SW6191002_Revised Hydrology Report_12/17/2019

Hydrology study
For
Ft. Bragg
Pope Field, North Carolina
Prepared for:
USACE
Malvesti Street
Pope Field, NC 28308
Prepared by. -
Gerald Oberholtzer
LOWE
ENGINEERS
December 10, 2019

Contents
I. Executive Summary..............................................................................1
II. Hydrology.............................................................................................1
A. Objectives................................................................................................................... 1
B. Model Development................................................................................................... 1
III. Existing Conditions Hydrologic Analysis (Pre -Development) ................. 3
IV. Proposed Conditions Hydrologic Analysis (Post -Development) ............. 5
V. Conclusion..........................................................................................10
Tables
Table 1: Rainfall Recurrence Intervals............................................................................2
Table 2: Study Point #1 Pre -Development Peak Flows....................................................3
Table 3: Study Point #2 Pre -Development Peak Flows....................................................3
Table 4: Study Point #3 Pre -Development Peak Flows....................................................4
Table 5: Study Point #4 Pre -Development Peak Flows....................................................4
Table 6: Overall Site Pre -Development Peak Flows........................................................4
Table 7: Study Point #1 Post -Development Peak Flows..................................................5
Table 8: Study Point #2 Post -Development Peak Flows..................................................6
Table 9: Study Point #3 Post -Development Peak Flows..................................................6
Table 10: Study Point #4 Post -Development Peak Flows................................................6
Table 11: Overall Site Post -Development Peak Flows.....................................................7
Table 12: Study Point #1 Pre -Development and Post -Development Comparison ............7
Table 13: Study Point #2 Pre -Development and Post -Development Comparison ............8
Table 14: Study Point #3 Pre -Development and Post -Development Comparison ............8
Table 15: Overall Site Pre -Development and Post -Development Comparison.................9
Exhibits
Exhibit 1: Vicinity Map................................................................................................12
Exhibit2: Soils Map.....................................................................................................13
Appendices
Appendix 1: Valdosta NOAA Precipitation Data...........................................................15
Appendix 2: NC Long -Term BRC Performance Tool Output & Drainage Basin Maps ......16
Appendix 3: Army LID Planning Tool Reports...............................................................19
Appendix 4: Calculations/Hydraflow Results...............................................................20

I. Executive Summary
Lowe Engineers has prepared this hydrological study on behalf of the United States Army Corps of
Engineers for the proposed development of the SOF Operations Support Facility. The facility
includes the construction of a 17,000 SF building, pavement, and approximately 100 parking
spaces. The Ft. Bragg SOF project proposes to develop ±2.59 acres of property located at Malvesti
Street, Pope Field, North Carolina in Cumberland County. The project location is depicted on the
Vicinity Map, Exhibit 1.
II. Hydrology
A. Objectives
This hydrology study evaluates the existing (pre -development) and proposed (post -development)
hydrologic conditions of the site to determine the requirements for stormwater quality, detention,
and extreme flood protection. This study was developed using the federal and state laws which
govern the National Pollutant Discharge Elimination System (NPDES), as part of the CFR 40 Clean
Water Act, and mandates local authorities to review, permit, and enforce all point discharges into
waters of the United States, such as land disturbing activities in excess of 1-acre. EISA section 438
compliance was also ensured via the Army LID Planning and Cost Tool, which can be reviewed in
Appendix 3.
B. Model Development
Hydraflow Hydrographs version 12, which is an extension of AutoCAD Civil 3D 2018, was used to
model the existing and proposed drainage, bioretention pond, and detention pond. The model
uses the Soil Conservation Service (SCS) TR-20 hydrology method and the watershed lag method
for calculating time of concentration (Tc). The following information is necessary to utilize the SCS
method:
1. Determination of curve numbers in the drainage areas which is representative of the land
uses and their hydrologic soil types.
2. Calculations of the times of concentration (longest) to their respective study points.
3. Type II rainfall distribution hydrographs, which are used to determine the total and excess
rainfall amounts.
The model uses a standard time series plot generated for an SCS Type II 24-hour rainfall
distribution event for the 1-, 2-, 5-, 10-, 25-, 50-, and 100-year rainfall depths specific to that
geographic location. Rainfall depths for this project were obtained from the NOAA Atlas website
using Station Experiment, Site ID 31-6891. The design precipitation depths are listed below in
Table 1. Additionally, the primary storm pipe network was designed via the Rational Method (using
the 25-yr 5-min rainfall intensity of 8.78 in/hr) and Hydraflow Storm Sewers version 12. The profile
and calculations can be reviewed in Appendix 4.

Table 1: Rainfall Recurrence Intervals
Rainfall
Recurrence Depth
(inches)
Inches)
1-year
3.07
2-year
3.71
5-year
4.68
10-year
5.44
25-year
6.50
50-year
7.34
100-year
8.21
To accurately determine total discharge volumes and rates, the pre -developed and post -
developed sites were divided into sub -basins with varying curve numbers and times of
concentration. Per the USGS Soils Map (Exhibit 2), curve numbers for Hydrologic Soils Group
(HSG) "B" were utilized. To show the retention of the 951" percentile rain event, an EISA section
438 requirement, the Army LID Planning Tool was used. See Appendix 3 for the Army LID Planning
Tool report.
Areas of relatively concentrated flows were assigned hydrological study point numbers, of which
there are 4. Study point #1 is the general pre -developed discharge area for "PRE -BASIN #1" and
the post -developed discharge area for the detention pond (which includes "POST -BASIN #1" and
"POST -BASIN #2) and "POST -BASIN BYPASS #1". Study point #2 is a more generalized area of
discharge for "PRE -BASIN #2" and "POST -BASIN BYPASS #2". Study point #3 is an existing catch
basin ("PRE -BASIN OFFSITE" & "PRE -BASIN BYPASS") to be converted to a drain inlet and drained
into from "POST -BASIN BYPASS #3 & POST -BASIN OFFSITE". Study Point #4 is a small area which is
to remain unchanged, regarding impervious area, from its pre -developed to post -developed
condition. To review the sub -basin maps as well as all pre -basin and post -basin routing, see
drainage basin maps in Appendix 2 and routing models in the Hydraflow report in Appendix 4,
respectively.
To model the bioretention pond volume and its associated outlet control structure, the
hydrograph for "POST -BASIN #1" was routed into the bioretention pond. The bioretention pond
and "POST -BASIN #2" (the area which will drain to the detention pond) were routed into the
detention pond. To ensure 10-yr event outlet velocities adhere to NPDES standards, the 10-yr
flow rate from the detention pond was entered into Hydraflow Express. More information, as
well as a cross -sectional view of the pipe, regarding the 10-yr flow rate obtained from Hydraflow
analysis can be reviewed in Appendix 4.
2

III. Existing Conditions Hydrologic Analysis (Pre -Development)
The project site consists of a medium dense wooded forest land with ascetically fair draining soils
in good condition (Hydrologic Soil Group B). The topography slopes mildly to moderately across
the site from East to West. The site is located within the Cape Fear River Basin and drains
southwestwardly to Tank Creek which connects to Little River approximately 3.5 miles
downstream. No portion of Tank Creek or Little River are classified as 303(d) impaired
waterbodies. All upstream runoff, except that which is labeled as "OFFSITE", is diverted by an
existing curb and gutter and therefore is not included in calculations.
Pre -development peak flowrates and hydraulic volumes were calculated, and their results are
depicted in the tables below. Table 2 shows the flowrates and hydraulic volumes for "Study Pt.
#1". Table 3 shows the flowrates and hydraulic volumes for "Study Pt. #2". Table 4 shows the
flowrates and hydraulic volumes for "Study Pt. #3", which includes the limited amount of offsite
runoff. Table 5 flowrates and hydraulic volumes for "Study Pt. #4". Table 6 shows the overall site
flowrates and hydraulic volumes for each pre -developed stormwater event.
Table 2: Study Point #1 Pre -Development Peak Flows (Pre -Basin #1)
Frequency (yr)
Peak Discharge (cfs)
Hydraulic Volume (W)
1
0.715
1,848
2
1.219
2,929
5
2.088
4,835
10
2.832
6,497
25
3.931
8,998
50
4.846
11,096
100
5.838
13,354
Table 3: Study Point #2 Pre -Development Peak Flows (Pre -Basin #2)
Frequency (yr)
Peak Discharge (cfs)
Hydraulic Volume (W)
1
1.54
3,664
2
2.37
5,487
5
3.751
8,588
10
4.902
11,226
25
6.611
15,124
50
8.011
18,347
100
9.485
21,781

Table 4: Study Point #3 Pre -Development Peak Flows (Pre -Basin #s 3 & 4+ Pre -Basin Offsite)
Frequency (yr)
Peak Discharge (cfs)
Hydraulic Volume (W)
1
1.204
2,923
2
1.595
3,815
5
2.222
5,252
10
2.731
6,431
25
3.460
8,132
50
4.051
9,514
100
4.677
10,970
Table 5: Study Point #4 Pre -Development Peak Flows (Pre -Basin #5)
Frequency (yr)
Peak Discharge (cfs)
Hydraulic Volume (W)
1
0.112
231
2
0.174
349
5
0.276
552
10
0.361
725
25
0.486
982
50
0.591
1,195
100
0.701
1,423
Table 6: Overall Site Pre -Development Peak Flows
Frequency (yr)
Peak Discharge (cfs)
Hydraulic Volume (W)
1
3.571
8,666
2
5.358
12,580
5
8.337
19,227
10
10.826
24,879
25
14.488
33,236
50
17.499
40,152
100
20.701
47,528

IV. Proposed Conditions Hydrologic Analysis (Post -Development)
The proposed site consists of a 17,000 SF building, pavement, and approximately 100 parking
spaces. The addition of these materials will result in the percentage of post -developed impervious
area being greater than that of the impervious area in pre -developed conditions. Impervious area
percentages for individual sub -basins can be reviewed in Appendix 2.
Differing site conditions between the pre -developed and post -developed site will result in
increased impervious area. As a result of the increased impervious area, soil infiltration rates will
be reduced. Because the developed site will be infiltrating at a lower rate, stormwater runoff will
increase. Increased runoff generated by the building roof will be diverted away from "Study Pt.
#2" and drain to a bioretention pond which will discharge to a detention pond. The detention
pond outflow, where all treated stormwater will be routed, is "Study Pt. #1". Table 7 shows the
flowrates and hydraulic volumes for "Study Pt. #1". Table 8 shows the flowrates and hydraulic
volumes for "Study Pt. #2", which is where stormwater cannot be collected due to topographical
constraints. Table 9 shows the flowrates and hydraulic volumes for "Study Pt. #3", which includes
the limited amount of offsite runoff. Table 10 shows the flowrates and hydraulic volumes for
"Study Pt. #4", which are expected to remain the same as no impervious area is to be added or
removed. Table 11 shows the overall site flowrates and hydraulic volumes for each post -
developed stormwater event.
The pre -developed and post -developed comparisons of peak flowrates and hydraulic volumes for
each study point and rain event were also calculated. Table 12 shows the peak flowrate and
hydraulic volume percentage changes for "Study Pt. #1". Table 13 shows the peak flowrate and
hydraulic volume percentage changes for "Study Pt. #2". Table 14 shows the peak flowrate and
hydraulic volume percentage changes for "Study Pt. #3". Table 15 shows that the overall site peak
flowrate and hydraulic volume percentage changes are within the limits set by the NCDEQ
Stormwater Design Manual. The pre -developed and post -developed conditions for "Study Pt. #4"
are to remain the same, so there is no peak discharge rate or volumetric change.
Table 7: Study Point #1 Post -Development Peak Flows (Post -Basin #s 1 & 2 + Post -Basin Bypass #1)
Frequency (yr)
Peak Discharge (cfs)
Hydraulic Volume (W)
1
0.178
659
2
0.339
1,135
5
0.687
4,940
10
0.964
8,692
25
1.405
14,238
50
1.851
18,829
100
3.124
23,747

Table 8: Study Point #2 Post -Development Peak Flows (Post -Basin Bypass #2)
Frequency (yr)
Peak Discharge (cfs)
Hydraulic Volume (W)
1
1.747
4,028
2
2.265
5,271
5
3.054
7,209
10
3.672
8,756
25
4.53
10,941
50
5.207
12,688
100
5.905
14,507
Table 9: Study Point #3 Post -Development Peak Flows (Post -Basin Bypass #s 3 & 4 + Post -Basin Offsite)
Frequency (yr)
Peak Discharge (cfs)
Hydraulic Volume (W)
1
1.066
2,712
2
1.317
3,361
5
1.707
4,361
10
2.016
5,159
25
2.453
6,285
50
2.803
7,186
100
3.167
8,126
Table 10: Study Point #4 Post -Development Peak Flows (Post -Basin Bypass #5)
Frequency (yr)
Peak Discharge (cfs)
Hydraulic Volume (W)
1
0.112
231
2
0.174
349
5
0.276
552
10
0.361
725
25
0.486
982
50
0.591
1,195
100
0.701
1,423

Table 11: Overall Site Post -Development Peak Flows
Frequency (yr)
Peak Discharge (cfs)
Hydraulic Volume (ft3)
1
3.103
7,630
2
4.095
10,116
5
5.724
17,062
10
7.013
23,332
25
8.874
32,446
50
10.452
39,898
100
12.897
47,803
Table 12: Study Pt. #1 Pre -Development & Post -Development Comparison
Frequency (yr)
Pre -Development
Peak Discharge
(cfs)
Pre -Development
Hydraulic Volume
(ft3)
post -Development
Peak Discharge (cfs)
Post -Development
3
Hydraulic Volume (ft)
1
0.715
1,848
0.178
659
2
1.219
2,929
0.339
1,135
5
2.088
4,835
0.687
4,940
10
2.832
6,497
0.964
8,692
25
3.931
8,998
1.405
14,238
50
4.846
11,096
1.851
18,829
100
5.838
13,354
3.124
23,747
Frequency (yr)
Post -Development
Discharge Rate Change (%)
Post -Development Hydraulic
Volume Change (%)
1
-75.10%
-64.34%
2
-72.19%
-61.25%
5
-67.10%
2.17%
10
-65.96%
33.78%
25
-64.26%
58.24%
50
-61.80%
69.69%
100
-46.49%
77.83%

Table 13: Study Pt. #2 Pre -Development & Post -Development Comparison
Frequency (yr)
Pre -Development
Peak Discharge
(cfs)
Pre -Development
Hydraulic Volume
(ft3)
Post -Development
Peak Discharge (cfs)
Post-Development3
Hydraulic Volume (ft)
1
1.54
3,664
1.747
4,028
2
2.37
5,487
2.265
5,271
5
3.751
8,588
3.054
7,209
10
4.902
11,226
3.672
8,756
25
6.611
15,124
4.53
10,941
50
8.011
18,347
5.207
12,688
100
9.485
21,781
5.905
14,507
Frequency (yr)
Post -Development
Discharge Rate Change (%)
Post -Development Hydraulic
Volume Change (%)
1
13.44%
9.93%
2
-4.43%
-3.94%
5
-18.58%
-16.06%
10
-25.09%
-22.00%
25
-31.48%
-27.66%
50
-35.00%
-30.84%
100
-37.74%
-33.40%
Table 14: Study Pt. #3 Pre -Development & Post -Development Comparison
Frequency (yr)
Pre -Development
Peak Discharge
(cfs)
Pre -Development
Hydraulic Volume
(ft3)
post -Development
Peak Discharge (cfs)
Post -Development
3
Hydraulic Volume (ft )
1
1.204
2,923
1.066
2,712
2
1.595
3,815
1.317
3,361
5
2.222
5,252
1.707
4,361
10
2.731
6,431
2.016
5,159
25
3.460
8,132
2.453
6,285
50
4.051
9,514
2.803
7,186
100
4.677
10,970
3.167
8,126

Frequency (yr)
Post -Development
Discharge Rate Change (%)
Post -Development Hydraulic
Volume Change (%)
1
-11.46°%
-7 22°%
2
-17.43%
-11.90%
5
-23.18%
-16.96%
10
-26.18%
-19.78%
25
-29.10%
-22.71%
50
-30.81%
-24.47%
100
-32.29%
-25.93%
Table 15: Overall Site Pre -Development & Post -Development Comparison
Frequency (yr)
Pre -Development
Peak Discharge
(cfs)
Pre -Development
Hydraulic Volume
(ft3)
post -Development
Peak Discharge (cfs)
Post -Development
3
Hydraulic Volume (ft)
1
3.571
8,666
3.103
7,630
2
5.358
12,580
4.095
10,116
5
8.337
19,227
5.665
14,179
10
10.826
24,879
6.978
19,271
25
14.488
33,236
8.806
27,153
50
17.499
40,152
10.313
33,675
100
20.701
47,528
12.077
40,629
Frequency (yr)
Post -Development
Discharge Rate Change (%)
Post -Development Hydraulic
Volume Change (%)
1
-13.11%
-11.95%
2
-23.57%
-19.59%
5
-32.05%
-26.25%
10
-35.54%
-22.54%
25
-39.22%
-18.30%
50
-41.07%
-16.13%
100
-41.66%
-14.52%

V. Conclusion
The proposed site plan's increase in impervious area will result in varying pre -developed and
post -developed flowrate and hydraulic volume changes. Overall site post -developed conditions
will reduce hydraulic volumes for all rain events, therefore runoff from all storms will fall within
the NC Stormwater Rule 15A NCAC 02H .1002 (44) "Runoff volume match" definition which states
that "annual runoff volume after development shall not be more than ten percent higher than the
annual runoff volume before development." Study Point #1 results show that pre -developed and
post -developed flowrate and hydraulic volume percentage changes vary amongst rain events,
with more common rain events resulting in decreased volumes and less common events causing a
runoff volume increase. These variations are due to the bioretention pond retaining a greater
percentage of runoff for common rain events when compared to volume retained for atypical rain
events. The notable variation is also due to the post -developed "Study Point #1" being the
primary discharge location for most of the post -developed site, so higher hydraulic volumes at
this point are to be expected. Study Point #2 also shows substantial variation amongst pre -
developed and post -developed flowrates and hydraulic volumes for each rain event, but with an
increase in flowrates and hydraulic volumes with more common rain events and a decrease in
flowrates and hydraulic volumes with less common rain events. The change is due to the
considerable reduction in area that will be draining to Study Point #2 in its post -developed
condition. Study Point #3 shows consistent reductions in flowrates and hydraulic volumes for all
rain events. These are due to the slight area reduction that will be draining to that point. Study
Point #4 experiences no change in discharge rates or volumes as the area draining to this point is
to be returned to its pre -developed condition following construction completion.
The increased post -developed runoff will be controlled by routing the applicable post -developed
area to a bioretention pond for stormwater quality which will then be directed to a detention
pond for discharge flowrate and velocity control. Due to topographical constraints, portions of
the post -developed site (those which drain to Study Point #s 2, 3, and 4) runoff will not be
collected. To meet NCDEQ and NPDES requirements, the post -developed site stormwater control
measures were designed to ensure that overall site flowrates and hydraulic volumes for all rain
events are within the parameters set by said requirements. To meet EISA section 438 retention
volume requirements as well as ensure bioretention performance and longevity, analysis was
conducted via the Army LID Planning Tool and Hydraflow Hydrographs. Results from the analyses
show required retention volume at 4,198 ft3 which will be exceeded by the bioretention pond
with a retention volume of approximately 5,856 ft3.
10

Exhibits
Exhibit 1 Vicinity Map
Exhibit 2 Soils Map
11

Exhibit 1
Vicinity Map
12

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13

Appendices
Appendix 1: Pope Army Airfield NOAA Precipitation Data
Appendix 2: NC Long -Term BRC Performance Tool Output & Drainage
Basin Maps
Appendix 3: Army LID Planning Tool Reports
Appendix 4: Calculations/Hydraflow Results
14

