwater quality management at the proposed development at 2 Bottlebrush Ave, Noosa Heads, Queensland. Based on this assessment the following conclusions have been made: The proposed development is exempt from meeting stormwater quality treatment targets. Non-worsening of stormwater flows to the street is ensured. Peak stormwater flow rates were calculated and found to be comparable to the existing case. The 1-Year ARI is limited to the existing case, because of the limited scale of the development, and relatively high fraction impervious of the existing property. The proposed development will be provided with a Lawful Point of Discharge being a newly constructed kerb inlet pit in Noosa Drive. In summary, stormwater leaving the site will be buffered by landscaped areas, and discharge to a Lawful Point of Discharge.
Page 13
7.0 LIMITATIONS OF THIS REPORT This Site-Based Stormwater Management Plan (SBSMP) has been tailored to report on issues in the areas of interest, as detailed above. The information in this report is not to be used outside of the subject area. We consider that this SBSMP accurately considers conditions at the area of interest at the time the SBSMP was developed and based on information supplied to us by second and third parties. This SBSMP is to be reviewed, if site conditions change in the future. This SBSMP has been undertaken for the specific purposes of the AJG Property Development Trust, as detailed in our correspondence to them, and is solely for their use. This SBSMP should only be used in full and may not be used to support objectives other than those set out herein, except where written approval, with comments, are provided by Barlow Shelley Consulting Engineers (Aust) Pty Ltd. Barlow Shelley Consulting Engineers (Aust) Pty Ltd accept no liability with respect to the accuracy of information supplied by second and third parties.
Page 14
8.0 REFERENCES Department of Infrastructure, Local Government and Planning (July 2017), State Planning Policy, DILGP, Brisbane. Institute of Public Works Engineering Australasia, Queensland (2017), Queensland Urban Drainage Manual – Fourth Edition, IPWEAQ, Queensland.
Page 15
9.0 CLOSURE Should further information be required please contact: AUTHORED BY: JEREMY LAWRANCE – Undergraduate Engineer For and behalf of; BARLOW SHELLEY CONSULTING ENGINEERS (AUST) PTY LTD REVIEWED & APPROVED BY: TONY SHELLEY - Director BEng ADCE RPEQ MIEAust For and behalf of; BARLOW SHELLEY CONSULTING ENGINEERS (AUST) PTY LTD
Page 16
Plans prepared by Barlow Shelley Consulting Engineers
Page 17
PROPOSED LEGEND
PROPOSED BUILDING -
REFER TO ARCHITECTS PLANS
PROPOSED CONCRETE AREA
PROPOSED PAVED AREA
BO PROPOSED PATHWAY
TT
LE PROPOSED RETAINING WALL
BR PROPOSED SEWER MAIN CONNECTION
RIVE
US PROPOSED WATER SERVICE
H WM PROPOSED WATER METER
AV
NOOSA D
SURFACE FALL / FLOW DIRECTION
EN PROPOSED INTERNAL STORMWATER
PROPOSED STORMWATER PIT FOR
UE
PROPERTY DRAINAGE CONNECTION EXISTING LEGEND
PROVIDED AT GROUND LEVEL (MIN IL 22.55)
28.0 NATURAL SURFACE CONTOURS
PROPOSED 375Ø STORMWATER
DRAINAGE CONNECTION FOR S EXISTING SEWER PIPE & MANHOLE
SITE DRAINAGE W EXISTING WATER PIPE
SW EXISTING STORMWATER PIPE
PROPOSED STORMWATER T EXISTING TELECOMMUNICATION
GULLY OVER EXISTING
MANHOLE CHAMBER (IL 22.45) E EXISTING OVERHEAD ELECTRICAL
T EXISTING UNDERGROUND ELECTRICAL
EXISTING KERB AND CHANNEL
DEEP PLANTING OVER
PARKING HEADSPACE.
REFER TO SECTION ON R08.
