HomeMy WebLinkAboutSite Certifications - 04/07/2016Page 1 of 3
1315 Oakridge Drive – Suite 120
Fort Collins, CO 80525
ditescoservices.com
Delivery by email to ekeeton@fcgov.com
March 7, 2016
Revised April 2, 2016
Ms. Erika Keeton, PE
City of Fort Collins – Engineering Department
281 North College Ave.
Fort Collins, 80524
RE: MAX BRT Stormwater Pond Volume Verification
Dear Erika:
This letter and attachments contain information related to your request to analyze the overall as-built detention
pond volume for various facilities across the MAX Bus Rapid Transit corridor. Volumetric analysis was performed to
compare design and as-built pond volumes for the Harmony (bioretention), Mason Street Outfall (MSO), Downtown
Transit Center (DTC), and University Plaza ponds.
Background
A drainage report for the Mason Corridor MAX Bus Rapid Transit Project was prepared by Michael Baker Jr., Inc
and submitted to the City on November 15, 2011. In this report water quality and pond volumetric calculations were
performed for the entire project site. This letter report compares all pond information to that contained in the original
report. Construction sheets showing each location can be found in Appendix A of this report.
Water Quality Pond #1 - Harmony Outfall
The drainage report states “The Harmony Outfall conveys drainage flows from basins B1.0, B1.1, B1.2, and B1.3.
Water quality treatment for basins B1.0, B1.1, and B1.2 is provided by a porous landscape detention (PLD) pond.
Basin B1.3 is not treated for water quality due to depth limitations at the outfall to the PLD and zero increase to the
impervious area to this basin.”
Appendix E (Hydrology and Water Quality Requirements) of the drainage report provides for pond volumetric
calculations. The report uses the prismoidal method to calculate pond volume storage. The Harmony Outfall pond
was designed with a total volume of 1,679 cubic feet at the 5,042 elevation stage (Appendix B). An as-built survey
of the pond was performed by the City of Fort Collins on June 11, 2014 and subsequently modeled in Autodesk
Civil3D. Using similar methodology to the drainage report to calculate pond volume, storage of the Harmony Outfall
pond was shown to have a total volume of 1,415 cubic feet at the 5,042 elevation stage (Appendix C). This as-built
volume accounts for 84.3% of the designed volume. The actual water quality volume provided versus the
calculated is approximately 749 cubic feet and 534 cubic feet respectively.
Efforts were made to accommodate all new construction drainage design criteria. However, considering this project
was a large scale transportation corridor improvement project retrofit parallel to an existing heavy rail freight
corridor, some criteria could not be reasonably met due to existing site constraints.
Page 2 of 3
Water Quality Pond #2 MSO Outfall
The drainage report outlines that “The Mason Street Outfall (MSO) conveys drainage flows from basins F1.0
through F1.11 and the future connections of the CSU Motor Pool Parking Lot, CSURF Parking Lot, and CSU
Parking Lot to a proposed 60-inch outfall at the existing BNSF Pond/Floodway. Stormwater quality treatment for
these basins is provided via a proposed extended detention basin located within the Spring Creek FEMA floodway.”
As noted above, Appendix E (Hydrology and Water Quality Requirements) of the drainage report provides for pond
volumetric calculations. The report uses the prismoidal method to calculate pond volume storage. The MSO Outfall
pond has a total volume of 142,906 cubic feet at the 4,990 elevation stage (Appendix B). An as-built survey of the
pond was performed by the City of Fort Collins on June 11, 2014 and subsequently modeled in Autodesk Civil3D.
Using similar methodology to the drainage report, pond volume storage of the MSO Outfall has a total volume of
154,037 cubic feet at the 4,990 elevation stage (Appendix C). This as-built volume accounts for 107.8% of the
designed volume.
Please note this particular pond was verified by Michael Baker at the conclusion of the BRT project.