Appendix 1
Pope Army Airfield NOAA Precipitation Data
NOAA Atlas 14, Volume 2, Version 3 POPE AFQ
Station ID: 31.M4
Location name: Pope Army Air &M, North
Carolina, USA'
Latitude: 35.173T, Longitude--79_D009'
f
ow
Elevation-
Elevation (station metadata): 218 tt-
' We e: El:R-Maps
'• :curve- V3G3
POINT PRECHITATION FREQUENCY ESTRATES
G AA. YCf'•JrY.- P. MaMm. S. L,n• 7- Parirbok. M-YeM &M r. RI Cj
YOAA, Na4on1i 'h'eathm 3trrY-t. 3:Irtl 3a". raary ar I
tabular : PF gra hp ical I Maps & aeri xs
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals tin inches)'
Duration
Average recurrence interval [years}
' -_u
1 2 5 10 N 50 100 1 2DO 5M 1000
ran
0-411 �. 0-512
0-596 0.659
0-732 0-7$3 0-832
0-875
0-928 ' 0.968
{}.39K.487y jMA41-0.574i
fDS37-0.669i.;0.593-0.735:
C.65-t-0.CI7i IG7.^.+]•C-873'.j;a.%3'tr0.9255
f0-774-C,973
fD413-j,0j 0."3•1.09
10�nin
r�
0.694 0,819
0355 1.05
C17
1-25
1.32
1M
1A7 1M
'CAN-D.77E"M738-0.919
O.BGD-1.07•. ;0U6-1.1
IM4-1.30
1.11-t.39
1.t7-1.4
1.23-1.541
1.29-].b3 1.33-].69
1-1-in0-867
1.D3
1.21 1.33
1AA
1.59
1.67
1.75
1A15 " 1.91
0-780-0-972' •D.927.1-161
1.09.1-35; -.20-7-49
1.32-1.55'
1A1-1.76
1-46.1.85i
1.55-1-95
1.62.2-05 :- 1,67-2-12
30-nir1
119 1A2
1.72 113
2.19
2,38
2.56
2,13
2.94 3-10
1-p7-1.33 2$1-fi0
t-551-92; -2.1
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1-85 223
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3-87 4-37
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4-day
4.*D
4,80
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9A2
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17.5".547
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11.6-]3.5 02,6.14,
7-day
4.63
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6.77 7.75
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fBA4-9,74
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16 day
5.29
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7.519
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20-day
T 11
8A1
9.57
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15.5
1i.$
18-6 , 20.0
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a9-0-97
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1p511.9
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19.b22.6 •i a 241
dy
1.12
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17719.E
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14A
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12-7-142,
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2fid-29.8 '' -7.37d
Precklrailon teguency [OFj esernates n Ma tale are taw or. +regtrercy anayst6 of part a; airaron Genes [POS�-
triners'n parequ*us a e PF e&.rr sues at Wirer and upper dowr3s y the 90% e3rradlrce •'1ter:al. Ti* proo"ity that p'emimrl'reTiercy es:rr aces [Ydr
gt,en duration and anlerxp rec%,rvice rleNa[: x,lf oe greater sla'1 Me upper- ooura {or less mar. ',lie iDww Doa10} 4 6%. EstlmaLS at upper Murds are
]t Cl Meb agatrsl proWl)4 n'axHrwm predprahorl PVP: e6tr'1ate6 ar10 may be hVW Klan pire-rlfy Vald PMP VA*6-
lease m0tr so NOAA A^as 14 Wa ment °3r mote in trmamr-
15

Appendix 2
NC Long -Term BRC Performance Tool Output & Drainage Basin Maps
North Carolina Long -Term Bioretention Hydrologic Performance Tool
IF51 G rY I NPLT P AgArOETER5
r�rlan LT — Overflow Wiltration — Drainage
: �Dgq SPi Group
•A+S.i prpq 5 t
In rws t t
...-e 4lba$e Ra110 150% reldtlrr is WO voVu••-
gr C-41 n! z we 9% 3%
n•ri G, i.��r A—W_1. 175%
d[[n. W Satrtr 10%
wATER GVAU7Vp1ARAMFwATHM
27%
amok Ar$ 1N Cant.
1.A3
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rr g/r
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0.19
mpjL
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0.14
l
DE51GN OLrTFUT PARAMETERS
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16

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18

Appendix 3
Army LID Planning; and Cost Tool Report
PROJECT INFO
SITE INFO) AND EISA VOLUME
Date
REQ UA REIiENT
Anne Command
[IMCoM
J Project limit of disturbance (ac) 2.59
Army [nstallatinn
95% rainfall depth fin) 1.8
tort Bragg
Project name
ISOF UPI:RA'f1UNS FAC11,11 Sod tape Sandy-Lwm
Project descriptionHydrologic
Soil Group (HST;)
New building and associated parking
Pre project curse. number {CNj G7
Post project cone number (t"N) 83
Uscr Name
1�
JWI
off noff volume (ef) 1088
run
M,wer Planner
LUWE ENGINE
PoA-project runoff volume (cf) 5285
EISA Section 438 retention volume 4198
requirement (cf)
LID PLANNING SUMMARY
Structural BMP
surface area
Runoff volume Non-structural BLIP
Surface
(sf)
retained (co
area (ac)
I3iaretentian
6960
SbSi Veg. Inter Strip (Slope >2%, Short Grass):
0.00
Swale:
2948
205 Veg- Filter Strip (Slope �2%,'fall Gras);
0,q0
Permeable Pavement:
0
0 Veg. Filter Strip (Slope <2%, Short Grass);
0100
Rainwater Harvesting:
0
Veg- Filter Strip (Slope �2"/, Tail Grass)
0.
Green Roof:
0 1
0� Reforestation (Trees - Short Grass);
0,00
Infiltration Practice:
0
0 Reforestation (Trees - Shrubs and'fall Grass)r
0.f1D
Total retention volume provided by BMPs (cf): 5856
Project complies with EISA Section 438.
LID COST SUMMARY
19

Appendix 4
Calculations/Hydraflow Results
Underdrain Calculations
D=1 �*n
S o.
where: D = Diameter of single pipe {inchesy
n = Roughness factor (recommended to be 0.011)
5 = Internal slope (recommended to be 0.5%)
❑ = Underdrain design flaw [cfs]
Q = Media Surf ace Area (f t2) * Media Inf filtration Rate (f t1s) * Sa f ety Factor
in f t
1 hr = 0.00002315 s
ft ft3
Q = 6,435 f t2 * 0.00002315 — * 10 = 1.49 —
s s
3
(1.49 fs )*0.011
D = 16 = 3.90 inches 0 50 5
Table 1: Number of 4" Pipes Required in the Underdrain
ff D is Less Than of 4" Pipes
5.13 2
6.96 3
6.66 4
7.22 5
7.75 6
$.20 7
20

Runoff Volume Match Calculations
R„ = 0.05 + 0.9 * 1A
Where: R., - Runoff coefficient (unitless)
I.:.. _ Impervious fraction (unitiess)
DV = 3630*Ra*Rv*A
Where- DV = Design volume (cu ft)
R:, _ Design storm depth (in)
A = Drainage area (ac)
Impervious Area
IA Drainage Area
Pre — Development: IA = 0.08 Ac. = 0.03
2.59 Ac.
Pre — Development: R„ = 0.05 + 0.9 * .03 = .08
Post — Development: IA = 1.16 Ac. = 0.45
2.59 Ac.
Post — Development: R„ = 0.05 + 0.9 * .45 = .46
Post — Developmetnt D„ = 3,630 * 1 * (. 46 — .08) * 2.59 = 3,573 f t3
21

Designed By:
SKW Date:
Checked By:
HMA Date:
Company:
LOWE ENGINEERS
Project Name:
SOF OPERATIONS FACILITY
Project No.:
18-0088
Site Location (City/Town) FT. BRAGG
Culvert Id. A
Total Drainage Area (acres) 0.21
Step 1. Determine the tailwater depth from channel characteristics below the
pipe outlet for the design capacity of the pipe_ If the tail►s•ater depth is less
than half the outlet pipe diameter, it is classified minimum tail►vatet condition.
If it is greater than half the pipe diameter. it is classified maxmt'iin condition.
Pipes that outlet onto .vide fiat areas with no defined channel are assutned
to have a turnimurn radwater condition'unless reliable flood sta_ze elevations,
shot- otherwise
Outlet pipe diameter, Do (in.)
Tailwater depth (in.)
MinimumlMaximum tailwater?
Discharge (cfs)
Velocity (Us)
W.]
2
Min TW (Fig. 8.06a)
0.1
1
Step _'. Saved on the tailw-ater conditions deternuned in step 1. enter Figure
8.06a or Figure 8.06b. and determine ds¢ riprap size and minimum apron length
(Ld- The d,., size is the rnedrarn stone size ui a well -graded riprap apron_
Step 3. Deternune apron width at the pipe outlet. the apron shape, and the
apron width at the outlet end from the same figure used in Step
Minimum TW Maximum TW
Figure 8.06a Figt,re 8.06b
Riprap d,s(,, (ft.) 0.5
Minimum apron length, La (ft) 4.5
Apron width at pipe outlet (ft.) 4.5 4.5
Apron shape
Apron width at outlet end (ft.) 6 1.5
Step 4. Deternime the maximum stone diameter
dfrku= 1.5xd.,
Minimum TW Maximum TW
Max Stone Diameter, dmax (ft.) 0.75 0
Stele 5. Deteruune the apron thickness.
Apron thickness = 1 5 x dr,-,,
Minimum TW Maximum TW
Apron Thickness(ft.) 1.125 0
22

Designed By:
SKw Date:
Checked By:
HMA Date:
Company:
LOWE ENGINEERS
Project Name:
SOF OPERATIONS FACILITY
Project No.:
18-0088
Site Location (City/Town) FT. BRAGG
Culvert Id. B
Total Drainage Area (acres) 1.33
Step 1. Detenine the tail-,vater depth from channel characteristics below the
pipe outlet for the design capacity of the pipe. If the tailwater depth is less
than half the outlet pipe diameter. it is classified minimum. tallwater condition.
If it is greater than half the pipe diameter. it is classified maxnnum condition.
Pipes that outlet onto wide fiat areas with no defined channel are assumed
to have a num ruin tailwater condition finless reliable flood stage elevations
shoe- otherwise.
Outlet pipe diameter, D, (in.)
Tailwater depth (in.)
Minimum/Maximum tailwater?
Discharge (cfs)
Velocity ftJs)
EV
4.2
Min TW (Fig. 8.06a)
0.98
3.12
Step 3. Based on the tailwater conditions determined in step 1. enter Figure
8.06a or Figure 8.06b, and determine dj¢ riprap size and minimum apron length
(Ld. The dfy size is the median stone Size in a well -graded riprap apron -
Step 3. Determine apron width at the pipe outlet. the apron shape. and the
apron width at the outlet end from the same fimire used to Step -'-
Minimum TW Maximum TW
Figure 8.06a Fioure 8.06h
Riprap d5o, (ft.) 0.5
Minimum apron length, L,, (ft.) 4.5
Apron width at pipe outlet (ft.) 4.5 4.5
Apron shape
Apron width at outlet end (ft.) 6 1,5
Step 4. Determne the maxrnitim stone diameter.
1.5 x d. ,
Minimum TW Maximum TW
Max Stone Diameter, dmax (ft.) 0.75 0
Step 5. Detenmue the apron thickness.
Apron thickness = 1.5 x dr,'.
Minimum TW Maximum TW
Apron Thickness(ft.) 1.125 0
23

Designed By:
SxW Date:
Checked By:
HMA Date:
Company:
LOWE ENGINEERS
Project Name:
SOF OPERATIONS FACILITY
Project No.:
18-0088
Site Location (City/Town) FT, BRAGG
Culvert Id. C
Total Drainage Area (acres) 0.97
Step 1. Deteniune the tailwater depth from channel characteristics below the
pipe outlet for the design capacity of the pipe. If the tailwater depth is less
than half the outlet pipe diameter_ it is classified i i-mi:ntim tailivater condition.
If it is greater than half the pipe diameter. it is classified maximtun condition.
Pipes that outlet onto wide flat areas With no defined chaniiel are assumed
to have a nummum tailwater condition tireless reliable flood stage elevations
shops- othenvise
Outlet pipe diameter, Do (in.)
Tailwater depth (in.)
Minimum/Maximum tailwater?
Discharge (cfs)
Velocity (ft./s)
��I
19
Max TW (Fig. 8.06b)
10.34
4.4
Step 2. Based on the taih%-ater conditions determined in step 1. enter Figure
8.06a or Figure 8.06b. and determine dso riprap size and mimmum apron length
{L�. The d,, size is the median stone size in a well -graded riprap apron.
Step 3. Determine apron width at the pipe outlet, the apron shape, and the
apron width at the outlet end from the same figure used in Step 1
Minimum TW Maximum TW
Eiaure 8.06a Fiaure 8.06b
Riprap d.., (ft.) 0.5
Minimum apron length, L„ (ft.) 9
Apron width at pipe outlet (ft.) 6 6
Apron shape
Apron width at outlet end (ft.) 2 5.6
Step 4. Deternune the maxiuimu stone diameter.
drrax = 1.5 x d5o
Minimum TW Maximum TW
Max Stone Diameter, dmax (ft.) 0 0.75
Step 5. Determine the apron thickness:
Apron thickness = 1 5 x dM„
Minimum TW Maximum TW
Apron Thickness(ft.) 0 1.125
24

Designed By:
SKW Date:
Checked By:
HMA Date:
Company:
LOWE ENGINEERS
Project Name:
SOF OPERATIONS FACILITY
Project No.:
18-0088
Site Location (CitylTown) FT. BRAGG
Culvert Id. ❑
Total Drainage Area (acres) 0.13
Step 1. Determine the tailwater depth from channel characteristics below the
pipe outlet for the design capactry of the pipe. If the tail%vater depth is less
than half the outlet pipe diameter_ it is classified iniumium tailwater condition.
If it is greater than half the pipe diameter. it is classified nu"uuin condition.
Pipes that outlet onto wide Hat areas ►VIth no defined chatuiel are assumed
to have a mmtnnun tailwater condition unless reliable flood stage elevations.
shops- othe -A-rse
Outlet pipe diameter, Do (in.)
Taiiwater depth (in.)
Minimum/Maximum tailwater?
Discharge (cfs)
Velocity (ft.ls)
2
Min TW (Fig. 8.06a)
1.1
1
Step 2. Based on the tailwater conditions deternuned in step 1. enter Figure
8.06a or Figure 8.06b. and determine d,0 riprap sue and minimum apron length
(La. The d„ size is the inedian stone size in a well -graded nprap apron.
Step 3_ Determine apron width at the pipe outlet. the apron shape, and the
apron width at the outlet end from the same figure used in Step 2.
Minimum TW Maximum TW
Fioure 8.06a Figure 8.06h
Riprap d,;), (ft.) 0.5
Minimum apron length, La (ft.) 6
Apron width at pipe outlet (ft.) 6 6
Apron shape
Apron width at outlet end (ft.) 8 2
Stele 4. Deteniune the maximum stone di�uneter
d„%ax= 1.5xd.,
Minimum TW Maximum TW
Max Stone Diameter, dmax (ft.) 0.75 0
Step 5. Deterunnnne the apron thickness.
Apron thickness = 1.5 x dr,,.
Minimum TW Maximum TW
Apron Thickness(ft.) 1.125 0
25

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Hydraflow Table of Contents
BIORET & DET POND - TYPE II.gpw
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Watershed Model Schematic...................................................................................... 1
Hydrograph Return Period Recap............................................................................. 2
Year
SummaryReport......................................................................................................................... 3
HydrographReports...................................................................................................................
4
Hydrograph No.
1, SCS Runoff, PRE 1....................................................................................
4
Hydrograph No.
2, SCS Runoff, PRE 2....................................................................................
5
Hydrograph No.
3, SCS Runoff, POST 1.................................................................................
6
Hydrograph No.
4, Reservoir, BIORETENTION.......................................................................
7
Pond Report
- BIORETENTION..........................................................................................
8
Hydrograph No.
5, SCS Runoff, POST BYPASS 1..................................................................
9
Hydrograph No.
6, SCS Runoff, PRE 4..................................................................................
10
Hydrograph No.
7, SCS Runoff, PRE 5..................................................................................
11
Hydrograph No.
8, SCS Runoff, POST BYPASS 2................................................................
12
Hydrograph No.
9, SCS Runoff, POST BYPASS a...............................................................
13
Hydrograph No.
10, SCS Runoff, POST 2.............................................................................
14
Hydrograph No.
11, Combine, POST TO POND....................................................................
15
Hydrograph No.
12, Reservoir, DETENTION.........................................................................
16
Pond Report
- DETENTION...............................................................................................
17
Hydrograph No.
13, SCS Runoff, PRE 3................................................................................
19
Hydrograph No.
14, SCS Runoff, POST BYPASS 4..............................................................
20
Hydrograph No.
15, SCS Runoff, POST OFFSITE................................................................
21
Hydrograph No.
16, SCS Runoff, PRE OFFSITE..................................................................
22
Hydrograph No.
17, SCS Runoff, POST BYPASS 5..............................................................
23
Hydrograph No.
18, Combine, PRE TOTAL..........................................................................
24
Hydrograph No.
19, Combine, POST SUBTOTAL................................................................
25
Hydrograph No.
20, Combine, POST TOTAL........................................................................
26
2 - Year
SummaryReport
.......................................................................................................................
27
HydrographReports.................................................................................................................
28
Hydrograph No.
1, SCS Runoff, PRE 1..................................................................................
28
Hydrograph No.
2, SCS Runoff, PRE 2..................................................................................
29
Hydrograph No.
3, SCS Runoff, POST 1...............................................................................
30
Hydrograph No.
4, Reservoir, BIORETENTION.....................................................................
31
Hydrograph No.
5, SCS Runoff, POST BYPASS 1................................................................
32
Hydrograph No.
6, SCS Runoff, PRE 4..................................................................................
33
Hydrograph No.
7, SCS Runoff, PRE 5..................................................................................
34
Hydrograph No.
8, SCS Runoff, POST BYPASS 2................................................................
35
Hydrograph No.
9, SCS Runoff, POST BYPASS a...............................................................
36
Hydrograph No.
10, SCS Runoff, POST 2.............................................................................
37
Hydrograph No.
11, Combine, POST TO POND....................................................................
38
Hydrograph No.
12, Reservoir, DETENTION.........................................................................
39
Hydrograph No.
13, SCS Runoff, PRE 3................................................................................
40
Hydrograph No.
14, SCS Runoff, POST BYPASS 4..............................................................
41
Hydrograph No.
15, SCS Runoff, POST OFFSITE................................................................
42

Contents continued...
BIORET & DET POND - TYPE Il.gpw
Hydrograph No.
16, SCS Runoff, PRE OFFSITE..................................................................
43
Hydrograph No.
17, SCS Runoff, POST BYPASS 5..............................................................
44
Hydrograph No.
18, Combine, PRE TOTAL..........................................................................
45
Hydrograph No.
19, Combine, POST SUBTOTAL................................................................
46
Hydrograph No.
20, Combine, POST TOTAL........................................................................
47
5 - Year
SummaryReport
.......................................................................................................................
48
HydrographReports.................................................................................................................
49
Hydrograph No.
1, SCS Runoff, PRE 1..................................................................................
49
Hydrograph No.
2, SCS Runoff, PRE 2..................................................................................
50
Hydrograph No.
3, SCS Runoff, POST 1...............................................................................
51
Hydrograph No.
4, Reservoir, BIORETENTION.....................................................................
52
Hydrograph No.
5, SCS Runoff, POST BYPASS 1................................................................
53
Hydrograph No.
6, SCS Runoff, PRE 4..................................................................................
54
Hydrograph No.
7, SCS Runoff, PRE 5..................................................................................
55
Hydrograph No.
8, SCS Runoff, POST BYPASS 2................................................................
56
Hydrograph No.
9, SCS Runoff, POST BYPASS a...............................................................
57
Hydrograph No.
10, SCS Runoff, POST 2.............................................................................
58
Hydrograph No.
11, Combine, POST TO POND....................................................................
59
Hydrograph No.
12, Reservoir, DETENTION.........................................................................
60
Hydrograph No.
13, SCS Runoff, PRE 3................................................................................
61
Hydrograph No.
14, SCS Runoff, POST BYPASS 4..............................................................
62
Hydrograph No.
15, SCS Runoff, POST OFFSITE................................................................
63
Hydrograph No.
16, SCS Runoff, PRE OFFSITE..................................................................
64
Hydrograph No.
17, SCS Runoff, POST BYPASS 5..............................................................
65
Hydrograph No.
18, Combine, PRE TOTAL..........................................................................
66
Hydrograph No.
19, Combine, POST SUBTOTAL................................................................
67
Hydrograph No.
20, Combine, POST TOTAL........................................................................
68
10 -Year
SummaryReport
.......................................................................................................................
69
HydrographReports.................................................................................................................
70
Hydrograph No.
1, SCS Runoff, PRE 1..................................................................................
70
Hydrograph No.
2, SCS Runoff, PRE 2..................................................................................
71
Hydrograph No.
3, SCS Runoff, POST 1...............................................................................
72
Hydrograph No.
4, Reservoir, BIORETENTION.....................................................................
73
Hydrograph No.
5, SCS Runoff, POST BYPASS 1................................................................
74
Hydrograph No.
6, SCS Runoff, PRE 4..................................................................................
75
Hydrograph No.
7, SCS Runoff, PRE 5..................................................................................
76
Hydrograph No.
8, SCS Runoff, POST BYPASS 2................................................................
77
Hydrograph No.
9, SCS Runoff, POST BYPASS a...............................................................
78
Hydrograph No.
10, SCS Runoff, POST 2.............................................................................
79
Hydrograph No.
11, Combine, POST TO POND....................................................................
80
Hydrograph No.
12, Reservoir, DETENTION.........................................................................
81
Hydrograph No.
13, SCS Runoff, PRE 3................................................................................
82
Hydrograph No.
14, SCS Runoff, POST BYPASS 4..............................................................
83
Hydrograph No.
15, SCS Runoff, POST OFFSITE................................................................
84
Hydrograph No.
16, SCS Runoff, PRE OFFSITE..................................................................
85
Hydrograph No.
17, SCS Runoff, POST BYPASS 5..............................................................
86