P4
P3
4.0
m
P5
P2
FFL 25.06
PAD 24.76
P1
P6
NS 24.88 VIS
ITO
R
< 2.5%
GENERAL WIDE HEAVY DUTY
< 2.5% COMMER
VEHICLE CROSSING IN ACCORDANCE CIAL
COMMER
PARK CIAL
WITH IPWEAQ STD DWG RS-051 FL 25.06 P8 PARK
FL 25.07 P9
FL 25.06
< 12.5% FL 24.61
< 2.5%
NS 24.42 FL 24.77
NS 24.50
NS 24.58
FL 25.06
a:\2308-75 noosa drv noosa heads\acad civil preliminary\2308 - da.dwg
1
R05
CAUTION - EXISTING SERVICES
THE CONTRACTOR IS TO DETERMINE THE EXACT LOCATION OF
ALL EXISTING SERVICES IN THE VICINITY OF THE PROPOSED
WORKS PRIOR TO THE START OF ANY CONSTRUCTION. THE
COST OF ANY RECTIFICATION WORKS DUE TO DAMAGE OF
Director:7736)
(RPEQ TONY SHELLEY
Director:7736)
(RPEQ TONY SHELLEY
EXISTING SERVICES SHALL BE BORNE BY THE CONTRACTOR.
PROJECT: JOB NUMBER
REV DATE DESCRIPTION BY CHKD DRAWN
I GDETAL
IS SCALE APPROVED PROPOSED MIXED USE DEVELOPMENT 2308
A 04-07-23 INITIAL ISSUE BK JP AT 2 BOTTLEBRUSH AVENUE, NOOSA HEADS
B 31-07-23 FOR APPROVAL BK JP DATUM AHD SHEET: 6 OF 7
0 2 4 6 8 10m FOR AJG PROPERTY DEVELOPMENT TRUST
DESIGN JP
................. DRAWING TITLE: DRAWING NUMBER REV
DRAWN BK
SCALE 1:200 A3
DESIGN CHECK
Director: TONY SHELLEY
p 07 5443 8285 LEVELS & DRAINAGE PLAN R06 B
JL (RPEQ 7736)
This drawing is not to be copied or amended without written permission from e [email protected] w www.barlowshelley.com.au
DATE 04-07-2023 Barlow Shelley Consulting Engineers a PO Box 899 Maroochydore 4558 ABN 89 215 591 077
Page 18
Stormwater Management Design Objectives
Page 19
Appendix 2 – Stormwater management
design objectives
Table A: Construction phase – stormwater management design objectives
Application:
• Applies to all climatic regions.
Part 1 Construction phase – stormwater management design objectives12
Issue Desired outcomes
Drainage control 1. Manage stormwater flows around or through areas of exposed soil to avoid contamination.
2. Manage sheet flows in order to avoid or minimise the generation of rill or gully erosion.
3. Provide stable concentrated flow paths to achieve the construction phase stormwater
management design objectives for temporary drainage works (part 2).
4. Provide emergency spillways for sediment basins to achieve the construction phase
stormwater management design objectives for emergency spillways on temporary
sediment basins (part 3).
Erosion control 1. Stage clearing and construction works to minimise the area of exposed soil at any
one time.
2. Effectively cover or stabilise exposed soils prior to predicted rainfall.
3. Prior to completion of works for the development, and prior to removal of sediment
controls, all site surfaces must be effectively stabilised13 using methods which will
achieve effective short-term stabilisation.
Sediment control 1. Direct runoff from exposed site soils to sediment controls that are appropriate to the
extent of disturbance and level of erosion risk.
2. All exposed areas greater than 2500 metres2 must be provided with sediment controls
which are designed, implemented and maintained to a standard which would achieve
at least 80% of the average annual runoff volume of the contributing catchment
treated (i.e. 80% hydrological effectiveness) to 50mg/L Total Suspended Solids (TSS)
or less, and pH in the range (6.5–8.5).
Litter, hydrocarbons and other 1. Remove gross pollutants and litter.
contaminants 2. Avoid the release of oil or visible sheen to released waters.
3. Dispose of waste containing contaminants at authorised facilities.
Waterway stability and flood 1. Where measures are required to meet post-construction waterway stability objectives
flow management (specified in table B), these are either installed prior to land disturbance and are
integrated with erosion and sediment controls, or equivalent alternative measures
are implemented during construction.
2. Earthworks and the implementation of erosion and sediment controls are
undertaken in ways which ensure flooding characteristics (including stormwater
quantity characteristics) external to the development site are not worsened during
construction for all events up to and including the 1 in 100 year ARI (1% AEP).
12
Note: Drainage, erosion and sediment controls should be appropriate to the risk posed by the activity for the relevant climatic region e.g. considering the
potential soil loss rate, monthly erosivity or average monthly rainfall.
