University of Mississippi University of Mississippi eGrove eGrove Electronic Theses and Dissertations Graduate School 2015 Analysis Of Pervious Concrete As A Stormwater Management Analysis Of Pervious Concrete As A Stormwater Management Tool Using Swmm Modeling Tool Using Swmm Modeling Liya Eshetu Abera University of Mississippi Follow this and additional works at: https://egrove.olemiss.edu/etd Part of the Engineering Commons Recommended Citation Recommended Citation Abera, Liya Eshetu, "Analysis Of Pervious Concrete As A Stormwater Management Tool Using Swmm Modeling" (2015). Electronic Theses and Dissertations. 932. https://egrove.olemiss.edu/etd/932 This Thesis is brought to you for free and open access by the Graduate School at eGrove. It has been accepted for inclusion in Electronic Theses and Dissertations by an authorized administrator of eGrove. For more information, please contact [email protected].
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University of Mississippi University of Mississippi
eGrove eGrove
Electronic Theses and Dissertations Graduate School
2015
Analysis Of Pervious Concrete As A Stormwater Management Analysis Of Pervious Concrete As A Stormwater Management
Tool Using Swmm Modeling Tool Using Swmm Modeling
Liya Eshetu Abera University of Mississippi
Follow this and additional works at: https://egrove.olemiss.edu/etd
Part of the Engineering Commons
Recommended Citation Recommended Citation Abera, Liya Eshetu, "Analysis Of Pervious Concrete As A Stormwater Management Tool Using Swmm Modeling" (2015). Electronic Theses and Dissertations. 932. https://egrove.olemiss.edu/etd/932
This Thesis is brought to you for free and open access by the Graduate School at eGrove. It has been accepted for inclusion in Electronic Theses and Dissertations by an authorized administrator of eGrove. For more information, please contact [email protected].
ANALYSIS OF PERVIOUS CONCRETE AS A STORMWATER MANAGEMENT TOOL USING
SWMM MODELING
A Thesis Presented in partial fulfillment of requirements for the degree of Master of Engineering Science
in the Department of Civil Engineering The University of Mississippi
by
LIYA ESHETU ABERA
May 2015
Copyright Liya Eshetu Abera 2015 ALL RIGHTS RESERVED
ii
ABSTRACT
Stormwater runoff occurs when precipitation flows over the ground.
Increase in impervious land cover due to urbanization causes excess stormwater runoff
and affects the quantity and quality of water bodies. The use of Low Impact Development
(LID) controls is highly recommended to reduce the excess volume of stormwater runoff.
LID controls include infiltration techniques such as pervious pavements, evaporation, and
storage techniques to reduce the volume of runoff.
In this study, an analysis is done for the performance of pervious concrete pavement
located at the University of Mississippi Law School parking area. The Law School was
constructed in 2010 and is adjacent to a privately owned recreational pond. Prior to the
construction of the Law School, runoff from the area, which contained student housing and
parking lots, contributed excessive water and sediments to the pond. The university then
constructed pervious concrete pavement to reduce the runoff. However, there is a high
volume of runoff from the Law School area going to the pond, which leads to the hypothesis
that the pervious concrete parking lot is not performing as planned. Multiple in-place
infiltration rate tests, using the ASTM C1701/C1701M-09 standard test method, were
conducted at different locations to evaluate the effectiveness of the pervious pavement. The
area was then modeled using the EPA Stormwater Management Modeling Tool (SWMM) to
quantify the volume of runoff that can be expected from different intensity storms with
various pervious concrete pavement area coverages and infiltration rates.
iii
Based on the infiltration rate test results the average infiltration rate of the
impervious pavement is 45 mm/hr, which is less than the desired rate. The modeling
results show pervious concrete is 25% more effective for a low intensity, long duration
storm (178-mm in 24-hr) than for a high intensity, short duration storm (209-mm in 4-hr).
21% to 45% volume of runoff can be reduced by increasing the area of pervious concrete
pavement coverage by 30%. However, the same volume of runoff cam be reduced by
maintaining the desired infiltration of pervious concrete pavement.
iv
DEDICATION
This thesis is dedicated to my husband Leti T. Wodajo, my father Eshetu Abera, and
my mother Abaynesh Libase, for their support and encouragement throughout my
academic journey.
v
LIST OF ABBREVIATIONS AND SYMBOLS
ASTM American Society for Testing and Material
BMPs Best Management Practices
IR Infiltration Rate
LID Low Impact Development
NRCS Natural Resource Conservation Service
PC Pervious Concrete
PCS Pervious Concrete Subcatchment
SWMM Storm Water Management Modeling
US United States
USEPA United States Environmental Protection Agency
vi
ACKNOWLEDGEMENTS
First and foremost, I would like to thank my loving God for giving me this
opportunity. Without him, I can’t do anything.