Contents continued...
BIORET & DET POND - TYPE Il.gpw
Hydrograph No. 18, Combine, PRE TOTAL.......................................................................... 87
Hydrograph No. 19, Combine, POST SUBTOTAL................................................................ 88
Hydrograph No. 20, Combine, POST TOTAL........................................................................ 89
25 - Year
SummaryReport
.......................................................................................................................
90
HydrographReports.................................................................................................................
91
Hydrograph No.
1, SCS Runoff, PRE 1..................................................................................
91
Hydrograph No.
2, SCS Runoff, PRE 2..................................................................................
92
Hydrograph No.
3, SCS Runoff, POST 1...............................................................................
93
Hydrograph No.
4, Reservoir, BIORETENTION.....................................................................
94
Hydrograph No.
5, SCS Runoff, POST BYPASS 1................................................................
95
Hydrograph No.
6, SCS Runoff, PRE 4..................................................................................
96
Hydrograph No.
7, SCS Runoff, PRE 5..................................................................................
97
Hydrograph No.
8, SCS Runoff, POST BYPASS 2................................................................
98
Hydrograph No.
9, SCS Runoff, POST BYPASS a...............................................................
99
Hydrograph No.
10, SCS Runoff, POST 2...........................................................................
100
Hydrograph No.
11, Combine, POST TO POND..................................................................
101
Hydrograph No.
12, Reservoir, DETENTION.......................................................................
102
Hydrograph No.
13, SCS Runoff, PRE 3..............................................................................
103
Hydrograph No.
14, SCS Runoff, POST BYPASS 4............................................................
104
Hydrograph No.
15, SCS Runoff, POST OFFSITE..............................................................
105
Hydrograph No.
16, SCS Runoff, PRE OFFSITE................................................................
106
Hydrograph No.
17, SCS Runoff, POST BYPASS 5............................................................
107
Hydrograph No.
18, Combine, PRE TOTAL........................................................................
108
Hydrograph No.
19, Combine, POST SUBTOTAL..............................................................
109
Hydrograph No.
20, Combine, POST TOTAL......................................................................
110
50 - Year
SummaryReport
.....................................................................................................................
111
HydrographReports...............................................................................................................
112
Hydrograph No.
1, SCS Runoff, PRE 1................................................................................
112
Hydrograph No.
2, SCS Runoff, PRE 2................................................................................
113
Hydrograph No.
3, SCS Runoff, POST 1.............................................................................
114
Hydrograph No.
4, Reservoir, BIORETENTION...................................................................
115
Hydrograph No.
5, SCS Runoff, POST BYPASS 1..............................................................
116
Hydrograph No.
6, SCS Runoff, PRE 4................................................................................
117
Hydrograph No.
7, SCS Runoff, PRE 5................................................................................
118
Hydrograph No.
8, SCS Runoff, POST BYPASS 2..............................................................
119
Hydrograph No.
9, SCS Runoff, POST BYPASS a.............................................................
120
Hydrograph No.
10, SCS Runoff, POST 2...........................................................................
121
Hydrograph No.
11, Combine, POST TO POND..................................................................
122
Hydrograph No.
12, Reservoir, DETENTION.......................................................................
123
Hydrograph No.
13, SCS Runoff, PRE 3..............................................................................
124
Hydrograph No.
14, SCS Runoff, POST BYPASS 4............................................................
125
Hydrograph No.
15, SCS Runoff, POST OFFSITE..............................................................
126
Hydrograph No.
16, SCS Runoff, PRE OFFSITE................................................................
127
Hydrograph No.
17, SCS Runoff, POST BYPASS 5............................................................
128
Hydrograph No.
18, Combine, PRE TOTAL........................................................................
129
Hydrograph No.
19, Combine, POST SUBTOTAL..............................................................
130

Contents continued...
BIORET & DET POND - TYPE Il.gpw
Hydrograph No.
20, Combine, POST TOTAL......................................................................
131
100 - Year
SummaryReport
.....................................................................................................................
132
HydrographReports...............................................................................................................
133
Hydrograph No.
1, SCS Runoff, PRE 1................................................................................
133
Hydrograph No.
2, SCS Runoff, PRE 2................................................................................
134
Hydrograph No.
3, SCS Runoff, POST 1.............................................................................
135
Hydrograph No.
4, Reservoir, BIORETENTION...................................................................
136
Hydrograph No.
5, SCS Runoff, POST BYPASS 1..............................................................
137
Hydrograph No.
6, SCS Runoff, PRE 4................................................................................
138
Hydrograph No.
7, SCS Runoff, PRE 5................................................................................
139
Hydrograph No.
8, SCS Runoff, POST BYPASS 2..............................................................
140
Hydrograph No.
9, SCS Runoff, POST BYPASS a.............................................................
141
Hydrograph No.
10, SCS Runoff, POST 2...........................................................................
142
Hydrograph No.
11, Combine, POST TO POND..................................................................
143
Hydrograph No.
12, Reservoir, DETENTION.......................................................................
144
Hydrograph No.
13, SCS Runoff, PRE 3..............................................................................
145
Hydrograph No.
14, SCS Runoff, POST BYPASS 4............................................................
146
Hydrograph No.
15, SCS Runoff, POST OFFSITE..............................................................
147
Hydrograph No.
16, SCS Runoff, PRE OFFSITE................................................................
148
Hydrograph No.
17, SCS Runoff, POST BYPASS 5............................................................
149
Hydrograph No.
18, Combine, PRE TOTAL........................................................................
150
Hydrograph No.
19, Combine, POST SUBTOTAL..............................................................
151
Hydrograph No.
20, Combine, POST TOTAL......................................................................
152
OFReport................................................................................................................ 153

Watershed Model Schematic Hydraflow Hydrographs Extension forAutodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
18 19
11
Leaend
Hvd• Origin Description
1 SCS Runoff PRE 1
2 SCS Runoff PRE 2 2
3 SCS Runoff POST 1
4 Reservoir BIORETENTION
5 SCS Runoff POST BYPASS 1
6 SCS Runoff PRE 4
7 SCS Runoff PRE 5
8 SCS Runoff POST BYPASS 2
9 SCS Runoff POST BYPASS 3
10 SCS Runoff POST 2
11 Combine POST TO POND
12 Reservoir DETENTION
13 SCS Runoff PRE 3 20
14 SCS Runoff POST BYPASS 4
15 SCS Runoff POST OFFSITE
16 SCS Runoff PRE OFFSITE
17 SCS Runoff POST BYPASS 5
18 Combine PRE TOTAL
19 Combine POSTSUBTOTAL
20 Combine POST TOTAL
Project: BIORET & DET POND - TYPE Il.gpw Tuesday, 12 / 10 / 2019

Hydrograph Return Period Regd ��
Hydra w Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd.
Hydrograph
Inflow
Peak Outflow (cfs)
Hydrograph
No.
type
hyd(s)
Description
(origin)
1-yr
2-yr
3-yr
5-yr
10-yr
25-yr
50-yr
100-yr
1
SCS Runoff
------
0.715
1.219
-------
2.088
2.832
3.931
4.846
5.838
PRE 1
2
SCS Runoff
------
1.540
2.370
-------
3.751
4.902
6.611
8.011
9.485
PRE 2
3
SCS Runoff
------
1.535
2.219
-------
3.340
4.260
5.577
6.636
7.742
POST 1
4
Reservoir
3
0.000
0.000
-------
0.184
0.977
2.415
3.614
4.266
BIORETENTION
5
SCS Runoff
------
0.173
0.329
-------
0.605
0.844
1.204
1.504
1.824
POST BYPASS 1
6
SCS Runoff
------
0.145
0.198
-------
0.280
0.345
0.437
0.510
0.585
PRE 4
7
SCS Runoff
------
0.112
0.174
-------
0.276
0.361
0.486
0.591
0.701
PRE 5
8
SCS Runoff
------
1.747
2.265
-------
3.054
3.672
4.530
5.207
5.905
POST BYPASS 2
9
SCS Runoff
------
0.112
0.174
-------
0.276
0.361
0.486
0.591
0.701
POST BYPASS 3
10
SCS Runoff
------
0.094
0.199
-------
0.388
0.554
0.806
1.017
1.244
POST 2
11
Combine
4, 10
0.094
0.199
-------
0.388
1.034
2.509
3.735
4.440
POST TO POND
12
Reservoir
11
0.004
0.007
-------
0.052
0.100
0.140
0.163
0.884
DETENTION
13
SCS Runoff
------
0.268
0.438
-------
0.727
0.972
1.331
1.629
1.952
PRE 3
14
SCS Runoff
------
0.248
0.301
-------
0.381
0.444
0.531
0.600
0.672
POST BYPASS 4
15
SCS Runoff
------
0.791
0.959
-------
1.215
1.414
1.692
1.912
2.140
POST OFFSITE
16
SCS Runoff
------
0.791
0.959
-------
1.215
1.414
1.692
1.912
2.140
PRE OFFSITE
17
SCS Runoff
------
0.027
0.057
-------
0.111
0.158
0.230
0.291
0.355
POST BYPASS 5
18
Combine
1, 2, 6,
3.457
5.238
-------
8.246
10.77
14.46
17.47
20.66
PRE TOTAL
7, 13, 16,
19
Combine
5, 8, 9,
3.087
4.072
-------
5.624
6.874
8.648
10.07
11.56
POST SUBTOTAL
14, 15, 17,
20
Combine
12, 19
3.087
4.074
-------
5.630
6.883
8.667
10.10
11.60
POST TOTAL
Proj. file: BIORET & DET POND - TYPE Il.gpw
Tuesday, 12 / 10 / 2019

Hydrograph Summary Repo rtHydraflowHydrographsExtension for Autodesk® Civil 3D®2019byAutodesk,Inc. v202O
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
0.715
2
720
1,848
------
------
------
PRE 1
2
SCS Runoff
1.540
2
720
3,664
------
------
------
PRE 2
3
SCS Runoff
1.535
2
728
5,503
------
------
------
POST 1
4
Reservoir
0.000
2
1372
0
3
229.91
2,741
BIORETENTION
5
SCS Runoff
0.173
2
718
421
------
------
------
POST BYPASS 1
6
SCS Runoff
0.145
2
718
293
------
------
------
PRE 4
7
SCS Runoff
0.112
2
718
231
------
------
------
PRE 5
8
SCS Runoff
1.747
2
718
4,028
------
------
------
POST BYPASS 2
9
SCS Runoff
0.112
2
718
231
------
------
------
POST BYPASS 3
10
SCS Runoff
0.094
2
718
256
------
------
------
POST 2
11
Combine
0.094
2
718
256
4, 10
------
------
POST TO POND
12
Reservoir
0.004
2
1044
226
11
220.04
120
DETENTION
13
SCS Runoff
0.268
2
718
570
------
------
------
PRE 3
14
SCS Runoff
0.248
2
716
579
------
------
------
POST BYPASS 4
15
SCS Runoff
0.791
2
718
2,060
------
------
------
POST OFFSITE
16
SCS Runoff
0.791
2
718
2,060
------
------
------
PRE OFFSITE
17
SCS Runoff
0.027
2
718
73
------
------
------
POST BYPASS 5
18
Combine
3.457
2
720
8,665
1, 2, 6,
------
------
PRE TOTAL
7, 13, 16,
19
Combine
3.087
2
718
7,392
5, 8, 9,
------
------
POST SUBTOTAL
14, 15, 17,
20
Combine
3.087
2
718
7,618
12,19
------
------
POST TOTAL
BIORET & DET POND - TYPE Il.gpw
Return Period: 1 Year
Tuesday, 12 / 10 / 2019

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 1
PRE 1
Hydrograph type
= SCS Runoff
Peak discharge
= 0.715 cfs
Storm frequency
= 1 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 1,848 cuft
Drainage area
= 0.880 ac
Curve number
= 66
Basin Slope
= 5.8 %
Hydraulic length
= 294 ft
Tc method
= LAG
Time of conc. (Tc)
= 7.30 min
Total precip.
= 3.07 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
PRE 1
Hyd. No. 1 -- 1 Year
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

Hydrograph Report
5
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 2
PRE 2
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 1.260 ac
Curve number
Basin Slope
= 3.3 %
Hydraulic length
Tc method
= LAG
Time of conc. (Tc)
Total precip.
= 3.07 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
2.00
1.00
M
PRE 2
Hyd. No. 2 -- 1 Year
120 240 360 480 600 720 840 960
Hyd No. 2
Tuesday, 12 / 10 / 2019
= 1.540 cfs
= 720 min
= 3,664 cuft
= 71
= 305 ft
= 8.80 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

Hydrograph Report
0
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 3
POST 1
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 1.330 ac
Curve number
Basin Slope
= 1.0 %
Hydraulic length
Tc method
= LAG
Time of conc. (Tc)
Total precip.
= 3.07 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
2.00
1.00
M
POST 1
Hyd. No. 3 -- 1 Year
120 240 360 480 600 720 840 960
Hyd No. 3
Tuesday, 12 / 10 / 2019
= 1.535 cfs
= 728 min
= 5,503 cuft
= 77
= 544 ft
= 21.30 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

Hydrograph
Report
7
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk,
Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 4
BIORETENTION
Hydrograph type
= Reservoir
Peak discharge
= 0.000 cfs
Storm frequency
= 1 yrs
Time to peak
= 1372 min
Time interval
= 2 min
Hyd. volume
= 0 cuft
Inflow hyd. No.
= 3 - POST 1
Max. Elevation
= 229.91 ft
Reservoir name
= BIORETENTION
Max. Storage
= 2,741 cuft
Storage Indication method used. Exfiltration extracted from Outflow
Q (cfs)
2.00
1.00
BIORETENTION
Hyd. No. 4 -- 1 Year
120 240 360 480 600 720
Hyd No. 4 Hyd No. 3
Q (cfs)
2.00
1.00
0.00
840 960 1080 1200 1320 1440 1560
Time (min)
Total storage used = 2,741 cult

Pond Report $
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 10 / 2019
Pond No. 1 - BIORETENTION
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 229.50 ft. Voids = 40.00%
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00
229.50
6,500
0
0
0.50
230.00
6,994
3,372
3,372
1.00
230.50
7,506
3,624
6,996
1.50
231.00
8,036
3,884
10,881
Culvert / Orifice Structures
Weir Structures
[A]
[B] [C] [PrfRsr]
[A]
[B]
[C]
[D]
Rise (in)
= 18.00
Inactive Inactive
Inactive
Crest Len (ft) = 4.00
Inactive
Inactive
Inactive
Span (in)
= 18.00
0.00 0.00
0.00
Crest El. (ft) = 230.33 0.00
0.00
0.00
No. Barrels
= 1
0 0
0
Weir Coeff.
= 3.33
3.33
3.33
3.33
Invert El. (ft) = 226.50
0.00 0.00
0.00
Weir Type
= 1
---
---
---
Length (ft)
= 50.00
0.00 0.00
0.00
Multi -Stage
= Yes
No
No
No
Slope (%)
= 11.43
0.00 0.00
n/a
N-Value
= .013
.013 .013
n/a
Orifice Coeff. = 0.60
0.60 0.60
0.60
Exfil.(in/hr)
= 1.000
(by Contour)
Multi -Stage
= n/a
No No
No
TW Elev. (ft)
= 0.00
Note: Culvert/Orifice outflows are analyzed
under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage
/ Discharge
Table
Stage
Storage Elevation
Clv A Clv
B Clv C
PrfRsr
Wr A Wr
B Wr C
Wr D
Exfil
User
Total
ft
cuft ft
cfs cfs
cfs
cfs
cfs cfs
cfs
cfs
cfs
cfs
cfs
0.00
0 229.50
0.00 ---
---
---
0.00 ---
---
---
0.000
---
0.000
0.05
337 229.55
12.76 is ---
---
---
0.00 ---
---
---
0.016
---
0.016
0.10
674 229.60
12.76 is ---
---
---
0.00 ---
---
---
0.032
---
0.032
0.15
1,012 229.65
12.76 is ---
---
---
0.00 ---
---
---
0.049
---
0.049
0.20
1,349 229.70
12.76 is ---
---
---
0.00 ---
---
---
0.065
---
0.065
0.25
1,686 229.75
12.76 is ---
---
---
0.00 ---
---
---
0.081
---
0.081
0.30
2,023 229.80
12.76 is ---
---
---
0.00 ---
---
---
0.097
---
0.097
0.35
2,361 229.85
12.76 is ---
---
---
0.00 ---
---
---
0.113
---
0.113
0.40
2,698 229.90
12.76 is ---
---
---
0.00 ---
---
---
0.130
---
0.130
0.45
3,035 229.95
12.76 is ---
---
---
0.00 ---
---
---
0.146
---
0.146
0.50
3,372 230.00
12.76 is ---
---
---
0.00 ---
---
---
0.162
---
0.162
0.55
3,735 230.05
12.76 is ---
---
---
0.00 ---
---
---
0.163
---
0.163
0.60
4,097 230.10
12.76 is ---
---
---
0.00 ---
---
---
0.164
---
0.164
0.65
4,460 230.15
12.76 is ---
---
---
0.00 ---
---
---
0.165
---
0.165
0.70
4,822 230.20
12.76 is ---
---
---
0.00 ---
---
---
0.167
---
0.167
0.75
5,184 230.25
12.76 is ---
---
---
0.00 ---
---
---
0.168
---
0.168
0.80
5,547 230.30
12.76 is ---
---
---
0.00 ---
---
---
0.169
---
0.169
0.85
5,909 230.35
12.76 is ---
---
---
0.04 ---
---
---
0.170
---
0.208
0.90
6,272 230.40
12.76 is ---
---
---
0.25 ---
---
---
0.171
---
0.418
0.95
6,634 230.45
12.76 is ---
---
---
0.55 ---
---
---
0.173
---
0.726
1.00
6,996 230.50
12.76 is ---
---
---
0.93 ---
---
---
0.174
---
1.107
1.05
7,385 230.55
12.76 is ---
---
---
1.37 ---
---
---
0.175
---
1.549
1.10
7,773 230.60
12.76 is ---
---
---
1.87 ---
---
---
0.176
---
2.045
1.15
8,162 230.65
12.76 is ---
---
---
2.41 ---
---
---
0.177
---
2.589
1.20
8,550 230.70
12.76 is ---
---
---
3.00 ---
---
---
0.179
---
3.176
1.25
8,938 230.75
12.76 is ---
---
---
3.63 ---
---
---
0.180
---
3.805
1.30
9,327 230.80
12.76 is ---
---
---
4.29 ---
---
---
0.181
---
4.473
1.35
9,715 230.85
12.76 is ---
---
---
3.88 is ---
---
---
0.182
---
4.060
1.40
10,104 230.90
12.76 is ---
---
---
4.06 is ---
---
---
0.184
---
4.243
1.45
10,492 230.95
12.76 is ---
---
---
4.23 is ---
---
---
0.185
---
4.418
1.50
10,881 231.00
12.76 is ---
---
---
4.40 is ---
---
---
0.186
---
4.587