Water Quality Pond #3 DTC Outfall
The drainage report notes that “The Downtown Transit Center (DTC) is located at the intersection of South Mason
Street and Maple Street. Improvements for this location include the construction of an off-ramp from the BRT in
South Mason Street to the existing DTC parking area on the southeast corner of the intersection. An existing
detention/water quality pond is affected by the construction of this ramp which accounts for an additional 0.04 acres
of impervious area. In accordance with the Downtown Transit Center Final Drainage & Erosion Control Study,
dated August 2000, prepared by Nolte Associates, Inc. the existing pond was designed to detain and provide
stormwater quality treatment for 1.38 acres developed area at 75% imperviousness. The existing pond volumes for
stormwater quality treatment and 100-yr storage are 0.041 acre-feet and 0.131 acre-feet, respectively. The existing
grading of the pond contained the stormwater quality treatment volume within the footprint of the pond with the 100
year water surface extending into the DTC parking lot at an elevation of 4980.74-feet. As part of the BRT
improvements for this area, it is proposed that the existing pond be re-graded in order to make up for the volume
lost and the increased impervious area due to the proposed improvements. The proposed DTC pond treats
approximately 1.43 acres at 76% imperviousness. The calculated water quality treatment and 100-year storage
volumes are 0.043 acre-feet and 0.131 acre-feet, respectively. The proposed grading for the DTC pond contains
the water quality treatment volume solely within the footprint of the pond, with the 100-year water surface extending
into the existing DTC parking lot at an elevation of 4980.72-feet. The existing outfall structure for the pond will not
need to be altered.”
As stated in the drainage report, the proposed grading for the DTC pond contains the water quality treatment
volume solely within the footprint of the pond, with the 100-year water surface extending into the existing DTC
parking lot at an elevation of 4980.72-feet. As the as-built topography did not contain areas of parking lot space
adjacent to the pond, a comparison 100 year volume could not be provided. Regardless, this comparison is not
needed as the only change to the pond was to occur through water quality volumes as shown above (comparing
0.041 ac-ft to 0.043 ac-ft).
Comparatively, the design volume for water quality was 1,883.6 cubic feet at stage 4979.90. As-built water quality
volume is 1,905.02 cubic feet or 101% of design volume.
Page 3 of 3
University Plaza Outfall
The drainage report states “The University Plaza Outfall conveys drainage flows from basins E2.0 and E2.1 to an
existing 30-inch storm sewer in South College Avenue. The City does not have any existing design information for
this line; however, there has been no documented surcharging of the system according to the City's maintenance
crew's.”
Sheet No. 284 of the Drainage Site Plan references to see the stormwater management plans on sheet EC37 and
EC38 for full pond grading extents. These sheets call out that the grading of the pond is to increase the pond
capacity by 2,240 cubic feet. Sheets EC37 and EC38 do not show any proposed grades at this location. Nowhere
in the drainage report are flows from the BRT being routed to this pond. As such, we see no need to increase the
pond volume as noted in the drawings. It appears as though there was confusion at the end of the project relative
to the drainage design in this reach of the project.
Regardless, a survey of the pond was performed and modeled. The pond volume storage of the University Plaza
Outfall has a total volume of 15,717 cubic feet at the 5,017.5 elevation stage (Appendix C).
Engineer’s contact information:
Keith Meyer, PE Ditesco, LLC
Name Company Name
Keith.Meyer@ditescoservices.com 1315 Oakridge Drive, Suite 120; Fort Collins, CO 80525
Email Address Physical Address
970-988-8605
Telephone Number
Please let me know if you have any questions or require further information regarding this report, I can be reached
by phone at 970.988.8605 and email keith.meyer@ditescoservices.com.
Sincerely,
Keith Meyer, P.E.
Enc. Appendix A – Construction Sheets
Appendix B – Drainage Report Water Quality Pond Volume Calculations
Appendix C – As-Built Water Quality Pond Volume Calculations
STSTSTSTSA
1"=20'
JPC
NJM
DRAINAGE
N/A
DE04
PROPOSED DRAINAGE BASIN MAP
DE04 of 56
40'20'
MASON CORRIDOR BRT
C1-302
MINOR BASIN LINE
MAJOR BASIN LINE
STORM SEWER
CONTOUR
EMERGENCY
OVERFLOW
EXISTING PROPOSED BASIN LABEL
DESIGN POINT
PROPOSED DRAINAGE BASIN LEGEND
DRAINAGE DITCH
10YR COEFFICIENT
100YR COEFFICIENT
BASIN
ACREAGE
BASIN
DESIGNATION
APPENDIX A
SASASA
12'
3' MIN.