Then, I would like to thank my academic advisor, Dr. Cristiane Surbeck for all of her
guidance and support for the past two years. I have learned a lot from her through the
learning process of this master’s thesis. This project has broadened my knowledge,
qualifications, and skills that I know will help me in the coming years. Thank you again for
your commitment and research guidance. I would like to acknowledge my committee
members, Dr. Gregg Davidson, Dr. Andrew O’Reilly, and Dr. Cristiane Surbeck for all of their
guidance and encouragement in the final step of my graduate work.
I would like to thank the University of Mississippi, the Department of Civil
Engineering for supporting me and my research. I would also like to thank the Department
of Facilities Planning, specifically the university’s Architect Ian G. Banner for providing us
with the as-built drawings and construction specific information that was needed for this
thesis.
Finally, I would also like to thank the following people for their help and support
during my field experiments and data analysis: Leti Wodajo, Yang Zhao, Tim Hall, Ross
Berry, Christopher Douglas, and Min Yan Hsieh.
vii
TABLE OF CONTENTS
ABSTRACT ................................................................................................................................................ ii
DEDICATION PAGE ............................................................................................................................... iv
LIST OF ABBREVIATIONS AND SYMBOLS ....................................................................................... v
ACKNOWLEDGEMENTS ....................................................................................................................... vi
LIST OF FIGURES ..................................................................................................................................... x
2.1 Stormwater Runoff Problems....................................................................................... 5 2.2 Low Impact Development Controls ............................................................................. 6 2.3 Pervious Concrete ......................................................................................................... 8 2.4 Standard Method for Testing In-place Infiltration Rate of Pervious Concrete ...... 12 2.5 EPA SWMM .................................................................................................................. 13 2.6 The Study Area ............................................................................................................ 14
2.6.1 The Law School Parking Area .................................................................................. 14 2.6.2 The Athletics Facility Parking area ......................................................................... 16
3 MATERIALS AND METHODS .................................................................................................... 17
4 RESULTS AND DISCUSSION ...................................................................................................... 36
4.1 Field Infiltration Rate Test Results ............................................................................ 36 4.1.1 The Law School Parking Area .................................................................................. 36 4.1.2 The Athletics Facility Center Pervious Concrete Pavement .................................... 38
4.3 SWMM Simulation Results .......................................................................................... 47 4.3.1 Storm 1: Design Storm of 178 millimeters in 24 hours ........................................... 51 4.3.2 Storm 2: Short, High Intensity storm of 76 millimeters in 1 hour .......................... 53 4.3.3 Storm 3: Real Storm of 209 millimeters in 4 hours ................................................. 55
4.4 Statistical Analysis Results ......................................................................................... 63 4.4.1 Infiltration Rate by Location ................................................................................... 63 4.4.2 Volume of Runoff by Pervious Concrete Area Coverage ......................................... 65 4.4.3 Volume of Runoff by Infiltration Rate ..................................................................... 65 4.4.4 Volume of Runoff by Storm Type ............................................................................. 67
4.5 Sources of Errors ......................................................................................................... 69
C-1: Normality Test ........................................................................................................... 123 C-2: One Way ANOVA Post Hoc Comparison .................................................................. 126
* The mean difference is significant at the 0.05 level.
69
4.5 Sources of Errors
Errors associated with this research include:
� During the infiltration rate test, plumber’s putty was applied on the bottom edge
of the infiltration ring, covering part of the area of the pervious concrete inside
the ring. This affects the infiltration rate calculation. Due to the radius of the ring
being one of the denominators in the infiltration rate formula, this error can
result in a lower infiltration rate than the actual infiltration rate of the pavement.
� During the infiltration rate tests at the Athletics Facility Center, 18 kg of water
was used for 4 test locations, and keeping the water between the two marked
lines was a little bit difficult (not accurate constant flow). This can give an
inaccurate elapsed time during the tests and underestimate the actual infiltration
rate of the pavement.