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 5
POST BYPASS 1
Hydrograph type
= SCS Runoff
Peak discharge
= 0.173 cfs
Storm frequency
= 1 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 421 cuft
Drainage area
= 0.290 ac
Curve number
= 62
Basin Slope
= 25.5 %
Hydraulic length
= 47 ft
Tc method
= User
Time of conc. (Tc)
= 3.10 min
Total precip.
= 3.07 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0
POST BYPASS 1
Hyd. No. 5 -- 1 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)

10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 6
PRE 4
Hydrograph type
= SCS Runoff
Peak discharge
= 0.145 cfs
Storm frequency
= 1 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 293 cuft
Drainage area
= 0.060 ac
Curve number
= 82
Basin Slope
= 1.8 %
Hydraulic length
= 112 ft
Tc method
= LAG
Time of conc. (Tc)
= 3.80 min
Total precip.
= 3.07 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0
PRE 4
Hyd. No. 6 -- 1 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 7
PRE 5
Hydrograph type
= SCS Runoff
Peak discharge
= 0.112 cfs
Storm frequency
= 1 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 231 cuft
Drainage area
= 0.090 ac
Curve number
= 70
Basin Slope
= 4.0 %
Hydraulic length
= 82 ft
Tc method
= User
Time of conc. (Tc)
= 3.10 min
Total precip.
= 3.07 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0
PRE 5
Hyd. No. 7 -- 1 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time (min)

Hydrograph Report
12
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 8
POST BYPASS 2
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 1 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 0.590 ac
Curve number
Basin Slope
= 2.4 %
Hydraulic length
Tc method
= LAG
Time of conc. (Tc)
Total precip.
= 3.07 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
2.00
1.00
M
POST BYPASS 2
Hyd. No. 8 -- 1 Year
120 240 360 480 600 720 840 960
Hyd No. 8
Tuesday, 12 / 10 / 2019
= 1.747 cfs
= 718 min
= 4,028 cuft
= 88
= 375 ft
= 7.10 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 9
POST BYPASS 3
Hydrograph type
= SCS Runoff
Peak discharge
= 0.112 cfs
Storm frequency
= 1 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 231 cuft
Drainage area
= 0.090 ac
Curve number
= 70
Basin Slope
= 2.4 %
Hydraulic length
= 375 ft
Tc method
= User
Time of conc. (Tc)
= 3.10 min
Total precip.
= 3.07 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0
POST BYPASS 3
Hyd. No. 9 -- 1 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 9 Time (min)

14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 10
POST 2
Hydrograph type
= SCS Runoff
Peak discharge
= 0.094 cfs
Storm frequency
= 1 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 256 cuft
Drainage area
= 0.210 ac
Curve number
= 60
Basin Slope
= 10.0 %
Hydraulic length
= 131 ft
Tc method
= LAG
Time of conc. (Tc)
= 3.40 min
Total precip.
= 3.07 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
POST 2
Hyd. No. 10 -- 1 Year
Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 10 Time (min)

Hydrograph
Report
15
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 11
POST TO POND
Hydrograph type
= Combine
Peak discharge
= 0.094 cfs
Storm frequency
= 1 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 256 cuft
Inflow hyds.
= 4, 10
Contrib. drain. area
= 0.210 ac
Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
POST TO POND
Hyd. No. 11 -- 1 Year
Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 11 — Hyd No. 4 Hyd No. 10

16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 12
DETENTION
Hydrograph type
= Reservoir
Peak discharge
= 0.004 cfs
Storm frequency
= 1 yrs
Time to peak
= 1044 min
Time interval
= 2 min
Hyd. volume
= 226 cuft
Inflow hyd. No.
= 11 - POST TO POND
Max. Elevation
= 220.04 ft
Reservoir name
= DETENTION
Max. Storage
= 120 cuft
Storage Indication method used.
Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
DETENTION
Hyd. No. 12 -- 1 Year
Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
1111y:
0.01
0.00
2160
Time (min)

Pond Report
17
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Pond No. 2 - DETENTION
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 220.00 ft
Stage / Storage Table
Stage (ft)
Elevation (ft)
0.00
220.00
1.00
221.00
2.00
222.00
3.00
223.00
4.00
224.00
Contour area (sqft)
2,442
3,086
3,803
4,575
5,406
Incr. Storage (cuft)
0
2,757
3,438
4,183
4,984
Total storage (cuft)
0
2,757
6,195
10,378
15,362
Tuesday, 12 / 10 / 2019
Culvert / Orifice Structures
[A]
Rise (in) = 18.00
Span (in) = 18.00
No. Barrels = 1
Invert El. (ft) = 219.50
Length (ft) = 48.00
Slope (%) = 4.18
N-Value = .013
Orifice Coeff. = 0.60
Multi -Stage = n/a
[B] [C] [PrfRsr]
3.00 Inactive Inactive
1.00 2.00 0.00
1 1 0
220.00 222.00 0.00
0.50 0.50 0.00
0.50 0.50 n/a
.013 .013 n/a
0.60 0.60 0.60
Yes No No
Weir Structures
[A] [B]
Crest Len (ft) = 8.00 Inactive
Crest El. (ft) = 222.92 222.75
Weir Coeff. = 3.33 3.33
Weir Type = 1 Rect
Multi -Stage = Yes No
Exfil.(in/hr) = 0.000 (by Wet area)
TW Elev. (ft) = 0.00
[C] [D]
Inactive Inactive
0.00 0.00
3.33 3.33
--- ---
No No
Note: Culvert/Orifice
outflows are analyzed
under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage
/ Discharge
Table
Stage
Storage Elevation
Clv A
Clv B
Clv C
PrfRsr Wr A
Wr B
Wr C
Wr D Exfil User Total
ft
cuft
ft
cfs
cfs
cfs
cfs cfs
cfs
cfs
cfs cfs cfs cfs
0.00
0
220.00
0.00
0.00
0.00
--- 0.00
0.00
---
--- --- --- 0.000
0.10
276
220.10
1.27 is
0.01 is
0.00
--- 0.00
0.00
---
--- --- --- 0.009
0.20
551
220.20
1.27 is
0.03 is
0.00
--- 0.00
0.00
---
--- --- --- 0.025
0.30
827
220.30
1.27 is
0.04 is
0.00
--- 0.00
0.00
---
--- --- --- 0.042
0.40
1,103
220.40
1.27 is
0.05 is
0.00
--- 0.00
0.00
---
--- --- --- 0.053
0.50
1,379
220.50
1.27 is
0.06 is
0.00
--- 0.00
0.00
---
--- --- --- 0.061
0.60
1,654
220.60
1.27 is
0.07 is
0.00
--- 0.00
0.00
---
--- --- --- 0.069
0.70
1,930
220.70
1.27 is
0.08 is
0.00
--- 0.00
0.00
---
--- --- --- 0.076
0.80
2,206
220.80
1.27 is
0.08 is
0.00
--- 0.00
0.00
---
--- --- --- 0.082
0.90
2,482
220.90
1.27 is
0.09 is
0.00
--- 0.00
0.00
---
--- --- --- 0.088
1.00
2,757
221.00
1.27 is
0.09 is
0.00
--- 0.00
0.00
---
--- --- --- 0.094
1.10
3,101
221.10
1.27 is
0.10 is
0.00
--- 0.00
0.00
---
--- --- --- 0.099
1.20
3,445
221.20
1.27 is
0.10 is
0.00
--- 0.00
0.00
---
--- --- --- 0.104
1.30
3,789
221.30
1.27 is
0.11 is
0.00
--- 0.00
0.00
---
--- --- --- 0.109
1.40
4,133
221.40
1.27 is
0.11 is
0.00
--- 0.00
0.00
---
--- --- --- 0.113
1.50
4,476
221.50
1.27 is
0.12 is
0.00
--- 0.00
0.00
---
--- --- --- 0.118
1.60
4,820
221.60
1.27 is
0.12 is
0.00
--- 0.00
0.00
---
--- --- --- 0.122
1.70
5,164
221.70
1.27 is
0.13 is
0.00
--- 0.00
0.00
---
--- --- --- 0.126
1.80
5,508
221.80
1.27 is
0.13 is
0.00
--- 0.00
0.00
---
--- --- --- 0.130
1.90
5,852
221.90
1.27 is
0.13 is
0.00
--- 0.00
0.00
---
--- --- --- 0.134
2.00
6,195
222.00
1.27 is
0.14 is
0.00
--- 0.00
0.00
---
--- --- --- 0.137
2.10
6,614
222.10
1.27 is
0.14 is
0.00
--- 0.00
0.00
---
--- --- --- 0.141
2.20
7,032
222.20
1.27 is
0.14 is
0.00
--- 0.00
0.00
---
--- --- --- 0.144
2.30
7,450
222.30
1.27 is
0.15 is
0.00
--- 0.00
0.00
---
--- --- --- 0.148
2.40
7,868
222.40
1.27 is
0.15 is
0.00
--- 0.00
0.00
---
--- --- --- 0.151
2.50
8,287
222.50
1.27 is
0.15 is
0.00
--- 0.00
0.00
---
--- --- --- 0.155
2.60
8,705
222.60
1.27 is
0.16 is
0.00
--- 0.00
0.00
---
--- --- --- 0.158
2.70
9,123
222.70
1.27 is
0.16 is
0.00
--- 0.00
0.00
---
--- --- --- 0.161
2.80
9,541
222.80
1.27 is
0.16 is
0.00
--- 0.00
0.00
---
--- --- --- 0.164
2.90
9,960
222.90
1.27 is
0.17 is
0.00
--- 0.00
0.00
---
--- --- --- 0.167
3.00
10,378
223.00
1.27 is
0.17 is
0.00
--- 0.60
0.00
---
--- --- --- 0.773
3.10
10,876
223.10
2.23 is
0.17 is
0.00
--- 2.03
0.00
---
--- --- --- 2.206
3.20
11,375
223.20
4.11 is
0.17 is
0.00
--- 3.95
0.00
---
--- --- --- 4.113
3.30
11,873
223.30
6.43 is
0.16 is
0.00
--- 6.24
0.00
---
--- --- --- 6.399
3.40
12,372
223.40
9.00 is
0.14 is
0.00
--- 8.86
0.00
---
--- --- --- 9.003
3.50
12,870
223.50
11.88 is
0.11 is
0.00
--- 11.77
0.00
---
--- --- --- 11.88
3.60
13,369
223.60
14.32 is
0.07 is
0.00
--- 14.24
s 0.00
---
--- --- --- 14.32
3.70
13,867
223.70
14.99 is
0.06 is
0.00
--- 14.93
s 0.00
---
--- --- --- 14.99
Continues on next page...

18
DETENTION
Stage / Storage / Discharge Table
Stage
Storage
Elevation
Clv A
ft
cuft
ft
cfs
3.80
14,365
223.80
15.45 is
3.90
14,864
223.90
15.82 is
4.00
15,362
224.00
16.14 is
...End
Clv B Clv C PrfRsr Wr A Wr B Wr C MID Exfil User Total
cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.05 is 0.00 --- 15.40 s 0.00 --- --- --- --- 15.45
0.04 is 0.00 --- 15.78 s 0.00 --- --- --- --- 15.82
0.04 is 0.00 --- 16.10 s 0.00 --- --- --- --- 16.14

19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 13
PRE 3
Hydrograph type
= SCS Runoff
Peak discharge
= 0.268 cfs
Storm frequency
= 1 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 570 cuft
Drainage area
= 0.270 ac
Curve number
= 67
Basin Slope
= 3.9 %
Hydraulic length
= 159 ft
Tc method
= LAG
Time of conc. (Tc)
= 5.30 min
Total precip.
= 3.07 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0
PRE 3
Hyd. No. 13 -- 1 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 13 Time (min)

20
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 10 / 2019
Hyd. No. 14
POST BYPASS 4
Hydrograph type
= SCS Runoff
Peak discharge
= 0.248 cfs
Storm frequency
= 1 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 579 cuft
Drainage area
= 0.060 ac
Curve number
= 98
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 3.10 min
Total precip.
= 3.07 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0 00
0
120 240
Hyd No. 14
POST BYPASS 4
Hyd. No. 14 -- 1 Year
Q (cfs)

21
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 10 / 2019
Hyd. No. 15
POST OFFSITE
Hydrograph type
= SCS Runoff
Peak discharge
= 0.791 cfs
Storm frequency
= 1 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 2,060 cuft
Drainage area
= 0.200 ac
Curve number
= 98
Basin Slope
= 0.9 %
Hydraulic length
= 345 ft
Tc method
= LAG
Time of conc. (Tc)
= 6.90 min
Total precip.
= 3.07 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
POST OFFSITE
Hyd. No. 15 -- 1 Year Q (cfs)
0
120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 15 Time (min)

22
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 10 / 2019
Hyd. No. 16
PRE OFFSITE
Hydrograph type
= SCS Runoff
Peak discharge
= 0.791 cfs
Storm frequency
= 1 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 2,060 cuft
Drainage area
= 0.200 ac
Curve number
= 98
Basin Slope
= 0.9 %
Hydraulic length
= 345 ft
Tc method
= LAG
Time of conc. (Tc)
= 6.90 min
Total precip.
= 3.07 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
PRE OFFSITE
Hyd. No. 16 -- 1 Year Q (cfs)
0
120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 16 Time (min)

23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 17
POST BYPASS 5
Hydrograph type
= SCS Runoff
Peak discharge
= 0.027 cfs
Storm frequency
= 1 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 73 cuft
Drainage area
= 0.060 ac
Curve number
= 60
Basin Slope
= 4.2 %
Hydraulic length
= 143 ft
Tc method
= LAG
Time of conc. (Tc)
= 5.60 min
Total precip.
= 3.07 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
POST BYPASS 5
Hyd. No. 17 -- 1 Year
Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 17 Time (min)

Hydrograph
Report
24
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 18
PRE TOTAL
Hydrograph type
= Combine
Peak discharge
= 3.457 cfs
Storm frequency
= 1 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 8,665 cuft
Inflow hyds.
= 1, 2, 6, 7, 13, 16
Contrib. drain. area
= 2.760 ac
PRE TOTAL
Q (cfs) Hyd. No. 18 -- 1 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 18 Hyd No. 1 Hyd No. 2 Hyd No. 6 Time (min)
Hyd No. 7 Hyd No. 13 Hyd No. 16

Hydrograph
Report
25
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk,
Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 19
POST SUBTOTAL
Hydrograph type
= Combine
Peak discharge
= 3.087 cfs
Storm frequency
= 1 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 7,392 cuft
Inflow hyds.
= 5, 8, 9, 14, 15, 17
Contrib. drain. area
= 1.290 ac
POST SUBTOTAL
Q (cfs) Hyd. No. 19 -- 1 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 19 Hyd No. 5 Hyd No. 8 Hyd No. 9 Time (min)
Hyd No. 14 Hyd No. 15 Hyd No. 17

Hydrograph
Report
26
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 20
POST TOTAL
Hydrograph type
= Combine
Peak discharge
= 3.087 cfs
Storm frequency
= 1 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 7,618 cuft
Inflow hyds.
= 12, 19
Contrib. drain. area
= 0.000 ac
POST TOTAL
Q (cfs) Hyd. No. 20 -- 1 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 20 — Hyd No. 12 Hyd No. 19

27
Hydrograph Summary Repo rtHydraflowHydrographsExtension for Autodesk® Civil 3D®2019byAutodesk,Inc. v202O
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
1.219
2
720
2,929
------
------
------
PRE 1
2
SCS Runoff
2.370
2
720
5,487
------
------
------
PRE 2
3
SCS Runoff
2.219
2
728
7,805
------
------
------
POST 1
4
Reservoir
0.000
2
1544
0
3
230.10
4,117
BIORETENTION
5
SCS Runoff
0.329
2
718
707
------
------
------
POST BYPASS 1
6
SCS Runoff
0.198
2
716
400
------
------
------
PRE 4
7
SCS Runoff
0.174
2
718
349
------
------
------
PRE 5
8
SCS Runoff
2.265
2
718
5,271
------
------
------
POST BYPASS 2
9
SCS Runoff
0.174
2
718
349
------
------
------
POST BYPASS 3
10
SCS Runoff
0.199
2
718
446
------
------
------
POST 2
11
Combine
0.199
2
718
446
4,10
------
------
POST TO POND
12
Reservoir
0.007
2
954
416
11
220.08
217
DETENTION
13
SCS Runoff
0.438
2
718
892
------
------
------
PRE 3
14
SCS Runoff
0.301
2
716
710
------
------
------
POST BYPASS 4
15
SCS Runoff
0.959
2
718
2,523
------
------
------
POST OFFSITE
16
SCS Runoff
0.959
2
718
2,523
------
------
------
PRE OFFSITE
17
SCS Runoff
0.057
2
718
128
------
------
------
POST BYPASS 5
18
Combine
5.238
2
718
12,580
1, 2, 6,
------
------
PRE TOTAL
7, 13, 16,
19
Combine
4.072
2
718
9,688
5, 8, 9,
------
------
POST SUBTOTAL
14, 15, 17,
20
Combine
4.074
2
718
10,103
12,19
------
------
POST TOTAL
BIORET & DET POND - TYPE Il.gpw
Return Period: 2 Year
Tuesday, 12 / 10 / 2019

Hydrograph Report
28
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 1
PRE 1
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 2 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 0.880 ac
Curve number
Basin Slope
= 5.8 %
Hydraulic length
Tc method
= LAG
Time of conc. (Tc)
Total precip.
= 3.71 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
2.00
1.00
M
PRE 1
Hyd. No. 1 -- 2 Year
120 240 360 480 600 720 840 960
Hyd No. 1
Tuesday, 12 / 10 / 2019
= 1.219 cfs
= 720 min
= 2,929 cuft
= 66
= 294 ft
= 7.30 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

Hydrograph
Report
29
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk,
Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 2
PRE 2
Hydrograph type
= SCS Runoff
Peak discharge
= 2.370 cfs
Storm frequency
= 2 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 5,487 cuft
Drainage area
= 1.260 ac
Curve number
= 71
Basin Slope
= 3.3 %
Hydraulic length
= 305 ft
Tc method
= LAG
Time of conc. (Tc)
= 8.80 min
Total precip.
= 3.71 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
PRE 2
Q (cfs) Hyd. No. 2 -- 2 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 2 Time (min)

Hydrograph
Report
30
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk,
Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 3
POST 1
Hydrograph type
= SCS Runoff
Peak discharge
= 2.219 cfs
Storm frequency
= 2 yrs
Time to peak
= 728 min
Time interval
= 2 min
Hyd. volume
= 7,805 cuft
Drainage area
= 1.330 ac
Curve number
= 77
Basin Slope
= 1.0 %
Hydraulic length
= 544 ft
Tc method
= LAG
Time of conc. (Tc)
= 21.30 min
Total precip.
= 3.71 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
POST 1
Q (cfs) Hyd. No. 3 -- 2 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 3 Time (min)

Hydrograph
Report
31
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk,
Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 4
BIORETENTION
Hydrograph type
= Reservoir
Peak discharge
= 0.000 cfs
Storm frequency
= 2 yrs
Time to peak
= 1544 min
Time interval
= 2 min
Hyd. volume
= 0 cuft
Inflow hyd. No.
= 3 - POST 1
Max. Elevation
= 230.10 ft
Reservoir name
= BIORETENTION
Max. Storage
= 4,117 cuft
Storage Indication method used. Exfiltration extracted from Outflow
Q (cfs)
3.00
rM
1.00
BIORETENTION
Hyd. No. 4 -- 2 Year
Q (cfs)
3.00
2.00
1.00
0.00 1 --1-- --J-- I I f I I I I 1 --T 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Time (min)
— Hyd No. 4 — Hyd No. 3 Total storage used = 4,117 cult

32
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 5
POST BYPASS 1
Hydrograph type
= SCS Runoff
Peak discharge
= 0.329 cfs
Storm frequency
= 2 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 707 cuft
Drainage area
= 0.290 ac
Curve number
= 62
Basin Slope
= 25.5 %
Hydraulic length
= 47 ft
Tc method
= User
Time of conc. (Tc)
= 3.10 min
Total precip.
= 3.71 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0
POST BYPASS 1
Hyd. No. 5 -- 2 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)