5'
1"=20'
JRS
JRS
DRAINAGE
N/A
DRAINAGE DETAILS
MSO POND
B23B24B25B26B27B28
B29
B30
B31
B32
B33
B34
B35
B36
B37
B21
B22
B1
B3
B2
B4
B6
B7
B5
B8
B9
B10
B11
B12
B13
B15
B16
B17
B18
B19
B20
B38
B41
B42
B43
FOREBAY
D87
MICROPOOL
20'40'
B14
B40
GRADE BREAK
WQ WSEL = 4988.33'
WINGWALL PER
FTC D-19A AND D-19B
GRADE BREAK
B45
B46
B47
SPILLWAY
ACCESS TRAIL
B48
B49
B50 B51
B52
73LF ~ 30" RCP
B39
B44
3443 SY CLAY POND LINER
492 SY TURF REINFORCEMENT MAT
TOP OF POND
EL=4992.0
2:1
HOMOGENOUS
FILL
EXIST.
GROUND
COMPETENT
BEDROCK
D86 of 104
D92
STA: 175+62.02, 315.20' LT
CENTER OF HEADWALL
WITH FLAP GATE
APPENDIX A
2'
4'
2'
1.
5
'
6'
0.
5
'
6"
Numbers
Structure
No Revisions:
Revised:
Void:Sheet Subset:
Detailer:
Designer:
Sheet NumberSubset Sheets:
Init.CommentsDate:
R-X
Sheet Revisions9/27/2011Print Date:
Horiz. Scale:
7073-BRT_Drainage_Details05-DTC_Pond.dgn
Unit Leader Initials
File Name:
Unit Information
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Vert. Scale:Ft. Collins: 7073
Project No.MASON CORRIDOR BRT
281 NORTH COLLEGE AVENUE
FORT COLLINS, CO 80522
970.221.6605
165 S. UNION BLVD., STE. 200
LAKEWOOD, CO 80228
720.514.1100
Construction Drawings
C1
-
3
0
2
C1-302
0'10'20'
1"=10'
JPZ
TOB
DRAINAGE
CURB CUT
CUT OFF WALL
FINISHED POND GRADE
RIP RAP TYPE M, D50 = 12"
A
B
MATCH EXISTING
FINISHED POND GRADE
100 YR WSE = 4980.72'
NORTHING EASTING ELEVATION NORTHING EASTING ELEVATION NORTHING EASTING ELEVATION
B1 132328.57 194311.69 4981.55 C2 132270.98 194332.23 4979.25 S9 132214.48 194282.73 4980.88
B2 132328.73 194353.73 4979.50 C3 132277.82 194334.69 4979.16 S10 132219.40 194286.13 4980.65
B3 132277.66 194355.92 4979.58 C4 132285.02 194334.51 4979.08 S11 132224.36 194289.46 4981.08
B4 132264.71 194354.17 4979.66 C5 132291.72 194333.04 4979.00 S12 132229.97 194294.73 4980.81
B5 132258.74 194343.08 4979.58 C6 132304.91 194330.44 4978.85 S13 132267.53 194300.84 4982.54
B6 132248.49 194319.51 4979.60 C7 132308.07 194328.58 4978.80 S14 132196.23 194294.47 4982.12
B7 132241.59 194304.18 4980.01 C8 132309.19 194325.30 4978.76 S15 132201.41 194297.46 4981.32
B8 132263.69 194308.72 4979.81 S1 132220.44 194274.15 4981.19 S16 132206.06 194301.29 4981.05
B9 132276.37 194311.10 4979.68 S2 132225.38 194277.49 4981.21 S17 132209.91 194305.79 4981.34
B10 132287.94 194312.10 4979.90 S3 132228.89 194279.94 4981.26 S18 132196.63 194303.25 4981.96
B11 132298.98 194312.98 4979.23 S4 132234.86 194282.44 4981.36 S19 132201.26 194307.05 4981.69
B12 132304.13 194316.16 4979.60 S5 132269.74 194288.78 4982.86 S2 132194.67 194305.51 4981.52
B13 132314.12 194316.32 4979.97 S6 132218.76 194276.57 4981.52 S21 132199.27 194309.26 4981.25
B14 132326.38 194320.05 4979.13 S7 132223.65 194279.96 4981.16 S2 132212.71 194317.39 4981.01
B15 132313.48 194336.30 4979.00 S8 132209.56 194279.27 4981.61 S2 132262.36 194358.53 4980.65
132255.72 194323.58 4979.45 S9 132214.48 194282.73 4980.88
MATCH EXISTING (S23)
#4 REBAR @ 12"
OC SPACING (TYP.)