� In some infiltration rate test locations, only the pre-wetting stage was done. In
those cases infiltration rate was estimated based on the pre-wetting stage. One
study (Brown and Borst 2014) states that this estimation is acceptable.
� Because it was not possible to get every input property from the field, some of the
input properties for SWMM modeling were determined from the SWMM user’s
manual and literatures review. This can affect the simulation results.
70
5 CONCLUSIONS
The main objective of this research was to assess the performance of pervious
concrete pavement as a storm water management tool. This included in-place infiltration
rate measurements and modeling pervious concrete with SWMM, for different storms,
infiltration rates, and pervious concrete area coverage. In this section, conclusions and
recommendations from this study and for future work are presented.
5.1 Infiltration Rate for Pervious Concrete
Based on the infiltration rate tests and modeling results conducted on a four-year
old and a newly constructed pervious concrete pavement:
� The infiltration rate of the University of Mississippi Law School pervious
concrete pavement was found to be 55 mm/hr on average. This indicates
that the pavement does not have the desired infiltration rate, which is a
minimum of 280 mm/hr specifically for the study area as determined in this
research, and therefore is not performing as planned.
� The newly constructed pervious concrete pavements, with a thickness of 8
inches of pervious concrete layer and 8 inches of sub-base layer, has an
infiltration rate ranging from 340 mm/hr to 25,600 mm/hr. There is no
uniform infiltration rate throughout pervious concrete pavements even if
they are constructed at the same time.
71
� There is a significant difference between the infiltration rate of the Law
School and Athletics Facility Center pervious concrete pavements and there
are four years difference between the constructions these pavements. Also,
there is evidence that the infiltration rate of the Law School pervious
concrete pavement decreased from 2014 to 2015. Therefore, infiltration rate
of a pervious concrete pavement reduces with age. To maintain the designed
infiltration rate of the pavement and to decide how frequently maintenance
is needed, the pavement should be inspected regularly.
It is recommended that during the design of pervious concrete pavements, the
underlying soil type should be considered. For instance, if the soil grain size or the capacity
of the soil to hold water is small, increasing the sub-base thickness may increase the total
storage capacity of the pervious concrete system. If the soil grain size is large, a minimum
sub-base thickness can be used which will be more cost-effective.
5.2 SWMM Modeling
45 simulations were done with different scenarios and the results were compared to
each other. The SWMM modeling results showed that:
� Pervious concrete pavement is 25% more efficient for a low intensity, long
duration storm than for a high intensity, short duration storm.
� To reduce the volume of runoff produced from different storms, maintaining
a high infiltration rate of the pervious concrete pavements is recommended,
rather than designing a larger area of pervious concrete pavement.
Increasing the area of pervious concrete coverage by 30% reduces the
volume of runoff by 21% to 45% based on the storm type. However, the same
72
volume of runoff can be reduced by maintaining the desired infiltration rate
of the pervious concrete pavement.
� Based on the SWMM simulation results, if the pavement has an infiltration
rate of 280 mm/hr instead of 45 mm/hr, it can reduce the peak runoff flow
by 20%, on average, depending on the storm type and the storm distribution.
� To handle a high intensity, short duration storm, more pervious concrete
area is required than to handle a low intensity, long duration storm. The
design of the most effective area should depend on the most expected storm
type.
� While recommendations of pervious concrete infiltration rates range from
5,000 mm/hr to 40,000 mm/hr, based on this study’s results, a specific
infiltration rate of 280 mm/hr can handle different types of storms
effectively.
In future experiments, conducting continuous infiltration rate tests and cleaning
pervious concrete pavement regularly, starting immediately after construction, will be
beneficiary to determine how often maintenance is required .
73
LIST OF REFERENCES
74
Alam, A., Haselbach, L., and Cofer, W. (2012). "Validation of the Performance of Pervious Concrete in a Field Application with Finite Element Analysis (FEA)." J of ASTM
International, 9(4).
American Concrete Pavement Association. (2006). "Stormwater Management with Pervious Concrete Pavement." IS334P.
Andy Field. (2009). Discovering statistics using SPSS. Sage publications.
ASTM. (2009). "Standard Test Method for Infiltration Rate of in place Pervious Concrete." Rep. No. C1701/C1701M - 09, ASTM International, PA, USA.
Bean, E. Z., Hunt, W. F., and Bidelspach, D. A. (2004). "Study on the surface infiltration rate of permeable pavements." Proceedings of the 2004 World Water and Environmetal
Resources Congress: Critical Transitions in Water and Environmetal Resources Management,
749-758.
