dc.contributor.advisor |
Fassman, E |
en |
dc.contributor.author |
Hohaia, Nicholas |
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dc.date.accessioned |
2011-07-21T22:40:13Z |
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dc.date.issued |
2011 |
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dc.identifier.uri |
http://hdl.handle.net/2292/6995 |
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dc.description |
Full Text is available to authenticated members of The University of Auckland only. |
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dc.description.abstract |
Permeable pavements are an effective on-site stormwater management device. Currently there have only been a limited number of studies which model the underdrain outflow of permeable pavements using computer simulation software. Previous pavement studies use an equivalent curve number or modified stormwater model functions to simulate the response of the pavement. These do not capture the complex arrangement between storage and outflow. This study does so by using a beta version computer modelling package designed by the United States (US) Environmental Protection Agency (EPA), the Storm Water Management Model for Low Impact Design (SWMM5-LID(beta). This model uses a function specifically designed to simulate LID practices, including permeable pavement to simulate the response of five permeable pavement structures in two different climates: Auckland, New Zealand and North Carolina, USA. Monitoring data from June 2006 to July 2007 was available for a pavement parking lot in eastern North Carolina (NC), comprised of four different permeable pavement sections (Collins et al. 2008). The four types of pavement are Pervious Concrete (PC), concrete grid pavers (CGP) Permeable Interlocking Concrete Pavers with 12.9% open surface area (PCIP1) and 8.5% open surface area (PCIP2). In New Zealand a 200 m² permeable pavement section incorporating an active traffic lane and bus stop along Birkdale Road, Auckland was monitored between 2006 and 2008. The permeable surface is a concrete grid paver with 19% open surface area. Calibration of the model was by systematic adjustment of the model kinetic parameters and using the sum of squares of the residuals (SSQ) and Nash-Sutcliffe model efficiency to establish “best-fit” of the data. Verification of the model was achieved by comparison against additional storm events and a continuous simulation. The individual storms events used the Nash-Sutcliffe model efficiency coefficient to quantitatively assess the performance of the model. Flow frequency curves (FFC) were used to assess the validity of the continuous simulation. The drain coefficient (CD) and the drain exponent () were found to be the parameters which dictated the response of the output. It is recommended that the equation for the underdrain outflow needs to be modified to include physically based parameters of the pavement. The calibrated model for the Birkdale site demonstrated accurate prediction of the system’s response (+79% Nash-Sutcliffe coefficient) for both individual storms and continuous simulation. A calibrated CD of 0.000006 and of 3 is used for the Birkdale site to accurately predict individual storm events. These same parameters accurately predict the peak flow response of the pavement during continuously simulated events for the majority of storms (>20% exceedance). The model for this pavement has been adequately tested and fit to be used in other simulations. For the sites in North Carolina (PICP1, PICP2, CGP and PC) CD’s of 0.000196, 0.000928, 0.00009308 and 0.00059 respectively, were determined all with a of 3. Initial results for the PICP2 and PC pavements were favourable for the individual simulations producing medium to high values for the Nash-Sutcliffe coefficient (+41% to +83% for PICP2 and +24% to +57% for PC). However the continuous simulation only showed medium correlation between the measured and predicted peak flows (+57% for PICP2 and +73% for PC). It is concluded that the pavement has not been effectively calibrated and model should not be used for this type of pavement. The CGP pavement produced two conflicting sets of results. The individually simulated events showed very poor correlation to the measured data, but the continuous simulation shows a very high correlation (+92%). Due to the poor individual results this model it not recommended for modelling this pavement. The PICP1 pavement performed poorly for both individual and continuous simulation and the calibrated parameters should not be used to model this pavement. Using the calibrated parameters from the Birkdale site implementing permeable pavement in another 6.9 Ha existing New Zealand urban catchment was simulated to demonstrate the effectiveness of permeable pavements. The model was unable to match or reduce the existing catchments peak flow to the pre-developed condition. However the simulation demonstrated that for the 10 mm, Water Quality Volume (WQV), 50 mm and 2yr ARI storm permeable pavements were able to reduce the peak flow from the existing catchment by 99%, 95%, 80% and 86% respectively. Further reduction in peak flow can be achieved by disconnecting impervious surfaces from the stormwater network and draining them through the pavements. |
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dc.publisher |
ResearchSpace@Auckland |
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dc.relation.ispartof |
Masters Thesis - University of Auckland |
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dc.relation.isreferencedby |
UoA |
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dc.rights |
Restricted Item. Full Text is available to authenticated members of The University of Auckland only. |
en |
dc.rights |
Items in ResearchSpace are protected by copyright, with all rights reserved, unless otherwise indicated. Previously published items are made available in accordance with the copyright policy of the publisher. |
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dc.rights.uri |
https://researchspace.auckland.ac.nz/docs/uoa-docs/rights.htm |
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dc.rights.uri |
http://creativecommons.org/licenses/by-nc-sa/3.0/nz/ |
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dc.title |
The Hydraulic and Hydrologic Modelling of Permeable Pavement |
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dc.type |
Thesis |
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thesis.degree.discipline |
Civil Engineering |
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thesis.degree.grantor |
The University of Auckland |
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thesis.degree.level |
Masters |
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dc.rights.holder |
Copyright: The author |
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pubs.elements-id |
215042 |
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pubs.record-created-at-source-date |
2011-07-22 |
en |
dc.identifier.wikidata |
Q112886537 |
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