1"=1'
C1
Bay
f
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m
Pro
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Un
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Lau
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Oliv
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Mo
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DT
C
LOCATION MAP
MATCH EXISTING AT S5 AND S13
DRAINAGE DETAILS
DOWNTOWN TRANSIT CENTER (DTC) POND
SCALE: 1:1
SCALE: 1:1
FINISHED POND GRADE
A
D89
BD8
9
BD8
9
A
D89
3:
1
3:
1
3:1
3:1
10:
1
2.7
%
2.2
%
2.7
%
2%
B7
C1
B8
B9
C2
C3 C4
C5
C6
C7
C8
B1
B2
B3
B4
B5
B10 B11
B12 B13
B14
B15
4980
4981
R
2
0
'
R 5
'
S6
S1
S2
S3
S4
S5
S7
S9
S8
S10
S11
S12
S13
S14
S15
S16
S17
S18
S19
S20
S21
S22
POND BOTTOM SWALE
POND GRADE BREAK
B6 WQ WSE=
4979.90'
1 SCALE: 1"=10'
PLAN
SECTION
SECTION
MATCH EXISTING GRADE AT
OUTLET STRUCTURE
CLASS 6
GRANULAR BEDDING
6" DEPTH
RIP RAP TYPE M, D50 = 12"
(D50=2' DEPTH)
CLASS 6
GRANULAR BEDDING
6" DEPTH
D89 of 104
APPENDIX A
Water Quality Pond #1 Harmony Outfall
Project Name:Ft Collins BRT Michael Baker Project No: 118857
Revised Date:03/16/11 Calculated By: JPZ
Checked By: JPZ
Approved By: JPZ
WQ Volume Requirement
WQ VOL=(WQCV/(12))*AREA*1.2
Tributary Basins WQCV 0.24 WQ VOL:0.017 acre-feet
B1.0 0.13 98%749.46 cubic feet
B1.1 0.49 76%
B1.2 0.11 38%
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0
0 0 HARMONY OUTFALL
0 0
0 0 POND ELEV AREA VOLUME VOLUMEsum VOLUMEsum METHOD
0 0 DESIGNATION (ft2)(ft3)(ft3)(acre-ft)
WQCV=0.8*((0.91*i 3)-(1.19*i2)+(0.78*i))
Area
(Acres)
Impervious
%
Pond Volume Calculations
()
3
2121 DepthAAAA
V
++=
0 0 DESIGNATION (ft )(ft )(ft )(acre-ft)
0 0 5040.99 1 0 0 0.00
0 0 5041 1,199 4 4 0.00
0 0 5041.2 1,370 257 261 0.01
0 0 5041.4 1,556 292 553 0.01
0 0 5041.6 1,756 331 884 0.02
0 0 5041.8 1,972 373 1,257 0.03
0 0 5042 2,253 422 1,679 0.04
0 0
0 0
0 0
0 0
0 0
0 0
0 0
Totals 0.72 75%
WQ WSE: 5041.52 ft
HA
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APPENDIX B
Water Quality Pond #2 MSO Outfall
Project Name:Ft Collins BRT Michael Baker Project No: 118857
Revised Date:07/08/11 Calculated By: JPZ
Checked By: JPZ
Approved By: JPZ
WQ Volume Requirement
WQ VOL=(WQCV/(12))*AREA*1.2
Tributary Basins WQCV 0.32 WQ VOL:2.019 acre-feet
F1.0 0.18 94%87951.37 cubic feet
F1.1 0.42 100%Vforebay:0.06 acre-feet Qforebay:8.80 CFS
F1.2 0.36 0%Dforebay pipe:
F1.3 0.16 98%VBS:264 cubic feet
F1.4 0.56 85%
F1.5 0.42 0%
F1.6 0.35 77%
F1.7 0.45 95%
F1.8 0.69 81%
F1.9 0.50 0%
F1.10 0.02 100%
F1.11 0.04 100%MSO POND
CSU MOTOR POOL 10.10 76%
CSU UNIVERSITY SQUARE PARKING LOT 8.60 90%POND ELEV AREA VOLUME VOLUMEsum VOLUMEsum METHOD