Bedan, E. S., and Clausen, J. C. (2009). "Stormwater runoff quality and quantity from traditional and low impact development watersheds." J.Am.Water Resour.Assoc., 45(4), 998-1008.
Brown, H. J. (2012). "The Development, Implementatio, and Use of ASTM C1701 Field Infiltration of In Place Pervious Concrete."
Brown, R. A., and Borst, M. (2014). "Evaluation of surface infiltration testing procedures in permeable pavement systems." Journal of Environmental Engineering (United States),
140(3).
Chopra, M. B. (2011). Pervious Pavements: Installation, Operations and Strength. FlexiPave
(recycled Rubber Tires) System. University of Central Florida, Stormwater Management Academy.
Dempsey, B. A., and Swisher, D. M. (2003). "Evaluation of Porous Pavement and Infiltration in Centre County, PA." World Water and Environmental Resources Congress, 2135-2145.
Denison Jr., W. B. (2012). "Performance of pervious Portland cement concrete by field and laboratory testing, including void structure, unit weight, compressive and flexural strength." ASTM Special Technical Publication, 17-26.
Dietz, M. E. (2007). "Low impact development practices: A review of current research and recommendations for future directions." Water Air Soil Pollut., 186(1-4), 351-363.
Dougherty, M., Hein, M., Martina, B. A., and Ferguson, B. K. (2010). "Quick surface infiltration test to assess maintenance needs on small pervious concrete sites." J.Irrig.Drain.Eng., 137(8), 553-563.
Florida Concrete and Products Association Inc. (2012). "Pervious Pavements Manual." http://www.fcpa.org/ (2014).
Gironás, J., Roesner, L. A., Davis, J., Rossman, L., and Supply, W. (2009). Storm water
management model applications manual. National Risk Management Research Laboratory, Office of Research and Development, US Environmental Protection Agency.
Hinkle, D. E., Wiersma, W., and Jurs, S. G. (2003). "Applied statistics for the behavioral sciences."
Hopkinson, C. (1980). "Modeling the Relationship between Development and Stormwater and Nutrient Runoff." 4(Environmental Management).
Jang, S., Cho, M., Yoon, Y., Yoon, J., Kim, S., Kim, G., Kim, L., and Aksoy, H. (2007). "Using SWMM as a tool for hydrologic impact assessment." Desalination, 212(1), 344-356.
Kim, H. (2014). "Assessment of Porous Pavement effectiveness on Runoff Reduction Under Climate Change Scenarios." Desalination and Water Treatment.
Kovler, K., and Roussel, N. (2011). "Properties of fresh and hardened concrete." Cem.Concr.Res., 41(7), 775-792.
Lee, M. -., Lee, M. -., Huang, Y., and Chiang, C. -. (2013). "Water purification of pervious concrete pavement." ICSDEC 2012: Developing the Frontier of Sustainable Design,
Engineering, and Construction - Proceedings of the 2012 International Conference on
Sustainable Design and Construction, 741-748.
Li, H., Kayhanian, M., and Harvey, J. T. (2013). "Comparative field permeability measurement of permeable pavements using ASTM C1701 and NCAT permeameter methods." J.Environ.Manage., 118 144-152.
Martin, W. D., Kaye, N. B., and Putman, B. J. (2014). "Impact of vertical porosity distribution on the permeability of pervious concrete." Constr.Build.Mater., 59 78-84.
76
Mays, W. L. (2010). "Precipitation (Rainfall)." Water Resources Engineering, John Wiley & Sons, Inc, 254-255.
Municode (2014). "Code of Ordinances City of Oxford, Mississippi." http://library.municode.com/index.aspx?clientId=14308&stateId=24&stateName=Mississippi (June, 2014).
Nix, S. J. (1994). Urban stormwater modeling and simulation. CRC Press.
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Obla, K. (2007). "Pervious concrete for sustainable development." Recent Advances in
Concrete Technology.
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Smith, R. (2012). "Potential Application of ASTM C1701 for Evaluating Surface Infiltration of Permeable Interlocking Concrete Pavements."
Temprano, J., Arango, Ó, Cagiao, J., Suárez, J., and Tejero, I. (2007). "Stormwater quality calibration by SWMM: A case study in Northern Spain." Water SA, 32(1),.
UCF. (2010). "University of Central Florida Stormwater Management Academy: Pervious Pavement Review." http://stormwater.ucf.edu/ (2014).