Hydrograph
Report
33
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 6
PRE 4
Hydrograph type = SCS Runoff Peak discharge
Storm frequency = 2 yrs Time to peak
Time interval = 2 min Hyd. volume
Drainage area = 0.060 ac Curve number
Basin Slope = 1.8 % Hydraulic length
Tc method = LAG Time of conc. (Tc)
Total precip. = 3.71 in Distribution
Storm duration = 24 hrs Shape factor
Tuesday, 12 / 10 / 2019
= 0.198 cfs
= 716 min
= 400 cuft
= 82
= 112 ft
= 3.80 min
= Type II
= 484
Q (cfs)
PRE 4
Hyd. No. 6 -- 2 Year
Q (cfs)
0.50
0.50
0.45
0.45
0.40
0.40
0.35
0.35
0.30
0.30
0.25
0.25
0.20
0.20
0.15
0.15
0.10
0.10
0.05
0.05
0.00
0 120
Hyd No.
240 360 480 600 720 840 960 1080
6
0.00
1200 1320 1440
Time (min)

34
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 7
PRE 5
Hydrograph type
= SCS Runoff
Peak discharge
= 0.174 cfs
Storm frequency
= 2 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 349 cuft
Drainage area
= 0.090 ac
Curve number
= 70
Basin Slope
= 4.0 %
Hydraulic length
= 82 ft
Tc method
= User
Time of conc. (Tc)
= 3.10 min
Total precip.
= 3.71 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0
PRE 5
Hyd. No. 7 -- 2 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time (min)

Hydrograph
Report
35
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk,
Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 8
POST BYPASS 2
Hydrograph type
= SCS Runoff
Peak discharge
= 2.265 cfs
Storm frequency
= 2 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 5,271 cuft
Drainage area
= 0.590 ac
Curve number
= 88
Basin Slope
= 2.4 %
Hydraulic length
= 375 ft
Tc method
= LAG
Time of conc. (Tc)
= 7.10 min
Total precip.
= 3.71 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
POST BYPASS 2
Q (cfs) Hyd. No. 8 -- 2 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
Hyd No. 8 Time (min)

36
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 9
POST BYPASS 3
Hydrograph type
= SCS Runoff
Peak discharge
= 0.174 cfs
Storm frequency
= 2 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 349 cuft
Drainage area
= 0.090 ac
Curve number
= 70
Basin Slope
= 2.4 %
Hydraulic length
= 375 ft
Tc method
= User
Time of conc. (Tc)
= 3.10 min
Total precip.
= 3.71 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0
POST BYPASS 3
Hyd. No. 9 -- 2 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 9 Time (min)

37
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 10
POST 2
Hydrograph type
= SCS Runoff
Peak discharge
= 0.199 cfs
Storm frequency
= 2 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 446 cuft
Drainage area
= 0.210 ac
Curve number
= 60
Basin Slope
= 10.0 %
Hydraulic length
= 131 ft
Tc method
= LAG
Time of conc. (Tc)
= 3.40 min
Total precip.
= 3.71 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0
POST 2
Hyd. No. 10 -- 2 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 10 Time (min)

Hydrograph
Report
38
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 11
POST TO POND
Hydrograph type
= Combine
Peak discharge
= 0.199 cfs
Storm frequency
= 2 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 446 cuft
Inflow hyds.
= 4, 10
Contrib. drain. area
= 0.210 ac
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0
POST TO POND
Hyd. No. 11 -- 2 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 11 — Hyd No. 4 Hyd No. 10

39
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 12
DETENTION
Hydrograph type
= Reservoir
Peak discharge
= 0.007 cfs
Storm frequency
= 2 yrs
Time to peak
= 954 min
Time interval
= 2 min
Hyd. volume
= 416 cuft
Inflow hyd. No.
= 11 - POST TO POND
Max. Elevation
= 220.08 ft
Reservoir name
= DETENTION
Max. Storage
= 217 cuft
Storage Indication method used.
DETENTION

40
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 13
PRE 3
Hydrograph type
= SCS Runoff
Peak discharge
= 0.438 cfs
Storm frequency
= 2 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 892 cuft
Drainage area
= 0.270 ac
Curve number
= 67
Basin Slope
= 3.9 %
Hydraulic length
= 159 ft
Tc method
= LAG
Time of conc. (Tc)
= 5.30 min
Total precip.
= 3.71 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0
PRE 3
Hyd. No. 13 -- 2 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 13 Time (min)

41
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 10 / 2019
Hyd. No. 14
POST BYPASS 4
Hydrograph type
= SCS Runoff
Peak discharge
= 0.301 cfs
Storm frequency
= 2 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 710 cuft
Drainage area
= 0.060 ac
Curve number
= 98
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 3.10 min
Total precip.
= 3.71 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
POST BYPASS 4
Hyd. No. 14 -- 2 Year
Q (cfs)
MI
WIIIIIIIIIIIIIII
0
120 240
Hyd No. 14
360 480 600 720 840 960
1080 1200
Time (min)

42
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 10 / 2019
Hyd. No. 15
POST OFFSITE
Hydrograph type
= SCS Runoff
Peak discharge
= 0.959 cfs
Storm frequency
= 2 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 2,523 cuft
Drainage area
= 0.200 ac
Curve number
= 98
Basin Slope
= 0.9 %
Hydraulic length
= 345 ft
Tc method
= LAG
Time of conc. (Tc)
= 6.90 min
Total precip.
= 3.71 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 15 Time (min)

43
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 10 / 2019
Hyd. No. 16
PRE OFFSITE
Hydrograph type
= SCS Runoff
Peak discharge
= 0.959 cfs
Storm frequency
= 2 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 2,523 cuft
Drainage area
= 0.200 ac
Curve number
= 98
Basin Slope
= 0.9 %
Hydraulic length
= 345 ft
Tc method
= LAG
Time of conc. (Tc)
= 6.90 min
Total precip.
= 3.71 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0 00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 16 Time (min)

44
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 17
POST BYPASS 5
Hydrograph type
= SCS Runoff
Peak discharge
= 0.057 cfs
Storm frequency
= 2 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 128 cuft
Drainage area
= 0.060 ac
Curve number
= 60
Basin Slope
= 4.2 %
Hydraulic length
= 143 ft
Tc method
= LAG
Time of conc. (Tc)
= 5.60 min
Total precip.
= 3.71 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
POST BYPASS 5
Hyd. No. 17 -- 2 Year
Q (cfs)
0.10
0.09
0.08
0.07
0.06
0.05
0.04
0.03
0.02
0.01
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 17 Time (min)

Hydrograph
Report
45
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 18
PRE TOTAL
Hydrograph type
= Combine
Peak discharge
= 5.238 cfs
Storm frequency
= 2 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 12,580 cuft
Inflow hyds.
= 1, 2, 6, 7, 13, 16
Contrib. drain. area
= 2.760 ac
Q (cfs)
6.00
5.00
4.00
3.00
r M
1.00
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 18 Hyd No. 1 Hyd No. 2 Hyd No. 6 Time (min)
Hyd No. 7 Hyd No. 13 Hyd No. 16

Hydrograph
Report
46
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk,
Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 19
POST SUBTOTAL
Hydrograph type
= Combine
Peak discharge
= 4.072 cfs
Storm frequency
= 2 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 9,688 cuft
Inflow hyds.
= 5, 8, 9, 14, 15, 17
Contrib. drain. area
= 1.290 ac
POST SUBTOTAL
Q (cfs) Hyd. No. 19 -- 2 Year Q (cfs)
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 19 Hyd No. 5 Hyd No. 8 Hyd No. 9 Time (min)
Hyd No. 14 Hyd No. 15 Hyd No. 17

Hydrograph
Report
47
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 20
POST TOTAL
Hydrograph type
= Combine
Peak discharge
= 4.074 cfs
Storm frequency
= 2 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 10,103 cuft
Inflow hyds.
= 12, 19
Contrib. drain. area
= 0.000 ac
POST TOTAL
Q (cfs) Hyd. No. 20 -- 2 Year Q (cfs)
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 20 — Hyd No. 12 Hyd No. 19

48
Hydrograph Summary Repo rtHydraflowHydrographsExtension for Autodesk® Civil 3D®2019byAutodesk,Inc. v202O
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
2.088
2
720
4,835
------
------
------
PRE 1
2
SCS Runoff
3.751
2
720
8,588
------
------
------
PRE 2
3
SCS Runoff
3.340
2
726
11,586
------
------
------
POST 1
4
Reservoir
0.184
2
780
1,037
3
230.38
6,162
BIORETENTION
5
SCS Runoff
0.605
2
718
1,229
------
------
------
POST BYPASS 1
6
SCS Runoff
0.280
2
716
571
------
------
------
PRE 4
7
SCS Runoff
0.276
2
718
552
------
------
------
PRE 5
8
SCS Runoff
3.054
2
718
7,209
------
------
------
POST BYPASS 2
9
SCS Runoff
0.276
2
718
552
------
------
------
POST BYPASS 3
10
SCS Runoff
0.388
2
718
799
------
------
------
POST 2
11
Combine
0.388
2
718
1,836
4,10
------
------
POST TO POND
12
Reservoir
0.052
2
874
1,806
11
220.40
1,094
DETENTION
13
SCS Runoff
0.727
2
718
1,455
------
------
------
PRE 3
14
SCS Runoff
0.381
2
716
907
------
------
------
POST BYPASS 4
15
SCS Runoff
1.215
2
718
3,226
------
------
------
POST OFFSITE
16
SCS Runoff
1.215
2
718
3,226
------
------
------
PRE OFFSITE
17
SCS Runoff
0.111
2
718
228
------
------
------
POST BYPASS 5
18
Combine
8.246
2
718
19,227
1, 2, 6,
------
------
PRE TOTAL
7, 13, 16,
19
Combine
5.624
2
718
13,351
5, 8, 9,
------
------
POST SUBTOTAL
14, 15, 17,
20
Combine
5.630
2
718
15,157
12,19
------
------
POST TOTAL
BIORET & DET POND - TYPE Il.gpw
Return Period: 5 Year
Tuesday, 12 / 10 / 2019

Hydrograph
Report
49
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk,
Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 1
PRE 1
Hydrograph type
= SCS Runoff
Peak discharge
= 2.088 cfs
Storm frequency
= 5 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 4,835 cuft
Drainage area
= 0.880 ac
Curve number
= 66
Basin Slope
= 5.8 %
Hydraulic length
= 294 ft
Tc method
= LAG
Time of conc. (Tc)
= 7.30 min
Total precip.
= 4.68 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
PRE 1
Q (cfs) Hyd. No. 1 -- 5 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

Hydrograph
Report
50
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk,
Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 2
PRE 2
Hydrograph type
= SCS Runoff
Peak discharge
= 3.751 cfs
Storm frequency
= 5 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 8,588 cuft
Drainage area
= 1.260 ac
Curve number
= 71
Basin Slope
= 3.3 %
Hydraulic length
= 305 ft
Tc method
= LAG
Time of conc. (Tc)
= 8.80 min
Total precip.
= 4.68 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
PRE 2
Q (cfs) Hyd. No. 2 -- 5 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 2 Time (min)

Hydrograph
Report
51
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk,
Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 3
POST 1
Hydrograph type
= SCS Runoff
Peak discharge
= 3.340 cfs
Storm frequency
= 5 yrs
Time to peak
= 726 min
Time interval
= 2 min
Hyd. volume
= 11,586 cuft
Drainage area
= 1.330 ac
Curve number
= 77
Basin Slope
= 1.0 %
Hydraulic length
= 544 ft
Tc method
= LAG
Time of conc. (Tc)
= 21.30 min
Total precip.
= 4.68 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
POST 1
Q (cfs) Hyd. No. 3 -- 5 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
-- Fk
::j
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 3 Time (min)

Hydrograph
Report
52
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk,
Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 4
BIORETENTION
Hydrograph type
= Reservoir
Peak discharge
= 0.184 cfs
Storm frequency
= 5 yrs
Time to peak
= 780 min
Time interval
= 2 min
Hyd. volume
= 1,037 cuft
Inflow hyd. No.
= 3 - POST 1
Max. Elevation
= 230.38 ft
Reservoir name
= BIORETENTION
Max. Storage
= 6,162 cuft
Storage Indication method used. Exfiltration extracted from Outflow
Q (cfs)
4.00
3.00
r M
1.00
0.00
0 120
— Hyd No. 4
BIORETENTION
Hyd. No. 4 -- 5 Year
240 360 480 600 720 840 960
— Hyd No. 3 Total storage used = 6,162 cuft
Q (cfs)
4.00
3.00
2.00
1.00
'- 0.00
1080
Time (min)

53
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 5
POST BYPASS 1
Hydrograph type
= SCS Runoff
Peak discharge
= 0.605 cfs
Storm frequency
= 5 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 1,229 cuft
Drainage area
= 0.290 ac
Curve number
= 62
Basin Slope
= 25.5 %
Hydraulic length
= 47 ft
Tc method
= User
Time of conc. (Tc)
= 3.10 min
Total precip.
= 4.68 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
POST BYPASS 1
Hyd. No. 5 -- 5 Year
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)

Hydrograph
Report
54
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 6
PRE 4
Hydrograph type = SCS Runoff Peak discharge
Storm frequency = 5 yrs Time to peak
Time interval = 2 min Hyd. volume
Drainage area = 0.060 ac Curve number
Basin Slope = 1.8 % Hydraulic length
Tc method = LAG Time of conc. (Tc)
Total precip. = 4.68 in Distribution
Storm duration = 24 hrs Shape factor
Tuesday, 12 / 10 / 2019
= 0.280 cfs
= 716 min
= 571 cuft
= 82
= 112 ft
= 3.80 min
= Type II
= 484
Q (cfs)
0.50
PRE 4
Hyd. No. 6 -- 5 Year
Q (cfs)
0.50
0.45
0.45
0.40
0.40
0.35
0.35
0.30
0.30
0.25
0.25
0.20
0.20
0.15
0.15
0.10
0.10
0.05
0.05
0.00
0 120
Hyd No.
240 360 480 600 720 840 960 1080
6
0.00
1200 1320 1440
Time (min)

55
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 7
PRE 5
Hydrograph type
= SCS Runoff
Peak discharge
= 0.276 cfs
Storm frequency
= 5 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 552 cuft
Drainage area
= 0.090 ac
Curve number
= 70
Basin Slope
= 4.0 %
Hydraulic length
= 82 ft
Tc method
= User
Time of conc. (Tc)
= 3.10 min
Total precip.
= 4.68 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0
PRE 5
Hyd. No. 7 -- 5 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time (min)

Hydrograph
Report
56
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk,
Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 8
POST BYPASS 2
Hydrograph type
= SCS Runoff
Peak discharge
= 3.054 cfs
Storm frequency
= 5 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 7,209 cuft
Drainage area
= 0.590 ac
Curve number
= 88
Basin Slope
= 2.4 %
Hydraulic length
= 375 ft
Tc method
= LAG
Time of conc. (Tc)
= 7.10 min
Total precip.
= 4.68 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
POST BYPASS 2
Q (cfs) Hyd. No. 8 -- 5 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
— Hyd No. 8 Time (min)

57
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 9
POST BYPASS 3
Hydrograph type
= SCS Runoff
Peak discharge
= 0.276 cfs
Storm frequency
= 5 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 552 cuft
Drainage area
= 0.090 ac
Curve number
= 70
Basin Slope
= 2.4 %
Hydraulic length
= 375 ft
Tc method
= User
Time of conc. (Tc)
= 3.10 min
Total precip.
= 4.68 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0
POST BYPASS 3
Hyd. No. 9 -- 5 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 9 Time (min)

58
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 10
POST 2
Hydrograph type
= SCS Runoff
Peak discharge
= 0.388 cfs
Storm frequency
= 5 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 799 cuft
Drainage area
= 0.210 ac
Curve number
= 60
Basin Slope
= 10.0 %
Hydraulic length
= 131 ft
Tc method
= LAG
Time of conc. (Tc)
= 3.40 min
Total precip.
= 4.68 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0
POST 2
Hyd. No. 10 -- 5 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 10 Time (min)

Hydrograph
Report
59
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 11
POST TO POND
Hydrograph type
= Combine
Peak discharge
= 0.388 cfs
Storm frequency
= 5 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 1,836 cuft
Inflow hyds.
= 4, 10
Contrib. drain. area
= 0.210 ac
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0
POST TO POND
Hyd. No. 11 -- 5 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 11 — Hyd No. 4 Hyd No. 10

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 12
DETENTION
Hydrograph type
= Reservoir
Peak discharge
= 0.052 cfs
Storm frequency
= 5 yrs
Time to peak
= 874 min
Time interval
= 2 min
Hyd. volume
= 1,806 cuft
Inflow hyd. No.
= 11 - POST TO POND
Max. Elevation
= 220.40 ft
Reservoir name
= DETENTION
Max. Storage
= 1,094 cuft
Storage Indication method used.
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0
DETENTION
Hyd. No. 12 -- 5 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880
Time (min)
Hyd No. 12 Hyd No. 11 Total storage used = 1,094 cult

61
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 13
PRE 3
Hydrograph type
= SCS Runoff
Peak discharge
= 0.727 cfs
Storm frequency
= 5 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 1,455 cuft
Drainage area
= 0.270 ac
Curve number
= 67
Basin Slope
= 3.9 %
Hydraulic length
= 159 ft
Tc method
= LAG
Time of conc. (Tc)
= 5.30 min
Total precip.
= 4.68 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
PRE 3
Hyd. No. 13 -- 5 Year
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 13 Time (min)

62
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 10 / 2019
Hyd. No. 14
POST BYPASS 4
Hydrograph type
= SCS Runoff
Peak discharge
= 0.381 cfs
Storm frequency
= 5 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 907 cuft
Drainage area
= 0.060 ac
Curve number
= 98
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 3.10 min
Total precip.
= 4.68 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0 00
0
120 240
Hyd No. 14
POST BYPASS 4
Hyd. No. 14 -- 5 Year
Q (cfs)

Hydrograph Report
63
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 15
POST OFFSITE
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 5 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 0.200 ac
Curve number
Basin Slope
= 0.9 %
Hydraulic length
Tc method
= LAG
Time of conc. (Tc)
Total precip.
= 4.68 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
2.00
1.00
M
POST OFFSITE
Hyd. No. 15 -- 5 Year
Tuesday, 12 / 10 / 2019
= 1.215 cfs
= 718 min
= 3,226 cuft
= 98
= 345 ft
= 6.90 min
= Type II
= 484
120 240 360 480 600 720 840 960 1080 1200
Hyd No. 15
Q (cfs)
2.00
1.00
0.00
1320
Time (min)

Hydrograph Report
64
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 16
PRE OFFSITE
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 5 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 0.200 ac
Curve number
Basin Slope
= 0.9 %
Hydraulic length
Tc method
= LAG
Time of conc. (Tc)
Total precip.
= 4.68 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
2.00
1.00
M
PRE OFFSITE
Hyd. No. 16 -- 5 Year
Tuesday, 12 / 10 / 2019
= 1.215 cfs
= 718 min
= 3,226 cuft
= 98
= 345 ft
= 6.90 min
= Type II
= 484
120 240 360 480 600 720 840 960 1080 1200
Hyd No. 16
Q (cfs)
2.00
1.00
0.00
1320
Time (min)

65
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 17
POST BYPASS 5
Hydrograph type
= SCS Runoff
Peak discharge
= 0.111 cfs
Storm frequency
= 5 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 228 cuft
Drainage area
= 0.060 ac
Curve number
= 60
Basin Slope
= 4.2 %
Hydraulic length
= 143 ft
Tc method
= LAG
Time of conc. (Tc)
= 5.60 min
Total precip.
= 4.68 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0
POST BYPASS 5
Hyd. No. 17 -- 5 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 17 Time (min)

Hydrograph
Report
66
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 18
PRE TOTAL
Hydrograph type
= Combine
Peak discharge
= 8.246 cfs
Storm frequency
= 5 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 19,227 cuft
Inflow hyds.
= 1, 2, 6, 7, 13, 16
Contrib. drain. area
= 2.760 ac
Q (cfs)
10.00
UR
. 0M
4.00
r M
M
120 240 360
Hyd No. 18
PRE TOTAL
Hyd. No. 18 -- 5 Year
480 600
Hyd No. 1
Hyd No. 7
720
Q (cfs)
10.00
H. We
4.00
r M
1 1 It
840 960 1080 1200 1320 1440 1560
Hyd No. 2 Hyd No. 6 Time (min)
Hyd No. 13 Hyd No. 16