CSURF PARKING LOT 7.40 90%DESIGNATION (ft2) (ft3) (ft3)(acre-ft)
LAKE AND CENTER 24.20 78%4980.407 1 0 0 0.00
BNRR AND PROSPECT 6.20 90%4981 595 123 123 0.00
GRIFFIN PLAZA 3.13 24%4982 688 641 764 0.02
WQCV=1.0*((0.91*i3)-(1.19*i2)+(0.78*i))
Area
(Acres)
Impervious
%
Pond Volume Calculations
()
3
2121 DepthAAAAV++=
GRIFFIN PLAZA 3.13 24%4982 688 641 764 0.02
4983 695 691 1,455 0.03
4984 3,723 2,009 3,464 0.08
4985 11,935 7,441 10,905 0.25
4986 21,191 16,343 27,248 0.63
4987 25,330 23,230 50,478 1.16
4988 29,475 27,376 77,854 1.79
4989 32,510 30,980 108,835 2.50
4990 35,657 34,071 142,906 3.28
Totals 63.78 78%
WQ WSE: 4988.33 ft
FOREBAY A Required(ft2) H (ft) C 2g (ft/s2)
1.70 1.083333333 0.62 64.4
W (in) H (in)
A Design
(ft2)
24 10 1.67
OVERFLOW
INLET Q (cfs) A Required(ft2) H (ft) C 2g (ft/s2)
126 8.77 8.3333 0.62 64.4
DIA (in)
A Design
(ft2)
42 9.62
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2121 DepthAAAAV++=
APPENDIX B
Water Quality Pond #3 DTC Outfall
Project Name:Ft Collins BRT Michael Baker Project No: 118857
Revised Date:03/16/11 Calculated By: JPZ
Checked By: JPZ
Approved By: JPZ
WQ Volume Requirement
WQ VOL=(WQCV/(12))*AREA*1.2
Tributary Basins WQCV 0.30 WQ VOL:0.043 acre-feet
EX TRIBUTARY 1.38 75%1883.60 cubic feet
NEW BRT IMP 0.04 100%100-YR VOL:0.131 acre-feet
5706.36
DTC POND
POND ELEV AREA VOLUME VOLUMEsum VOLUMEsum METHOD
DESIGNATION (ft2)(ft3)(ft3)(acre-ft)
WQCV=1.0*((0.91*i 3)-(1.19*i2)+(0.78*i))
Area
(Acres)
Impervious
%
Pond Volume Calculations
()
3
2121 DepthAAAA
V
++=
DESIGNATION (ft )(ft )(ft )(acre-ft)
4978.7 1 0 0 0.000
4978.8 34 1 1 0.000
4979 337 32 33 0.001
4979.2 965 125 158 0.004
4979.4 1,955 286 444 0.010
4979.6 2,889 481 926 0.021
4979.8 3,239 612 1,538 0.035
4980 3,599 683 2,222 0.051
4980.2 4,109 770 2,992 0.069
4980.4 4,764 886 3,878 0.089
4980.6 5,773 1,052 4,930 0.113
4980.8 7,066 1,282 6,212 0.143
Totals 1.43 76%
WQ WSE: 4979.90 ft
100-YR WSE: 4980.72 ft
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APPENDIX B
APPENDIX C
As-Built Water Quality Pond Volume Calculations
Water Quality Pond #1 Harmony Outfall
As-Built Civil 3D
Pond Volume Calculations
Pond
Designation Elevation Area
(ft^2)
Volume
(ft^3)
Volume_Sum
(ft^3)
Volume_Sum
(acre-ft) Method
HA
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5,041.0 48 0 0 0.000
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5,041.2 1,151 96 96 0.002
5,041.4 1,439 258 354 0.008
5,041.5 1,565 180 534 0.012
5,041.6 1,649 129 663 0.015
5,041.8 1,890 354 1,016 0.023
5,042.0 2,101 399 1,415 0.032
5,042.2 1,565 365 1,780 0.041