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77
LIST OF APPENDICIES
78
APPENDIX A: INFILTRATION RATE TEST
79
A-1: Field data
80
81
82
83
84
85
86
87
88
89
90
91
92
A-2: Sample Calculation
93
Infiltration Rate Sample Calculation
1. The Law School Pervious Concrete Parking Space 9, Test 1
The infiltration rate was calculated based on the following equation methods document.
� =��
��∗�
Known variables:
D = Inside Diameter of infiltration ring = 304.8 mm
k = 4,583,666,000 mm3.s/kg.h Measured variables during the test:
M= Mass of infiltrated water = 3.6 kg
t = Time required for measured amount of water to infiltrate the concrete = 5906.35 s
Required Variable:
I = Infiltration rate, mm/hr
Calculation: I = *+
,-∗.
I = 4,583,666,000�mm3. s"/ �kg. h" ∗ 3.6 =
�304.8mm"> ∗ 5906.3 s
I = 30.07 mm/hr 2. The Ole miss Athletics Performance Center Pervious Concrete Parking Space 153,
Test 2
The infiltration rate was calculated based on the following equation methods document.
� =��
��∗�
Known variables:
D = Inside Diameter of infiltration ring = 304.8 mm
k = 4,583,666,000 mm3.s/kg.h Measured variables during the test:
M= Mass of infiltrated water = 18 kg
t = Time required for measured amount of water to infiltrate the concrete = 40.1 s
Required Variable:
I = Infiltration rate, mm/hr
Calculation: I = *+
,-∗.
I = 4,583,666,000�mm3. s"/ �kg. h" ∗ 18 =
�304.8mm"> ∗ 40.1 s
I = 22,136 mm/hr
94
A-3: Infiltration Rate Results
95
Infi
ltra
tio
n T
est
: 1
Da
te
ID
nu
mb
er
Lo
cati
on
Tim
e
ela
pse
d
du
rin
g
pre
wet
tin
g
(s)
Am
ou
nt
of
rain
du
rin
g
last
eve
nt
(mm
)D
ate
of
last
ra
in
Wei
ght
of
infi
ltra
ted
wa
ter
(kg)
Insi
de
Dia
met
er
of
infi
ltra
tio
n
rin
g (m
m)
Tim
e
Ela
pse
d
du
rin
g
infi
ltra
tio
n
test
(s)
Infi
ltra
tio
n
rate
(mm
/hr)
Tem
pra
ture
(0C
)
Janu
ary
16,2
014
1Pa
rkin
g sp
ace
231
52.4
9.4
Janu
ary
13,2
014
3.6
304.
859
06.4
303
Janu
ary
16,2
014
2Pa
rkin
g sp
ace
910
66.8
9.4
Janu
ary
13,2
014
3.6
304.
822
02.1
814
Janu
ary
16,2
014
3Pa
rkin
g sp
ace
1282
32.8
9.4
Janu
ary
13,2
014
1.2
304.
8-
7.19
(a)
3
Infi
ltra
tio
n T
est
: 2
Da
te
ID
nu
mb
er
Lo
cati
on
Tim
e
ela
pse
d
du
rin
g
pre
wet
tin
g
(s)
Am
ou
nt
of
rain
du
rin
g
last
eve
nt
(mm
)D
ate
of
last
ra
in
Wei
ght
of
infi
ltra
ted
wa
ter
(kg)
Insi
de
Dia
met
er
of
infi
ltra
tio
n
rin
g (m
m)
Tim
e
Ela
pse
d
du
rin
g
infi
ltra
tio
n
test
(s)
Infi
ltra
tio
n
rate
mm
/hr
Tem
pra
ture
(0F
)
Febr
uary
18,
2014
1Pa
rkin
g sp
ace
212
604.
746.
6Fe
brua
ry 1
4,20
143.
630
4.8
_14
18
Febr
uary
18,
2014
2Pa
rkin
g sp
ace
912
23.3
46.
6Fe
brua
ry 1
4,20
143.
630
4.8
3018
.059
20
Mar
ch 0
5,20
14
3Pa
rkin
g sp
ace
1215
660.
79.
4M
arch
03,
2014
1.2
304.