13
Note: An effectively stabilised surface is defined as one that does not, or is not likely to result in visible evidence of soil loss caused by sheet, rill or gully erosion
or lead to sedimentation water contamination.
page 80
Page 20
Part 2: Construction phase – stormwater management design objectives for temporary drainage works
Part G
Temporary drainage works Anticipated operation design life and
minimum design storm event
< 12 months 12–24 months > 24 months
Appendices
Drainage structure 1 in 2 year 1 in 5 year 1 in 10 year
ARI/39% AEP ARI/18% AEP ARI/10% AEP
Where located immediately up-slope of an occupied 1 in 10 year ARI/10% AEP
property that would be adversely affected by the
failure or overtopping of the structure
Culvert crossing 1 in 1 year ARI/63% AEP
Part 3: Construction phase – stormwater management design objectives for emergency spillways on
temporary sediment basins
Drainage structure Anticipated operation design life and
minimum design storm event
< 3 months 3–12 months > 12 months
Emergency spillways on temporary sediment basins 1 in 10 year 1 in 20 year 1 in 50 year
ARI/10% AEP ARI/5% AEP ARI/2% AEP
Note: Refer to IECA 2008 Best Practice Erosion and Sediment Control (as amended) for details on the application of the
Construction Phase requirements. Advice should be obtained from a suitably qualified person e.g. Certified Practitioner in
Erosion and Sediment Control, or Registered Professional Engineer Queensland, with appropriate knowledge and experience
in erosion and sediment control design and implementation.
State Planning Policy page 81
Page 21
Table B: Post construction phase – stormwater management design objectives
Application:
(1) A material change of use for an urban purpose that involves premises 2500 metres2 or greater in size and:
(a) will result in six or more dwellings; or
(b) an impervious area greater than 25 per cent of the net developable area.
(2) Reconfiguring a lot for urban purposes that involves premises 2500 metres2 or greater in size and will result in six or more lots.
Climatic region Design objectives
Reductions in mean annual load from unmitigated development (%)
Total Total Total Gross Waterway stability
suspended phosphorus nitrogen pollutants management
solids (TSS) (TP) (TN) >5mm
South East Queensland 80 60 45 90 Limit the peak 1-year
ARI event discharge
Central Queensland (south) 85 60 45 90
within the receiving
Central Queensland (north) 75 60 4015 90 waterway to the
pre-development peak
Cape York14, wet tropics and 80 6016 40 90
1-year ARI discharge
dry tropics
Western Queensland14 85 60 45 90
Notes:
• Mapping of climatic regions is available on the State Planning Policy Interactive Mapping System.
• In lieu of modelling, the default bio-retention treatment area to comply with load reduction targets for all Queensland regions
in 1.5 per cent of the contributing catchment area.
• Water stability objective applies if development drains to an unlined waterway within or downstream of the site where a risk of
increased erosion exists due to changes in hydrology. Local government may also require application of the waterway stability
objective where there are planned future rehabilitation works to return a lined channel to a natural channel design.
• The SPP Water quality guidance material provides advice on the measures that demonstrate compliance with table B.
14
Note: Applies to population centres greater than 25,000 persons.
15
Note: Mackay Regional Council has adopted a 35 per cent reduction for TN.
16
Note: Townsville City Council has adopted a 65 per cent reduction for TP.
page 82
Page 22
Stormwater Calculations
Page 23
Rational Method Calculations
Job Number 2308 IFD NOOSA NEW IFD
Address 2 Bottlebrush Ave, Noosa Heads By JL
Existing Case Proposed Development Case
Catchment Details Catchment Details
Area 0.05464 ha Area 0.05464 ha
fi 0.79 fi 0.73
C10 0.858 C10 0.846
I10 74.2 mm/hr I10 74.2 mm/hr
Standard Inlet Time Standard Inlet Time
Time 5 mins Time 5 mins
Peak Discharge Calculations
Existing Case Proposed Development Case
Design
Frequency
Storm Area (ha) Cy Iy (mm/h) Qy (m3/s) Area (ha) Cy Iy (mm/h) Qy (m3/s)
Factor (Fy)
(AEP)
63% 1 0.05464 0.80 0.6864 125 0.013 0.05464 0.6768 125 0.013
39% 2 0.05464 0.85 0.7293 151 0.017 0.05464 0.7191 151 0.016
18% 5 0.05464 0.95 0.8151 188 0.023 0.05464 0.8037 188 0.023
10% 10 0.05464 1.00 0.858 226 0.029 0.05464 0.846 226 0.029
5% 20 0.05464 1.05 0.9009 258 0.035 0.05464 0.8883 258 0.035
2% 50 0.05464 1.15 0.9867 301 0.045 0.05464 0.9729 301 0.044
1% 100 0.05464 1.20 1 334 0.051 0.05464 1 334 0.051