Hydrograph
Report
67
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk,
Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 19
POST SUBTOTAL
Hydrograph type
= Combine
Peak discharge
= 5.624 cfs
Storm frequency
= 5 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 13,351 cuft
Inflow hyds.
= 5, 8, 9, 14, 15, 17
Contrib. drain. area
= 1.290 ac
POST SUBTOTAL
Q (cfs) Hyd. No. 19 -- 5 Year Q (cfs)
6.00 6.00
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440
— Hyd No. 19 Hyd No. 5 Hyd No. 8 Hyd No. 9 Time (min)
— Hyd No. 14 Hyd No. 15 Hyd No. 17

Hydrograph
Report
68
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 20
POST TOTAL
Hydrograph type
= Combine
Peak discharge
= 5.630 cfs
Storm frequency
= 5 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 15,157 cuft
Inflow hyds.
= 12, 19
Contrib. drain. area
= 0.000 ac
Q (cfs)
6.00
5.00
4.00
3.00
r M
1.00
POST TOTAL
Hyd. No. 20 -- 5 Year
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 20 — Hyd No. 12 Hyd No. 19

Hydrograph Summary Repo rtHydraflowHydrographsExtension for Autodesk® Civil 3D®2019byAutodesk,Inc. v202O
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
2.832
2
720
6,497
------
------
------
PRE 1
2
SCS Runoff
4.902
2
720
11,227
------
------
------
PRE 2
3
SCS Runoff
4.260
2
726
14,718
------
------
------
POST 1
4
Reservoir
0.977
2
748
3,466
3
230.51
7,035
BIORETENTION
5
SCS Runoff
0.844
2
718
1,695
------
------
------
POST BYPASS 1
6
SCS Runoff
0.345
2
716
710
------
------
------
PRE 4
7
SCS Runoff
0.361
2
718
725
------
------
------
PRE 5
8
SCS Runoff
3.672
2
718
8,756
------
------
------
POST BYPASS 2
9
SCS Runoff
0.361
2
718
725
------
------
------
POST BYPASS 3
10
SCS Runoff
0.554
2
718
1,119
------
------
------
POST 2
11
Combine
1.034
2
748
4,585
4,10
------
------
POST TO POND
12
Reservoir
0.100
2
878
4,554
11
221.12
3,178
DETENTION
13
SCS Runoff
0.972
2
718
1,944
------
------
------
PRE 3
14
SCS Runoff
0.444
2
716
1,062
------
------
------
POST BYPASS 4
15
SCS Runoff
1.414
2
718
3,777
------
------
------
POST OFFSITE
16
SCS Runoff
1.414
2
718
3,777
------
------
------
PRE OFFSITE
17
SCS Runoff
0.158
2
718
320
------
------
------
POST BYPASS 5
18
Combine
10.77
2
718
24,879
1, 2, 6,
------
------
PRE TOTAL
7, 13, 16,
19
Combine
6.874
2
718
16,335
5, 8, 9,
------
------
POST SUBTOTAL
14, 15, 17,
20
Combine
6.883
2
718
20,889
12,19
------
------
POST TOTAL
BIORET & DET POND - TYPE Il.gpw
Return Period: 10 Year
Tuesday, 12 / 10 / 2019

Hydrograph
Report
70
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk,
Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 1
PRE 1
Hydrograph type
= SCS Runoff
Peak discharge
= 2.832 cfs
Storm frequency
= 10 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 6,497 cuft
Drainage area
= 0.880 ac
Curve number
= 66
Basin Slope
= 5.8 %
Hydraulic length
= 294 ft
Tc method
= LAG
Time of conc. (Tc)
= 7.30 min
Total precip.
= 5.44 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
PRE 1
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

71
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 2
PRE 2
Hydrograph type
= SCS Runoff
Peak discharge
= 4.902 cfs
Storm frequency
= 10 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 11,227 cuft
Drainage area
= 1.260 ac
Curve number
= 71
Basin Slope
= 3.3 %
Hydraulic length
= 305 ft
Tc method
= LAG
Time of conc. (Tc)
= 8.80 min
Total precip.
= 5.44 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
5.00
4.00
3.00
1.00
PRE 2
Hyd. No. 2 -- 10 Year
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 2 Time (min)

72
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 3
POST 1
Hydrograph type
= SCS Runoff
Peak discharge
= 4.260 cfs
Storm frequency
= 10 yrs
Time to peak
= 726 min
Time interval
= 2 min
Hyd. volume
= 14,718 cuft
Drainage area
= 1.330 ac
Curve number
= 77
Basin Slope
= 1.0 %
Hydraulic length
= 544 ft
Tc method
= LAG
Time of conc. (Tc)
= 21.30 min
Total precip.
= 5.44 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
5.00
4.00
3.00
1.00
POST 1
Hyd. No. 3 -- 10 Year
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 3 Time (min)

73
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 4
BIORETENTION
Hydrograph type
= Reservoir
Peak discharge
= 0.977 cfs
Storm frequency
= 10 yrs
Time to peak
= 748 min
Time interval
= 2 min
Hyd. volume
= 3,466 cuft
Inflow hyd. No.
= 3 - POST 1
Max. Elevation
= 230.51 ft
Reservoir name
= BIORETENTION
Max. Storage
= 7,035 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
BIORETENTION
Q (cfs) Hyd. No. 4 -- 10 Year Q (cfs)
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080
Time (min)
— Hyd No. 4 Hyd No. 3 Total storage used = 7,035 cult

74
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 5
POST BYPASS 1
Hydrograph type
= SCS Runoff
Peak discharge
= 0.844 cfs
Storm frequency
= 10 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 1,695 cuft
Drainage area
= 0.290 ac
Curve number
= 62
Basin Slope
= 25.5 %
Hydraulic length
= 47 ft
Tc method
= User
Time of conc. (Tc)
= 3.10 min
Total precip.
= 5.44 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
POST BYPASS 1
Hyd. No. 5 -- 10 Year
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)

75
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 10 / 2019
Hyd. No. 6
PRE 4
Hydrograph type
= SCS Runoff
Peak discharge
= 0.345 cfs
Storm frequency
= 10 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 710 cuft
Drainage area
= 0.060 ac
Curve number
= 82
Basin Slope
= 1.8 %
Hydraulic length
= 112 ft
Tc method
= LAG
Time of conc. (Tc)
= 3.80 min
Total precip.
= 5.44 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
PRE 4
Hyd. No. 6 -- 10 Year Q (cfs)
0
120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 6 Time (min)

76
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 7
PRE 5
Hydrograph type
= SCS Runoff
Peak discharge
= 0.361 cfs
Storm frequency
= 10 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 725 cuft
Drainage area
= 0.090 ac
Curve number
= 70
Basin Slope
= 4.0 %
Hydraulic length
= 82 ft
Tc method
= User
Time of conc. (Tc)
= 3.10 min
Total precip.
= 5.44 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0
PRE 5
Hyd. No. 7 -- 10 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time (min)

Hydrograph Report
77
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 8
POST BYPASS 2
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 0.590 ac
Curve number
Basin Slope
= 2.4 %
Hydraulic length
Tc method
= LAG
Time of conc. (Tc)
Total precip.
= 5.44 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
4.00
3.00
rM
1.00
0.00 1 ---J—
0 120 240
— Hyd No. 8
POST BYPASS 2
Hyd. No. 8 -- 10 Year
360 480 600 720 840 960
Tuesday, 12 / 10 / 2019
= 3.672 cfs
= 718 min
= 8,756 cuft
= 88
= 375 ft
= 7.10 min
= Type II
= 484
Q (cfs)
4.00
3.00
2.00
1.00
0.00
1080 1200 1320 1440
Time (min)

78
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 9
POST BYPASS 3
Hydrograph type
= SCS Runoff
Peak discharge
= 0.361 cfs
Storm frequency
= 10 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 725 cuft
Drainage area
= 0.090 ac
Curve number
= 70
Basin Slope
= 2.4 %
Hydraulic length
= 375 ft
Tc method
= User
Time of conc. (Tc)
= 3.10 min
Total precip.
= 5.44 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0
POST BYPASS 3
Hyd. No. 9 -- 10 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 9 Time (min)

79
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 10
POST 2
Hydrograph type
= SCS Runoff
Peak discharge
= 0.554 cfs
Storm frequency
= 10 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 1,119 cuft
Drainage area
= 0.210 ac
Curve number
= 60
Basin Slope
= 10.0 %
Hydraulic length
= 131 ft
Tc method
= LAG
Time of conc. (Tc)
= 3.40 min
Total precip.
= 5.44 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
POST 2
Hyd. No. 10 -- 10 Year
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 10 Time (min)

Hydrograph
Report
80
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 11
POST TO POND
Hydrograph type
= Combine
Peak discharge
= 1.034 cfs
Storm frequency
= 10 yrs
Time to peak
= 748 min
Time interval
= 2 min
Hyd. volume
= 4,585 cuft
Inflow hyds.
= 4, 10
Contrib. drain. area
= 0.210 ac
Q (cfs)
2.00
1.00
M
POST TO POND
Hyd. No. 11 -- 10 Year
120 240 360 480 600 720 840 960 1080
Hyd No. 11 — Hyd No. 4 Hyd No. 10
Q (cfs)
2.00
1.00
0.00
1200
Time (min)

Hydrograph
Report
81
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 12
DETENTION
Hydrograph type
= Reservoir
Peak discharge
= 0.100 cfs
Storm frequency
= 10 yrs
Time to peak
= 878 min
Time interval
= 2 min
Hyd. volume
= 4,554 cuft
Inflow hyd. No.
= 11 - POST TO POND
Max. Elevation
= 221.12 ft
Reservoir name
= DETENTION
Max. Storage
= 3,178 cuft
Storage Indication method used
Q (cfs)
2.00
1.00
DETENTION
Hyd. No. 12 -- 10 Year
360 720 1080 1440 1800 2160 2520 2880
Hyd No. 12 Hyd No. 11 Total storage used = 3,178 cuft
Q (cfs)
2.00
1.00
0.00
3240
Time (min)

82
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 13
PRE 3
Hydrograph type
= SCS Runoff
Peak discharge
= 0.972 cfs
Storm frequency
= 10 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 1,944 cuft
Drainage area
= 0.270 ac
Curve number
= 67
Basin Slope
= 3.9 %
Hydraulic length
= 159 ft
Tc method
= LAG
Time of conc. (Tc)
= 5.30 min
Total precip.
= 5.44 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
PRE 3
Hyd. No. 13 -- 10 Year
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 13 Time (min)

83
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 10 / 2019
Hyd. No. 14
POST BYPASS 4
Hydrograph type
= SCS Runoff
Peak discharge
= 0.444 cfs
Storm frequency
= 10 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 1,062 cuft
Drainage area
= 0.060 ac
Curve number
= 98
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 3.10 min
Total precip.
= 5.44 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
POST BYPASS 4
Hyd. No. 14 -- 10 Year
Q (cfs)
■1
■I
0
120 240
Hyd No. 14
360 480 600 720 840 960
1080 1200
Time (min)

Hydrograph Report
84
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 15
POST OFFSITE
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 0.200 ac
Curve number
Basin Slope
= 0.9 %
Hydraulic length
Tc method
= LAG
Time of conc. (Tc)
Total precip.
= 5.44 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
2.00
1.00
M
POST OFFSITE
Hyd. No. 15 -- 10 Year
Tuesday, 12 / 10 / 2019
= 1.414 cfs
= 718 min
= 3,777 cuft
= 98
= 345 ft
= 6.90 min
= Type II
= 484
120 240 360 480 600 720 840 960 1080 1200
Hyd No. 15
Q (cfs)
2.00
1.00
0.00
1320
Time (min)

Hydrograph Report
85
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 16
PRE OFFSITE
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 10 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 0.200 ac
Curve number
Basin Slope
= 0.9 %
Hydraulic length
Tc method
= LAG
Time of conc. (Tc)
Total precip.
= 5.44 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
2.00
1.00
M
PRE OFFSITE
Hyd. No. 16 -- 10 Year
Tuesday, 12 / 10 / 2019
= 1.414 cfs
= 718 min
= 3,777 cuft
= 98
= 345 ft
= 6.90 min
= Type II
= 484
120 240 360 480 600 720 840 960 1080 1200
Hyd No. 16
Q (cfs)
2.00
1.00
0.00
1320
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 17
POST BYPASS 5
Hydrograph type
= SCS Runoff
Peak discharge
= 0.158 cfs
Storm frequency
= 10 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 320 cuft
Drainage area
= 0.060 ac
Curve number
= 60
Basin Slope
= 4.2 %
Hydraulic length
= 143 ft
Tc method
= LAG
Time of conc. (Tc)
= 5.60 min
Total precip.
= 5.44 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0
POST BYPASS 5
Hyd. No. 17 -- 10 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 17 Time (min)

Hydrograph
Report
87
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 18
PRE TOTAL
Hydrograph type
= Combine
Peak discharge
= 10.77 cfs
Storm frequency
= 10 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 24,879 cuft
Inflow hyds.
= 1, 2, 6, 7, 13, 16
Contrib. drain. area
= 2.760 ac
Q (cfs)
12.00
10.00
M
M
4.00
r M�
M
PRE TOTAL
Hyd. No. 18 -- 10 Year
Q (cfs)
12.00
10.00
M
. ��
4.00
r M�
1 1 It
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 18 Hyd No. 1 Hyd No. 2 Hyd No. 6 Time (min)
Hyd No. 7 Hyd No. 13 Hyd No. 16

Hydrograph
Report
88
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk,
Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 19
POST SUBTOTAL
Hydrograph type
= Combine
Peak discharge
= 6.874 cfs
Storm frequency
= 10 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 16,335 cuft
Inflow hyds.
= 5, 8, 9, 14, 15, 17
Contrib. drain. area
= 1.290 ac
POST SUBTOTAL
.1 MIS 1 1 •.1 1M 11 1 1

Hydrograph
Report
89
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 20
POST TOTAL
Hydrograph type
= Combine
Peak discharge
= 6.883 cfs
Storm frequency
= 10 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 20,889 cuft
Inflow hyds.
= 12, 19
Contrib. drain. area
= 0.000 ac
Q (cfs)
7.00
. Me
5.00
3.00
1.00
Q (cfs)
7.00
. We
5.00
4.00
3.00
2.00
1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
— Hyd No. 20 — Hyd No. 12 Hyd No. 19

.o
Hydrograph Summary Repo rtHydraflowHydrographsExtension for Autodesk® Civil 3D®2019byAutodesk,Inc. v202O
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
3.931
2
720
8,998
------
------
------
PRE 1
2
SCS Runoff
6.611
2
718
15,124
------
------
------
PRE 2
3
SCS Runoff
5.577
2
726
19,260
------
------
------
POST 1
4
Reservoir
2.415
2
742
7,168
3
230.65
8,164
BIORETENTION
5
SCS Runoff
1.204
2
718
2,407
------
------
------
POST BYPASS 1
6
SCS Runoff
0.437
2
716
909
------
------
------
PRE 4
7
SCS Runoff
0.486
2
716
982
------
------
------
PRE 5
8
SCS Runoff
4.530
2
718
10,941
------
------
------
POST BYPASS 2
9
SCS Runoff
0.486
2
716
982
------
------
------
POST BYPASS 3
10
SCS Runoff
0.806
2
718
1,612
------
------
------
POST 2
11
Combine
2.509
2
742
8,780
4, 10
------
------
POST TO POND
12
Reservoir
0.140
2
894
8,749
11
222.08
6,523
DETENTION
13
SCS Runoff
1.331
2
718
2,677
------
------
------
PRE 3
14
SCS Runoff
0.531
2
716
1,278
------
------
------
POST BYPASS 4
15
SCS Runoff
1.692
2
718
4,546
------
------
------
POST OFFSITE
16
SCS Runoff
1.692
2
718
4,546
------
------
------
PRE OFFSITE
17
SCS Runoff
0.230
2
718
461
------
------
------
POST BYPASS 5
18
Combine
14.46
2
718
33,235
1, 2, 6,
------
------
PRE TOTAL
7, 13, 16,
19
Combine
8.648
2
718
20,616
5, 8, 9,
------
------
POST SUBTOTAL
14, 15, 17,
20
Combine
8.667
2
718
29,365
12,19
------
------
POST TOTAL
BIORET & DET POND - TYPE Il.gpw
Return Period: 25 Year
Tuesday, 12 / 10 / 2019

Hydrograph
Report
91
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk,
Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 1
PRE 1
Hydrograph type
= SCS Runoff
Peak discharge
= 3.931 cfs
Storm frequency
= 25 yrs
Time to peak
= 720 min
Time interval
= 2 min
Hyd. volume
= 8,998 cuft
Drainage area
= 0.880 ac
Curve number
= 66
Basin Slope
= 5.8 %
Hydraulic length
= 294 ft
Tc method
= LAG
Time of conc. (Tc)
= 7.30 min
Total precip.
= 6.50 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
PRE 1
Q (cfs) Hyd. No. 1 -- 25 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

92
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 2
PRE 2
Hydrograph type
= SCS Runoff
Peak discharge
= 6.611 cfs
Storm frequency
= 25 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 15,124 cuft
Drainage area
= 1.260 ac
Curve number
= 71
Basin Slope
= 3.3 %
Hydraulic length
= 305 ft
Tc method
= LAG
Time of conc. (Tc)
= 8.80 min
Total precip.
= 6.50 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
7.00
5.00
3.00
1.00
PRE 2
Hyd. No. 2 -- 25 Year
Q (cfs)
7.00
. We
5.00
4.00
3.00
2.00
1.00
0.00 ' .1 ' ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 2 Time (min)

93
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 3
POST 1
Hydrograph type
= SCS Runoff
Peak discharge
= 5.577 cfs
Storm frequency
= 25 yrs
Time to peak
= 726 min
Time interval
= 2 min
Hyd. volume
= 19,260 cuft
Drainage area
= 1.330 ac
Curve number
= 77
Basin Slope
= 1.0 %
Hydraulic length
= 544 ft
Tc method
= LAG
Time of conc. (Tc)
= 21.30 min
Total precip.
= 6.50 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
6.00
5.00
4.00
3.00
r M
1.00
POST 1
Hyd. No. 3 -- 25 Year
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 1 1 1 1 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 3 Time (min)

94
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 4
BIORETENTION
Hydrograph type
= Reservoir
Peak discharge
= 2.415 cfs
Storm frequency
= 25 yrs
Time to peak
= 742 min
Time interval
= 2 min
Hyd. volume
= 7,168 cuft
Inflow hyd. No.
= 3 - POST 1
Max. Elevation
= 230.65 ft
Reservoir name
= BIORETENTION
Max. Storage
= 8,164 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Q (cfs)
6.00
5.00
4.00
3.00
rM
1.00
0.00
0 120
— Hyd No. 4
BIORETENTION
Hyd. No. 4 -- 25 Year
240 360 480 600 720 840 960
Hyd No. 3 Total storage used = 8,164 cuft
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
--"- 0.00
1080
Time (min)

Hydrograph Report
95
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 5
POST BYPASS 1
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 25 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 0.290 ac
Curve number
Basin Slope
= 25.5 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 6.50 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
2.00
1.00
M
POST BYPASS 1
Hyd. No. 5 -- 25 Year
120 240 360 480 600 720 840 960
Hyd No. 5
Tuesday, 12 / 10 / 2019
= 1.204 cfs
= 718 min
= 2,407 cuft
= 62
= 47 ft
= 3.10 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

96
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 10 / 2019
Hyd. No. 6
PRE 4
Hydrograph type
= SCS Runoff
Peak discharge
= 0.437 cfs
Storm frequency
= 25 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 909 cuft
Drainage area
= 0.060 ac
Curve number
= 82
Basin Slope
= 1.8 %
Hydraulic length
= 112 ft
Tc method
= LAG
Time of conc. (Tc)
= 3.80 min
Total precip.
= 6.50 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
PRE 4
Hyd. No. 6 -- 25 Year Q (cfs)
Ell
0
120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 6 Time (min)

97
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 7
PRE 5
Hydrograph type
= SCS Runoff
Peak discharge
= 0.486 cfs
Storm frequency
= 25 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 982 cuft
Drainage area
= 0.090 ac
Curve number
= 70
Basin Slope
= 4.0 %
Hydraulic length
= 82 ft
Tc method
= User
Time of conc. (Tc)
= 3.10 min
Total precip.
= 6.50 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0
PRE 5
Hyd. No. 7 -- 25 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 7 Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 8
POST BYPASS 2
Hydrograph type
= SCS Runoff
Peak discharge
= 4.530 cfs
Storm frequency
= 25 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 10,941 cuft
Drainage area
= 0.590 ac
Curve number
= 88
Basin Slope
= 2.4 %
Hydraulic length
= 375 ft
Tc method
= LAG
Time of conc. (Tc)
= 7.10 min
Total precip.
= 6.50 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
5.00
4.00
3.00
1.00
0.00 '
0 120 240
— Hyd No. 8
POST BYPASS 2
Hyd. No. 8 -- 25 Year
360 480 600 720 840
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00
960 1080 1200 1320
Time (min)

Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 9
POST BYPASS 3
Hydrograph type
= SCS Runoff
Peak discharge
= 0.486 cfs
Storm frequency
= 25 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 982 cuft
Drainage area
= 0.090 ac
Curve number
= 70
Basin Slope
= 2.4 %
Hydraulic length
= 375 ft
Tc method
= User
Time of conc. (Tc)
= 3.10 min
Total precip.
= 6.50 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0
POST BYPASS 3
Hyd. No. 9 -- 25 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 9 Time (min)

100
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 10
POST 2
Hydrograph type
= SCS Runoff
Peak discharge
= 0.806 cfs
Storm frequency
= 25 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 1,612 cuft
Drainage area
= 0.210 ac
Curve number
= 60
Basin Slope
= 10.0 %
Hydraulic length
= 131 ft
Tc method
= LAG
Time of conc. (Tc)
= 3.40 min
Total precip.
= 6.50 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
POST 2
Hyd. No. 10 -- 25 Year
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 10 Time (min)

Hydrograph
Report
101
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 11
POST TO POND
Hydrograph type
= Combine
Peak discharge
= 2.509 cfs
Storm frequency
= 25 yrs
Time to peak
= 742 min
Time interval
= 2 min
Hyd. volume
= 8,780 cuft
Inflow hyds.
= 4, 10
Contrib. drain. area
= 0.210 ac
Q (cfs)
3.00
r M
1.00
e
120
Hyd No. 11
240
POST TO POND
Hyd. No. 11 -- 25 Year
360 480
— Hyd No. 4
600 720
Hyd No. 10
840 960 1080
Q (cfs)
3.00
2.00
1.00
-Mmi- 0.00
1200
Time (min)

Hydrograph
Report
102
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 12
DETENTION
Hydrograph type
= Reservoir
Peak discharge
= 0.140 cfs
Storm frequency
= 25 yrs
Time to peak
= 894 min
Time interval
= 2 min
Hyd. volume
= 8,749 cuft
Inflow hyd. No.
= 11 - POST TO POND
Max. Elevation
= 222.08 ft
Reservoir name
= DETENTION
Max. Storage
= 6,523 cuft
Storage Indication method used
Q (cfs)
3.00
r M
1.00
e
DETENTION
Hyd. No. 12 -- 25 Year
360 720 1080 1440 1800 2160 2520 2880 3240
Hyd No. 12 Hyd No. 11 Total storage used = 6,523 cuft
Q (cfs)
3.00
2.00
1.00
1 0.00
3600
Time (min)

Hydrograph Report
103
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 13
PRE 3
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 25 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 0.270 ac
Curve number
Basin Slope
= 3.9 %
Hydraulic length
Tc method
= LAG
Time of conc. (Tc)
Total precip.
= 6.50 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
2.00
1.00
M
PRE 3
Hyd. No. 13 -- 25 Year
120 240 360 480 600 720 840 960
Hyd No. 13
Tuesday, 12 / 10 / 2019
= 1.331 cfs
= 718 min
= 2,677 cuft
= 67
= 159 ft
= 5.30 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

104
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 10 / 2019
Hyd. No. 14
POST BYPASS 4
Hydrograph type
= SCS Runoff
Peak discharge
= 0.531 cfs
Storm frequency
= 25 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 1,278 cuft
Drainage area
= 0.060 ac
Curve number
= 98
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 3.10 min
Total precip.
= 6.50 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
POST BYPASS 4
Hyd. No. 14 -- 25 Year
Q (cfs)
.
MI
■I
0
120 240
Hyd No. 14
360 480 600 720 840 960
1080 1200
Time (min)

Hydrograph Report
105
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 15
POST OFFSITE
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 25 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 0.200 ac
Curve number
Basin Slope
= 0.9 %
Hydraulic length
Tc method
= LAG
Time of conc. (Tc)
Total precip.
= 6.50 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
2.00
1.00
e
POST OFFSITE
Hyd. No. 15 -- 25 Year
Tuesday, 12 / 10 / 2019
= 1.692 cfs
= 718 min
= 4,546 cuft
= 98
= 345 ft
= 6.90 min
= Type II
= 484
120 240 360 480 600 720 840 960 1080 1200
Hyd No. 15
Q (cfs)
2.00
1.00
--" 0.00
1320
Time (min)

Hydrograph Report
106
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 16
PRE OFFSITE
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 25 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 0.200 ac
Curve number
Basin Slope
= 0.9 %
Hydraulic length
Tc method
= LAG
Time of conc. (Tc)
Total precip.
= 6.50 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
2.00
1.00
e
PRE OFFSITE
Hyd. No. 16 -- 25 Year
Tuesday, 12 / 10 / 2019
= 1.692 cfs
= 718 min
= 4,546 cuft
= 98
= 345 ft
= 6.90 min
= Type II
= 484
120 240 360 480 600 720 840 960 1080 1200
Hyd No. 16
Q (cfs)
2.00
1.00
--" 0.00
1320
Time (min)

107
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 17
POST BYPASS 5
Hydrograph type
= SCS Runoff
Peak discharge
= 0.230 cfs
Storm frequency
= 25 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 461 cuft
Drainage area
= 0.060 ac
Curve number
= 60
Basin Slope
= 4.2 %
Hydraulic length
= 143 ft
Tc method
= LAG
Time of conc. (Tc)
= 5.60 min
Total precip.
= 6.50 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0
POST BYPASS 5
Hyd. No. 17 -- 25 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 17 Time (min)

Hydrograph
Report
108
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 18
PRE TOTAL
Hydrograph type
= Combine
Peak discharge
= 14.46 cfs
Storm frequency
= 25 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 33,235 cuft
Inflow hyds.
= 1, 2, 6, 7, 13, 16
Contrib. drain. area
= 2.760 ac
PRE TOTAL
Q (cfs) Hyd. No. 18 -- 25 Year Q (cfs)
15.00 15.00
12.00
12.00
9.00
6.00
9.00
6.00
3.00
3.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 18 Hyd No. 1 Hyd No. 2 Hyd No. 6 Time (min)
Hyd No. 7 Hyd No. 13 Hyd No. 16

Hydrograph
Report
109
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk,
Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 19
POST SUBTOTAL
Hydrograph type
= Combine
Peak discharge
= 8.648 cfs
Storm frequency
= 25 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 20,616 cuft
Inflow hyds.
= 5, 8, 9, 14, 15, 17
Contrib. drain. area
= 1.290 ac
Q (cfs)
10.00
UR
. 0M
4.00
r M
M
120 240
Hyd No. 19
POST SUBTOTAL
Hyd. No. 19 -- 25 Year
360 480 600
Hyd No. 5
— Hyd No. 14
720 840 960
Hyd No. 8
Hyd No. 15
Q (cfs)
10.00
H. We
4.00
r M
1 1 It
1080 1200 1320 1440
Hyd No. 9 Time (min)
Hyd No. 17

Hydrograph
Report
110
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 20
POST TOTAL
Hydrograph type
= Combine
Peak discharge
= 8.667 cfs
Storm frequency
= 25 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 29,365 cuft
Inflow hyds.
= 12, 19
Contrib. drain. area
= 0.000 ac
POST TOTAL
Q (cfs) Hyd. No. 20 -- 25 Year Q (cfs)
10.00 10.00
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Time (min)
Hyd No. 20 Hyd No. 12 Hyd No. 19

111
Hydrograph Summary Repo rtHydraflowHydrographsExtension for Autodesk® Civil 3D®2019byAutodesk,Inc. v202O
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
4.846
2
718
11,096
------
------
------
PRE 1
2
SCS Runoff
8.011
2
718
18,347
------
------
------
PRE 2
3
SCS Runoff
6.636
2
726
22,962
------
------
------
POST 1
4
Reservoir
3.614
2
740
10,291
3
230.75
8,931
BIORETENTION
5
SCS Runoff
1.504
2
718
3,013
------
------
------
POST BYPASS 1
6
SCS Runoff
0.510
2
716
1,069
------
------
------
PRE 4
7
SCS Runoff
0.591
2
716
1,195
------
------
------
PRE 5
8
SCS Runoff
5.207
2
718
12,688
------
------
------
POST BYPASS 2
9
SCS Runoff
0.591
2
716
1,195
------
------
------
POST BYPASS 3
10
SCS Runoff
1.017
2
718
2,035
------
------
------
POST 2
11
Combine
3.735
2
740
12,326
4,10
------
------
POST TO POND
12
Reservoir
0.163
2
912
12,295
11
222.77
9,401
DETENTION
13
SCS Runoff
1.629
2
716
3,290
------
------
------
PRE 3
14
SCS Runoff
0.600
2
716
1,450
------
------
------
POST BYPASS 4
15
SCS Runoff
1.912
2
718
5,155
------
------
------
POST OFFSITE
16
SCS Runoff
1.912
2
718
5,155
------
------
------
PRE OFFSITE
17
SCS Runoff
0.291
2
718
581
------
------
------
POST BYPASS 5
18
Combine
17.47
2
718
40,152
1, 2, 6,
------
------
PRE TOTAL
7, 13, 16,
19
Combine
10.07
2
718
24,083
5, 8, 9,
------
------
POST SUBTOTAL
14, 15, 17,
20
Combine
10.10
2
718
36,378
12,19
------
------
POST TOTAL
BIORET & DET POND - TYPE Il.gpw
Return Period: 50 Year
Tuesday, 12 / 10 / 2019

112
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 1
PRE 1
Hydrograph type
= SCS Runoff
Peak discharge
= 4.846 cfs
Storm frequency
= 50 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 11,096 cuft
Drainage area
= 0.880 ac
Curve number
= 66
Basin Slope
= 5.8 %
Hydraulic length
= 294 ft
Tc method
= LAG
Time of conc. (Tc)
= 7.30 min
Total precip.
= 7.34 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
5.00
4.00
3.00
1.00
PRE 1
Hyd. No. 1 -- 50 Year
Q (cfs)
5.00
4.00
3.00
2.00
1.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

113
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 2
PRE 2
Hydrograph type
= SCS Runoff
Peak discharge
= 8.011 cfs
Storm frequency
= 50 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 18,347 cuft
Drainage area
= 1.260 ac
Curve number
= 71
Basin Slope
= 3.3 %
Hydraulic length
= 305 ft
Tc method
= LAG
Time of conc. (Tc)
= 8.80 min
Total precip.
= 7.34 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
10.00
N. We
. UM
4.00
r w
M
PRE 2
Hyd. No. 2 -- 50 Year
Q (cfs)
10.00
N. We
4.00
r w
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

114
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 3
POST 1
Hydrograph type
= SCS Runoff
Peak discharge
= 6.636 cfs
Storm frequency
= 50 yrs
Time to peak
= 726 min
Time interval
= 2 min
Hyd. volume
= 22,962 cuft
Drainage area
= 1.330 ac
Curve number
= 77
Basin Slope
= 1.0 %
Hydraulic length
= 544 ft
Tc method
= LAG
Time of conc. (Tc)
= 21.30 min
Total precip.
= 7.34 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
7.00
. Me
5.00
3.00
1.00
Q (cfs)
7.00
. We
5.00
4.00
3.00
2.00
1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 3 Time (min)

115
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 4
BIORETENTION
Hydrograph type
= Reservoir
Peak discharge
= 3.614 cfs
Storm frequency
= 50 yrs
Time to peak
= 740 min
Time interval
= 2 min
Hyd. volume
= 10,291 cuft
Inflow hyd. No.
= 3 - POST 1
Max. Elevation
= 230.75 ft
Reservoir name
= BIORETENTION
Max. Storage
= 8,931 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Q (cfs)
7.00
. Me
5.00
3.00
1.00
Q (cfs)
7.00
. We
5.00
4.00
3.00
2.00
1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080
Time (min)
— Hyd No. 4 Hyd No. 3 Total storage used = 8,931 cult

Hydrograph Report
116
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 5
POST BYPASS 1
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 50 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 0.290 ac
Curve number
Basin Slope
= 25.5 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 7.34 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
2.00
1.00
M
POST BYPASS 1
Hyd. No. 5 -- 50 Year
120 240 360 480 600 720 840 960
Hyd No. 5
Tuesday, 12 / 10 / 2019
= 1.504 cfs
= 718 min
= 3,013 cuft
= 62
= 47 ft
= 3.10 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

117
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 10 / 2019
Hyd. No. 6
PRE 4
Hydrograph type
= SCS Runoff
Peak discharge
= 0.510 cfs
Storm frequency
= 50 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 1,069 cuft
Drainage area
= 0.060 ac
Curve number
= 82
Basin Slope
= 1.8 %
Hydraulic length
= 112 ft
Tc method
= LAG
Time of conc. (Tc)
= 3.80 min
Total precip.
= 7.34 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
PRE 4
Hyd. No. 6 -- 50 Year Q (cfs)
a as
0
120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 6 Time (min)

Hydrograph
Report
118
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 7
PRE 5
Hydrograph type = SCS Runoff Peak discharge
Storm frequency = 50 yrs Time to peak
Time interval = 2 min Hyd. volume
Drainage area = 0.090 ac Curve number
Basin Slope = 4.0 % Hydraulic length
Tc method = User Time of conc. (Tc)
Total precip. = 7.34 in Distribution
Storm duration = 24 hrs Shape factor
Tuesday, 12 / 10 / 2019
= 0.591 cfs
= 716 min
= 1,195 cuft
= 70
= 82 ft
= 3.10 min
= Type II
= 484
Q (cfs)
PRE 5
Hyd. No. 7 -- 50 Year
Q (cfs)
1.00
1.00
0.90
0.90
0.80
0.80
0.70
0.70
0.60
0.60
0.50
0.50
0.40
0.40
0.30
0.30
0.20
0.20
0.10
0.10
0.00
0 120
Hyd No.
11 OIE
240 360 480 600 720 840 960 1080
7
0.00
1200 1320 1440
Time (min)

119
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 10 / 2019
Hyd. No. 8
POST BYPASS 2
Hydrograph type
= SCS Runoff
Peak discharge
= 5.207 cfs
Storm frequency
= 50 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 12,688 cuft
Drainage area
= 0.590 ac
Curve number
= 88
Basin Slope
= 2.4 %
Hydraulic length
= 375 ft
Tc method
= LAG
Time of conc. (Tc)
= 7.10 min
Total precip.
= 7.34 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
6.00
5.00
4.00
3.00
rM
1.00
POST BYPASS 2
Hyd. No. 8 -- 50 Year
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 ' 1 1-""'-- ' ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
— Hyd No. 8 Time (min)

Hydrograph
Report
120
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 9
POST BYPASS 3
Hydrograph type = SCS Runoff Peak discharge
Storm frequency = 50 yrs Time to peak
Time interval = 2 min Hyd. volume
Drainage area = 0.090 ac Curve number
Basin Slope = 2.4 % Hydraulic length
Tc method = User Time of conc. (Tc)
Total precip. = 7.34 in Distribution
Storm duration = 24 hrs Shape factor
Tuesday, 12 / 10 / 2019
= 0.591 cfs
= 716 min
= 1,195 cuft
= 70
= 375 ft
= 3.10 min
= Type II
= 484
Q (cfs)
1.00
POST BYPASS 3
Hyd. No. 9 -- 50 Year
Q (cfs)
1.00
0.90
0.90
0.80
0.80
0.70
0.70
0.60
0.60
0.50
0.50
0.40
0.40
0.30
0.30
0.20
0.20
K
0.10
0.10
0.00
0 120
Hyd No.
240 360 480 600 720 840 960 1080
9
0.00
1200 1320 1440
Time (min)

Hydrograph Report
121
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 10
POST 2
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 50 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 0.210 ac
Curve number
Basin Slope
= 10.0 %
Hydraulic length
Tc method
= LAG
Time of conc. (Tc)
Total precip.
= 7.34 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
2.00
1.00
M
POST 2
Hyd. No. 10 -- 50 Year
120 240 360 480 600 720 840 960
Hyd No. 10
Tuesday, 12 / 10 / 2019
= 1.017 cfs
= 718 min
= 2,035 cuft
= 60
= 131 ft
= 3.40 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

Hydrograph
Report
122
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 11
POST TO POND
Hydrograph type
= Combine
Peak discharge
= 3.735 cfs
Storm frequency
= 50 yrs
Time to peak
= 740 min
Time interval
= 2 min
Hyd. volume
= 12,326 cuft
Inflow hyds.
= 4, 10
Contrib. drain. area
= 0.210 ac
POST TO POND
Q (cfs) Hyd. No. 11 -- 50 Year Q (cfs)
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Time (min)
— Hyd No. 11 Hyd No. 4 Hyd No. 10

Hydrograph
Report
123
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 12
DETENTION
Hydrograph type
= Reservoir
Peak discharge
= 0.163 cfs
Storm frequency
= 50 yrs
Time to peak
= 912 min
Time interval
= 2 min
Hyd. volume
= 12,295 cuft
Inflow hyd. No.
= 11 - POST TO POND
Max. Elevation
= 222.77 ft
Reservoir name
= DETENTION
Max. Storage
= 9,401 cuft
Storage Indication method used
Q (cfs)
4.00
3.00
r M
1.00
e
DETENTION
Hyd. No. 12 -- 50 Year
360 720 1080 1440 1800 2160 2520 2880 3240 3600
Hyd No. 12 Hyd No. 11 Total storage used = 9,401 cuft
Q (cfs)
4.00
3.00
2.00
1.00
'- 0.00
3960
Time (min)

Hydrograph Report
124
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 13
PRE 3
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 50 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 0.270 ac
Curve number
Basin Slope
= 3.9 %
Hydraulic length
Tc method
= LAG
Time of conc. (Tc)
Total precip.
= 7.34 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
2.00
1.00
M
PRE 3
Hyd. No. 13 -- 50 Year
120 240 360 480 600 720 840 960
Hyd No. 13
Tuesday, 12 / 10 / 2019
= 1.629 cfs
= 716 min
= 3,290 cuft
= 67
= 159 ft
= 5.30 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

125
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 10 / 2019
Hyd. No. 14
POST BYPASS 4
Hydrograph type
= SCS Runoff
Peak discharge
= 0.600 cfs
Storm frequency
= 50 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 1,450 cuft
Drainage area
= 0.060 ac
Curve number
= 98
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 3.10 min
Total precip.
= 7.34 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
POST BYPASS 4
Hyd. No. 14 -- 50 Year
Q (cfs)
MI
-��-�
■I
MI
0
120 240
Hyd No. 14
360 480 600 720 840 960
1080 1200
Time (min)

Hydrograph Report
126
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 15
POST OFFSITE
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 50 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 0.200 ac
Curve number
Basin Slope
= 0.9 %
Hydraulic length
Tc method
= LAG
Time of conc. (Tc)
Total precip.
= 7.34 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
2.00
1.00
e
POST OFFSITE
Hyd. No. 15 -- 50 Year
Tuesday, 12 / 10 / 2019
= 1.912 cfs
= 718 min
= 5,155 cuft
= 98
= 345 ft
= 6.90 min
= Type II
= 484
120 240 360 480 600 720 840 960 1080 1200
Hyd No. 15
Q (cfs)
2.00
1.00
— 0.00
1320
Time (min)

Hydrograph Report
127
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 16
PRE OFFSITE
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 50 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 0.200 ac
Curve number
Basin Slope
= 0.9 %
Hydraulic length
Tc method
= LAG
Time of conc. (Tc)
Total precip.
= 7.34 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
2.00
1.00
e
PRE OFFSITE
Hyd. No. 16 -- 50 Year
Tuesday, 12 / 10 / 2019
= 1.912 cfs
= 718 min
= 5,155 cuft
= 98
= 345 ft
= 6.90 min
= Type II
= 484
120 240 360 480 600 720 840 960 1080 1200
Hyd No. 16
Q (cfs)
2.00
1.00
— 0.00
1320
Time (min)