853
93.3
1111
Infi
ltra
tio
n R
ate
Tes
t R
epo
rt f
or
Th
e L
aw
Sch
oo
l So
uth
Pa
rkin
g lo
t
(a) E
stim
ated
val
ue b
ased
on
filte
red
volu
me
of 1
.2 k
g w
ater
inst
ead
of 3
.6 k
g. D
ue to
long
infil
trat
ion
time,
the
test
was
don
e on
ly fo
r the
pre
-wet
ting
stag
e.
96
Infi
ltra
tion
Tes
t : 1
Dat
e
ID
nu
mbe
r Lo
cati
on
Tim
e
elap
sed
du
rin
g
pre
wet
tin
g
(s)
Am
oun
t
of r
ain
du
rin
g
last
eve
nt
(mm
)D
ate
of la
st r
ain
Wei
ght
of
infi
ltra
ted
wat
er
(kg)
Insi
de
Dia
met
er
of
infi
ltra
tion
rin
g
(mm
)
Tim
e
Elap
sed
du
rin
g
infi
ltra
tion
test
(s)
Infi
ltra
tion
rate
(mm
/hr)
Nu
mbe
r of
test
per
form
ed
at e
ach
loca
tion
Tem
pra
ture
(0F)
Janu
ary
24,2
014
4Pa
rkin
g sp
ace
544
69.8
9.4
Janu
ary
13,2
014
3.6
304.
811
175
15.8
91
-1
Janu
ary
24,2
014
5Pa
rkin
g sp
ace
851
25.7
59.
4Ja
nuar
y 13
,201
41.
830
4.8
5279
.516
.82
1-2
Janu
ary
24,2
014
6Pa
rkin
g sp
ace
1*>
108
009.
4Ja
nuar
y 13
,201
4-
304.
8-
-1
0
Infi
ltra
tion
Tes
t : 2
Dat
e
ID
nu
mbe
r Lo
cati
on
Tim
e
elap
sed
du
rin
g
pre
wet
tin
g
(s)
Am
oun
t
of r
ain
du
rin
g
last
eve
nt
(mm
)D
ate
of la
st r
ain
Wei
ght
of
infi
ltra
ted
wat
er
(kg)
Insi
de
Dia
met
er
of
infi
ltra
tion
rin
g
(mm
)
Tim
e
Elap
sed
du
rin
g
infi
ltra
tion
test
(s)
Infi
ltra
tion
rate
(mm
/hr)
Nu
mbe
r of
test
per
form
ed
at e
ach
loca
tion
Tem
pra
ture
(0F)
Mar
ch 1
1,20
144
Park
ing
spac
e 5
1162
50.
25M
arch
07,
2014
2.4
304.
815
795
7.50
119
Febr
uary
26,
2014
5Pa
rkin
g sp
ace
829
313
Febr
uary
25,
2014
3.6
304.
843
1241
.19
13
Mar
ch 1
1,20
146
Park
ing
spac
e 1
1441
4.2
0.25
Mar
ch 0
7,20
143.
630
4.8
12.3
21
20
Nor
thea
st P
arki
ng
lot
Infi
ltra
tion
Rat
e T
est
Rep
ort
for
97
98
Identification
number Location
Time elapsed
during
prewetting
(s)
Weight of
infiltrated
water
(kg)
Time
Elapsed
during
infiltration
test (s)
Infiltratio
n rate
(mm/hr)
Number of
test
performed
at each
location
Air
temperatu
re (0
C)
1 Parking space 88 40.55 3.6 16.4 10,830 1 24
2 Parking space 92 13.98 18 53.1 16,731 1 25
3 Parking space 28 122.46 3.6 155.8 1,140 1 25
4 Parking space 34 81.79 3.6 93.0 1,909 1 29
5 Parking space 153 11.73 18 54.0 16,443 1 29
Infiltration Rate Test Result for the Olemiss Athletics Performance center Pervious Concrete Parking Area
Test number: 1
Date of test : June 20, 2014
Date of last Rain: June 13, 2014
Amount of rain during last event: 6.35 mm
Inside diameter of infiltration ring: 304.8 mm
Identification
number Location
Time elapsed
during
prewetting (s)
Weight of
infiltrated
water
(kg)
Time Elapsed
during
infiltration
test (s)
Infiltration
rate
(mm/hr)
Number of
test
performed
at each
location
Air
temperature
(0C)
1 Parking space 88 26.09 18 89.42 9,932 1 21
2 Parking space 92 12.18 18 55.46 16,013 1 21
3 Parking space 28 - - - - - -
4 Parking space 34 - - - - - -
5 Parking space 153 11.64 18 40.12 22,136 1 22
6 Parking space 30 13.41 18 59.90 14,826 1 23
Inside diameter of infiltration ring: 304.8 mm
Test number: 2
Date of test : July 25, 2014
Date of last Rain: July 18, 2014
Amount of rain during last event: 5.3mm
99
Identification
number Location
Time
elapsed
during
prewetting
(s)
Weight of
infiltrated
water
(kg)
Time
Elapsed