5,042.4 988 253 2,033 0.047
5,042.6 413 136 2,169 0.050
5,042.8 94 47 2,216 0.051
5,043.0 59 15 2,232 0.051
5,043.2 136 19 2,250 0.052
5,043.4 76 21 2,271 0.052
APPENDIX C
As-Built Water Quality Pond Volume Calculations
Water Quality Pond #2 MSO Outfall
As-Built Civil 3D
Pond Volume Calculations
Pond
Designation Elevation Area
(ft^2)
Volume
(ft^3)
Volume_Sum
(ft^3)
Volume_Sum
(acre-ft) Method
MS
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4,981 646 0 0 0.000
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4,982 706 676 676 0.016
4,983 763 734 1,410 0.032
4,984 4,443 2,349 3,759 0.086
4,985 11,477 7,687 11,446 0.263
4,986 20,852 15,933 27,379 0.629
4,987 26,279 23,513 50,892 1.168
4,988 32,868 29,512 80,404 1.846
4,989 37,036 34,931 115,335 2.648
4,990 40,390 38,701 154,037 3.536
4,991 43,805 42,086 196,123 4.502
4,992 38,744 41,249 237,371 5.449
4,993 29,363 33,945 271,316 6.229
4,994 4,661 15,241 286,557 6.578
4,995 316 2,064 288,621 6.626
4,996 37 154 288,775 6.629
APPENDIX C
As-Built Water Quality Pond Volume Calculations
Water Quality Pond #3 DTC Outfall
As-Built Civil 3D
Pond Volume Calculations
Pond
Designation Elevation Area
(ft^2)
Volume
(ft^3)
Volume_Sum
(ft^3)
Volume_Sum
(acre-ft) Method
DT
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4,978.8 57.76 0 0 0.000
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4,979.0 803.64 72 72 0.002
4,979.2 1,623.30 238 310 0.007
4,979.4 2,147.27 376 686 0.016
4,979.6 2,392.67 454 1,139 0.026
4,979.8 2,585.41 498 1,637 0.038
4,980.0 2,779.00 536 2,173 0.050
4,980.2 2,973.61 575 2,749 0.063
4,980.4 3,167.81 614 3,363 0.077
4,980.6 3,371.50 654 4,016 0.092
4,980.8 3,557.52 693 4,709 0.108
4,981.0 3,769.23 733 5,442 0.125
4,981.2 3,733.52 750 6,192 0.142
4,981.4 3,479.96 721 6,913 0.159
4,981.6 3,294.80 677 7,591 0.174
4,981.8 3,088.95 638 8,229 0.189
4,982.0 385.14 304 8,533 0.196
4,982.2 144.62 51 8,584 0.197
4,982.4 47.22 18 8,603 0.197
4,982.6 1.44 4 8,606 0.198
Theoretical 100year pond volume highlighted without topography in parking lot area.
APPENDIX C
As-Built Water Quality Pond Volume Calculations
Water Quality Pond University Plaza Outfall
As-Built Civil 3D
Pond Volume Calculations
Pond
Designation Elevation Area
(ft^2)
Volume
(ft^3)
Volume_Sum
(ft^3)
Volume_Sum
(acre-ft) Method
UN
I
V
E
R
S
I
T
Y
P
L
A
Z
A
O
U
T
F
A
L
L
5,014.50 6 0 0 0.000
Pr
i
s
m
o
i
d
a
l
5,015.00 2296 402 402 0.009
5,015.50 8705 2579 2,981 0.068
5,016.00 11813 5110 8,091 0.186
5,016.50 7903 4896 12,987 0.298
5,017.00 1464 2128 15,115 0.347
5,017.50 958 601 15,717 0.361
5,018.00 666 404 16,120 0.370
5,018.50 199 205 16,325 0.375