during
infiltration
test (s)
Infiltratio
n rate
(mm/hr)
Number of
test
performed
at each
location
Air
temperature
(0C)
1 Parking space 88 9.64 18 36.1 24,614 1 26
2 Parking space 92 12 18 52.7 16,849 1 24
3 Parking space 28 132.49 3.6 164.4 1,080 1 31
4 Parking space 34 129.94 3.6 142.7 1,245 1 29
5 Parking space 153 8.87 18 41.8 21,261 1 27
6 Parking space 30 12.22 18 59.7 14,871 1 26
Infiltration Rate Test Result for the Olemiss Athletics Performance Center Pervious Concrete Parking Area
Test number: 3
Date of test : August 21, 2014 and August 22, 2014
Date of last Rain: August 18 , 2014
Amount of rain during last event: 7.62 mm
Inside diameter of infiltration ring: 304.8 mm
Identification
number Location
Time
elapsed
during
prewetting
(s)
Weight of
infiltrated
water
(kg)
Time
Elapsed
during
infiltration
test (s)
Infiltration
rate
(mm/hr)
Number of
test
performed
at each
location
Air
temperature
(0C)
1 Parking space 88 9.04 18 39.2 22,667 1 27
2 Parking space 92 6.81 18 52.7 16,849 1 27
3 Parking space 28 - - - - - -
4 Parking space 34 203.07 3.6 312.9 568 1 27
5 Parking space 153 10.37 18 44.8 19,828 1 27
6 Parking space 30 14.78 18 63.9 13,898 1 27
Infiltration Rate Test Result for Pervious Concrete Pavement
Test number: 4
Date of test : October 07, 2014
Date of last Rain:
Amount of rain during last event:
Inside diameter of infiltration ring: 304.8 mm
100
Identification
number Location
Time
elapsed
during
prewetting
(s)
Weight of
infiltrated
water
(kg)
Time
Elapsed
during
infiltration
test (s)
Infiltration
rate
(mm/hr)
Number of
test
performed
at each
location
Air
temperature
(0C)
1 Parking space 88 7.78 18 34.7 25,593 1 27
2 Parking space 92 10.89 18 55.5 15,993 1 27
3 Parking space 28 192.55 3.6 228.2 778 1 27
4 Parking space 34 299.9 3.6 412.7 430 1 27
5 Parking space 153 9.4 18 38.8 22,901 1 27
6 Parking space 30 23.13a- - - - 27
a)only pre-wetting test was done
Infiltration Rate Test Result for Pervious Concrete Pavement
Test number: 5
Date of test : November 09 , 2014
Date of last Rain:
Amount of rain during last event:
Inside diameter of infiltration ring: 304.8 mm
Identification
number Location
Time
elapsed
during
prewetting
(s)
Weight of
infiltrated
water
(kg)
Time
Elapsed
during
infiltration
test (s)
Infiltration
rate
(mm/hr)
Number of
test
performed
at each
location
Air
temperature
(0C)
1 Parking space 88 8.71 18 35.6 24,932 1 8
2 Parking space 92 9.26 18 53.4 16,637 1 9
3 Parking space 28 145.32a 3.6 160.0 1,110 1 9
4 Parking space 34 426.06 3.6 522.2 340 1 10
5 Parking space 153 10.63 18 44.6 19,912 1 9
6 Parking space 30 25.63 18 151.4 5,865 1 10a) Excess leakage was observed, which indicates that all of the water (used during the test) did not infiltrate into the pavement.
Infiltration Rate Test Result for Pervious Concrete Pavement
Test number: 6
Date of test : December 20, 2014
Date of last Rain:
Amount of rain during last event:
Inside diameter of infiltration ring: 304.8 mm
101
A-4: Sieve Analysis Results
102
Location: Athletics Facility Center Parking Space 30
Mass of Container (g) : 213.5
Mass of Oven-dry soil (g) : 719.5
Sieve Opening Retained + Container Mass Retainedmm g g