128
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 17
POST BYPASS 5
Hydrograph type
= SCS Runoff
Peak discharge
= 0.291 cfs
Storm frequency
= 50 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 581 cuft
Drainage area
= 0.060 ac
Curve number
= 60
Basin Slope
= 4.2 %
Hydraulic length
= 143 ft
Tc method
= LAG
Time of conc. (Tc)
= 5.60 min
Total precip.
= 7.34 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0
POST BYPASS 5
Hyd. No. 17 -- 50 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 17 Time (min)

Hydrograph
Report
129
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 18
PRE TOTAL
Hydrograph type
= Combine
Peak discharge
= 17.47 cfs
Storm frequency
= 50 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 40,152 cuft
Inflow hyds.
= 1, 2, 6, 7, 13, 16
Contrib. drain. area
= 2.760 ac
Q (cfs)
18.00
15.00
12.00
M
M
3.00
M
PRE TOTAL
Hyd. No. 18 -- 50 Year
Q (cfs)
18.00
15.00
12.00
M
. ��
3.00
1 1 It
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 18 Hyd No. 1 Hyd No. 2 Hyd No. 6 Time (min)
Hyd No. 7 Hyd No. 13 Hyd No. 16

Hydrograph
Report
130
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk,
Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 19
POST SUBTOTAL
Hydrograph type
= Combine
Peak discharge
= 10.07 cfs
Storm frequency
= 50 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 24,083 cuft
Inflow hyds.
= 5, 8, 9, 14, 15, 17
Contrib. drain. area
= 1.290 ac
Q (cfs)
12.00
10.00
M
M
4.00
r M�
M
120 240
Hyd No. 19
POST SUBTOTAL
Hyd. No. 19 -- 50 Year
360 480 600
Hyd No. 5
— Hyd No. 14
Q (cfs)
12.00
10.00
M
. ��
4.00
r M�
1 1 It
720 840 960 1080 1200 1320 1440
Hyd No. 8 Hyd No. 9 Time (min)
Hyd No. 15 Hyd No. 17

Hydrograph
Report
131
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 20
POST TOTAL
Hydrograph type
= Combine
Peak discharge
= 10.10 cfs
Storm frequency
= 50 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 36,378 cuft
Inflow hyds.
= 12, 19
Contrib. drain. area
= 0.000 ac
Q (cfs)
12.00
10.00
8.00
6.00
4.00
2.00
0.00
0 240 480 720
Hyd No. 20 Hyd No. 12
POST TOTAL
Hyd. No. 20 -- 50 Year
Q (cfs)
12.00
10.00
M
. ��
4.00
r M�
0.00
960 1200 1440 1680 1920
Time (min)
Hyd No. 19

132
Hydrograph Summary Repo rtHydraflowHydrographsExtension for Autodesk® Civil 3D®2019byAutodesk,Inc. v202O
Hyd.
No.
Hydrograph
type
(origin)
Peak
flow
(cfs)
Time
interval
(min)
Time to
Peak
(min)
Hyd.
volume
(cuft)
Inflow
hyd(s)
Maximum
elevation
(ft)
Total
strge used
(cuft)
Hydrograph
Description
1
SCS Runoff
5.838
2
718
13,354
------
------
------
PRE 1
2
SCS Runoff
9.485
2
718
21,781
------
------
------
PRE 2
3
SCS Runoff
7.742
2
726
26,867
------
------
------
POST 1
4
Reservoir
4.266
2
732
13,662
3
230.88
9,931
BIORETENTION
5
SCS Runoff
1.824
2
718
3,671
------
------
------
POST BYPASS 1
6
SCS Runoff
0.585
2
716
1,237
------
------
------
PRE 4
7
SCS Runoff
0.701
2
716
1,423
------
------
------
PRE 5
8
SCS Runoff
5.905
2
718
14,507
------
------
------
POST BYPASS 2
9
SCS Runoff
0.701
2
716
1,423
------
------
------
POST BYPASS 3
10
SCS Runoff
1.244
2
718
2,495
------
------
------
POST 2
11
Combine
4.440
2
732
16,157
4,10
------
------
POST TO POND
12
Reservoir
0.884
2
788
16,126
11
223.01
10,417
DETENTION
13
SCS Runoff
1.952
2
716
3,947
------
------
------
PRE 3
14
SCS Runoff
0.672
2
716
1,627
------
------
------
POST BYPASS 4
15
SCS Runoff
2.140
2
718
5,786
------
------
------
POST OFFSITE
16
SCS Runoff
2.140
2
718
5,786
------
------
------
PRE OFFSITE
17
SCS Runoff
0.355
2
718
713
------
------
------
POST BYPASS 5
18
Combine
20.66
2
718
47,528
1, 2, 6,
------
------
PRE TOTAL
7, 13, 16,
19
Combine
11.56
2
718
27,727
5, 8, 9,
------
------
POST SUBTOTAL
14, 15, 17,
20
Combine
11.60
2
718
43,854
12,19
------
------
POST TOTAL
BIORET & DET POND - TYPE Il.gpw
Return Period: 100 Year
Tuesday, 12 / 10 / 2019

133
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 1
PRE 1
Hydrograph type
= SCS Runoff
Peak discharge
= 5.838 cfs
Storm frequency
= 100 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 13,354 cuft
Drainage area
= 0.880 ac
Curve number
= 66
Basin Slope
= 5.8 %
Hydraulic length
= 294 ft
Tc method
= LAG
Time of conc. (Tc)
= 7.30 min
Total precip.
= 8.21 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
6.00
5.00
4.00
3.00
rM
1.00
PRE 1
Hyd. No. 1 -- 100 Year
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 ' .I ' ' ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 1 Time (min)

134
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 2
PRE 2
Hydrograph type
= SCS Runoff
Peak discharge
= 9.485 cfs
Storm frequency
= 100 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 21,781 cuft
Drainage area
= 1.260 ac
Curve number
= 71
Basin Slope
= 3.3 %
Hydraulic length
= 305 ft
Tc method
= LAG
Time of conc. (Tc)
= 8.80 min
Total precip.
= 8.21 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
10.00
N. We
. UM
4.00
r w
M
PRE 2
Hyd. No. 2 -- 100 Year
Q (cfs)
10.00
N. We
4.00
r w
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

Hydrograph
Report
135
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk,
Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 3
POST 1
Hydrograph type
= SCS Runoff
Peak discharge
= 7.742 cfs
Storm frequency
= 100 yrs
Time to peak
= 726 min
Time interval
= 2 min
Hyd. volume
= 26,867 cuft
Drainage area
= 1.330 ac
Curve number
= 77
Basin Slope
= 1.0 %
Hydraulic length
= 544 ft
Tc method
= LAG
Time of conc. (Tc)
= 21.30 min
Total precip.
= 8.21 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
POST 1
Q (cfs) Hyd. No. 3 -- 100 Year Q (cfs)
8.00 8.00
6.00 6.00
4.00 4.00
2.00 2.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 3 Time (min)

Hydrograph
Report
136
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk,
Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 4
BIORETENTION
Hydrograph type
= Reservoir
Peak discharge
= 4.266 cfs
Storm frequency
= 100 yrs
Time to peak
= 732 min
Time interval
= 2 min
Hyd. volume
= 13,662 cuft
Inflow hyd. No.
= 3 - POST 1
Max. Elevation
= 230.88 ft
Reservoir name
= BIORETENTION
Max. Storage
= 9,931 cuft
Storage Indication method used. Exfiltration extracted from Outflow
Q (cfs)
8.00
am
4.00
r M
0.00
0 120
— Hyd No. 4
BIORETENTION
Hyd. No. 4 -- 100 Year
240 360 480 600 720 840 960
Hyd No. 3 Total storage used = 9,931 cuft
Q (cfs)
8.00
4.00
2.00
0.00
1080
Time (min)

Hydrograph Report
137
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 5
POST BYPASS 1
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 0.290 ac
Curve number
Basin Slope
= 25.5 %
Hydraulic length
Tc method
= User
Time of conc. (Tc)
Total precip.
= 8.21 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
2.00
1.00
M
POST BYPASS 1
Hyd. No. 5 -- 100 Year
120 240 360 480 600 720 840 960
Hyd No. 5
Tuesday, 12 / 10 / 2019
= 1.824 cfs
= 718 min
= 3,671 cuft
= 62
= 47 ft
= 3.10 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

138
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 10 / 2019
Hyd. No. 6
PRE 4
Hydrograph type
= SCS Runoff
Peak discharge
= 0.585 cfs
Storm frequency
= 100 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 1,237 cuft
Drainage area
= 0.060 ac
Curve number
= 82
Basin Slope
= 1.8 %
Hydraulic length
= 112 ft
Tc method
= LAG
Time of conc. (Tc)
= 3.80 min
Total precip.
= 8.21 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
1.00
0.90
0.80
0.70
0.60
0.50
0.40
0.30
0.20
0.10
0 00
PRE 4
Hyd. No. 6 -- 100 Year
0 120 240 360 480 600 720 840 960
Hyd No. 6
Q (cfs)

Hydrograph
Report
139
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 7
PRE 5
Hydrograph type = SCS Runoff Peak discharge
Storm frequency = 100 yrs Time to peak
Time interval = 2 min Hyd. volume
Drainage area = 0.090 ac Curve number
Basin Slope = 4.0 % Hydraulic length
Tc method = User Time of conc. (Tc)
Total precip. = 8.21 in Distribution
Storm duration = 24 hrs Shape factor
Tuesday, 12 / 10 / 2019
= 0.701 cfs
= 716 min
= 1,423 cuft
= 70
= 82 ft
= 3.10 min
= Type II
= 484
Q (cfs)
PRE 5
Hyd. No. 7 -- 100 Year
Q (cfs)
1.00
1.00
0.90
0.90
0.80
0.80
0.70
0.70
0.60
0.60
0.50
0.50
0.40
0.40
0.30
0.30
0.20
0.20
0.10
0.10
0.00
0 120
Hyd No.
240 360 480
7
600 720 840 960 1080
0.00
1200 1320 1440
Time (min)

140
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 10 / 2019
Hyd. No. 8
POST BYPASS 2
Hydrograph type
= SCS Runoff
Peak discharge
= 5.905 cfs
Storm frequency
= 100 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 14,507 cuft
Drainage area
= 0.590 ac
Curve number
= 88
Basin Slope
= 2.4 %
Hydraulic length
= 375 ft
Tc method
= LAG
Time of conc. (Tc)
= 7.10 min
Total precip.
= 8.21 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
6.00
5.00
4.00
3.00
r M
1.00
POST BYPASS 2
Hyd. No. 8 -- 100 Year
Q (cfs)
6.00
5.00
4.00
3.00
2.00
1.00
0.00 i 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
— Hyd No. 8 Time (min)

Hydrograph
Report
141
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 9
POST BYPASS 3
Hydrograph type = SCS Runoff Peak discharge
Storm frequency = 100 yrs Time to peak
Time interval = 2 min Hyd. volume
Drainage area = 0.090 ac Curve number
Basin Slope = 2.4 % Hydraulic length
Tc method = User Time of conc. (Tc)
Total precip. = 8.21 in Distribution
Storm duration = 24 hrs Shape factor
Tuesday, 12 / 10 / 2019
= 0.701 cfs
= 716 min
= 1,423 cuft
= 70
= 375 ft
= 3.10 min
= Type II
= 484
Q (cfs)
1.00
POST BYPASS 3
Hyd. No. 9 -- 100 Year
Q (cfs)
1.00
0.90
0.90
0.80
0.80
0.70
0.70
0.60
0.60
0.50
0.50
0.40
0.40
0.30
0.30
0.20
0.20
0.10
0.10
0.00
0 120
Hyd No.
240 360 480
9
600 720 840 960 1080
0.00
1200 1320 1440
Time (min)

Hydrograph Report
142
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 10
POST 2
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 0.210 ac
Curve number
Basin Slope
= 10.0 %
Hydraulic length
Tc method
= LAG
Time of conc. (Tc)
Total precip.
= 8.21 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
2.00
1.00
M
POST 2
Hyd. No. 10 -- 100 Year
120 240 360 480 600 720 840 960
Hyd No. 10
Tuesday, 12 / 10 / 2019
= 1.244 cfs
= 718 min
= 2,495 cuft
= 60
= 131 ft
= 3.40 min
= Type II
= 484
Q (cfs)
2.00
1.00
0.00
1080 1200 1320 1440 1560
Time (min)

Hydrograph
Report
143
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 11
POST TO POND
Hydrograph type
= Combine
Peak discharge
= 4.440 cfs
Storm frequency
= 100 yrs
Time to peak
= 732 min
Time interval
= 2 min
Hyd. volume
= 16,157 cuft
Inflow hyds.
= 4, 10
Contrib. drain. area
= 0.210 ac
Q (cfs)
5.00
4.00
3.00
R 11
1.00
0.00
0 120
— Hyd No. 11
POST TO POND
Hyd. No. 11 -- 100 Year
240 360 480
Hyd No. 4
600 720
Hyd No. 10
840 960 1080
Q (cfs)
5.00
4.00
3.00
2.00
1.00
W—� 0.00
1200
Time (min)

Hydrograph
Report
144
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 12
DETENTION
Hydrograph type
= Reservoir
Peak discharge
= 0.884 cfs
Storm frequency
= 100 yrs
Time to peak
= 788 min
Time interval
= 2 min
Hyd. volume
= 16,126 cuft
Inflow hyd. No.
= 11 - POST TO POND
Max. Elevation
= 223.01 ft
Reservoir name
= DETENTION
Max. Storage
= 10,417 cuft
Storage Indication method used
DETENTION
Q (cfs) Hyd. No. 12 -- 100 Year Q (cfs)
5.00 5.00
4.00 4.00
3.00 3.00
2.00 2.00
1.00 1.00
0.00 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880 3120
Time (min)
— Hyd No. 12 Hyd No. 11 Total storage used = 10,417 cult

Hydrograph Report
145
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 13
PRE 3
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 0.270 ac
Curve number
Basin Slope
= 3.9 %
Hydraulic length
Tc method
= LAG
Time of conc. (Tc)
Total precip.
= 8.21 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
2.00
1.00
M
PRE 3
Hyd. No. 13 -- 100 Year
Tuesday, 12 / 10 / 2019
= 1.952 cfs
= 716 min
= 3,947 cuft
= 67
= 159 ft
= 5.30 min
= Type II
= 484
120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 13
Q (cfs)
2.00
1.00
0.00
1440
Time (min)

146
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 10 / 2019
Hyd. No. 14
POST BYPASS 4
Hydrograph type
= SCS Runoff
Peak discharge
= 0.672 cfs
Storm frequency
= 100 yrs
Time to peak
= 716 min
Time interval
= 2 min
Hyd. volume
= 1,627 cuft
Drainage area
= 0.060 ac
Curve number
= 98
Basin Slope
= 0.0 %
Hydraulic length
= 0 ft
Tc method
= User
Time of conc. (Tc)
= 3.10 min
Total precip.
= 8.21 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
POST BYPASS 4
Hyd. No. 14 -- 100 Year
Q (cfs)
0
120 240
Hyd No. 14
360 480 600 720 840 960
1080 1200
Time (min)

Hydrograph Report
147
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 15
POST OFFSITE
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 0.200 ac
Curve number
Basin Slope
= 0.9 %
Hydraulic length
Tc method
= LAG
Time of conc. (Tc)
Total precip.
= 8.21 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
3.00
r M
1.00
e
120 240
Hyd No. 15
POST OFFSITE
Hyd. No. 15 -- 100 Year
Tuesday, 12 / 10 / 2019
= 2.140 cfs
= 718 min
= 5,786 cuft
= 98
= 345 ft
= 6.90 min
= Type II
= 484
360 480 600 720 840 960 1080 1200
Q (cfs)
3.00
2.00
1.00
-110 0.00
1320
Time (min)

Hydrograph Report
148
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Hyd. No. 16
PRE OFFSITE
Hydrograph type
= SCS Runoff
Peak discharge
Storm frequency
= 100 yrs
Time to peak
Time interval
= 2 min
Hyd. volume
Drainage area
= 0.200 ac
Curve number
Basin Slope
= 0.9 %
Hydraulic length
Tc method
= LAG
Time of conc. (Tc)
Total precip.
= 8.21 in
Distribution
Storm duration
= 24 hrs
Shape factor
Q (cfs)
3.00
r M
1.00
e
120 240
Hyd No. 16
PRE OFFSITE
Hyd. No. 16 -- 100 Year
Tuesday, 12 / 10 / 2019
= 2.140 cfs
= 718 min
= 5,786 cuft
= 98
= 345 ft
= 6.90 min
= Type II
= 484
360 480 600 720 840 960 1080 1200
Q (cfs)
3.00
2.00
1.00
-110 0.00
1320
Time (min)

149
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 17
POST BYPASS 5
Hydrograph type
= SCS Runoff
Peak discharge
= 0.355 cfs
Storm frequency
= 100 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 713 cuft
Drainage area
= 0.060 ac
Curve number
= 60
Basin Slope
= 4.2 %
Hydraulic length
= 143 ft
Tc method
= LAG
Time of conc. (Tc)
= 5.60 min
Total precip.
= 8.21 in
Distribution
= Type II
Storm duration
= 24 hrs
Shape factor
= 484
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
0
POST BYPASS 5
Hyd. No. 17 -- 100 Year
Q (cfs)
0.50
0.45
0.40
0.35
0.30
0.25
0.20
0.15
0.10
0.05
0.00
120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 17 Time (min)

Hydrograph
Report
150
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 18
PRE TOTAL
Hydrograph type
= Combine
Peak discharge
= 20.66 cfs
Storm frequency
= 100 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 47,528 cuft
Inflow hyds.
= 1, 2, 6, 7, 13, 16
Contrib. drain. area
= 2.760 ac
Q (cfs)
21.00
18.00
15.00
12.00
3.00
PRE TOTAL
Hyd. No. 18 -- 100 Year
Q (cfs)
21.00
18.00
15.00
12.00
3.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
— Hyd No. 18 Hyd No. 1 Hyd No. 2 Hyd No. 6 Time (min)
Hyd No. 7 Hyd No. 13 Hyd No. 16

Hydrograph
Report
151
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk,
Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 19
POST SUBTOTAL
Hydrograph type
= Combine
Peak discharge
= 11.56 cfs
Storm frequency
= 100 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 27,727 cuft
Inflow hyds.
= 5, 8, 9, 14, 15, 17
Contrib. drain. area
= 1.290 ac
Q (cfs)
12.00
10.00
M
M
4.00
r M�
M
POST SUBTOTAL
Hyd. No. 19 -- 100 Year
Q (cfs)
12.00
10.00
M
. ��
4.00
r M�
1 1 It
120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 19 Hyd No. 5 Hyd No. 8 Hyd No. 9 Time (min)
Hyd No. 14 Hyd No. 15 Hyd No. 17

Hydrograph
Report
152
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® 2019 by Autodesk, Inc. v2020
Tuesday, 12 / 10 / 2019
Hyd. No. 20
POST TOTAL
Hydrograph type
= Combine
Peak discharge
= 11.60 cfs
Storm frequency
= 100 yrs
Time to peak
= 718 min
Time interval
= 2 min
Hyd. volume
= 43,854 cuft
Inflow hyds.
= 12, 19
Contrib. drain. area
= 0.000 ac
Q (cfs)
12.00
10.00
91011111
.M
4.00
rM
e
POST TOTAL
Hyd. No. 20 -- 100 Year
240 480 720
Hyd No. 20 Hyd No. 12
Q (cfs)
12.00
10.00
M
M
4.00
2.00
0.00
960 1200 1440 1680 1920
Time (min)
Hyd No. 19

153
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk0 Civil 3DO 2019 by Autodesk, Inc. v2020 Tuesday, 12 / 10 / 2019
Return
Period
Intensity -Duration -Frequency Equation Coefficients (FHA)
(Yrs)
B
D
E
(N/A)
1
69.0574
12.9000
0.8960
--------
2
77.0598
12.9000
0.8772
--------
3
0.0000
0.0000
0.0000
--------
5
79.3048
12.8000
0.8361
--------
10
78.6305
12.4000
0.8044
--------
25
67.9775
11.0000
0.7384
--------
50
63.8674
10.3000
0.7025
--------
100
56.1060
9.1000
0.6530
--------
File name: Ft. Bragg, NC.IDF
Intensity = B / (Tc + D)^E
Return
Period
Intensity Values (in/hr)
(Yrs)
6 min
10
16
20
26
30
36
40
46
60
66
60
1
5.21
4.18
3.50
3.02
2.66
2.38
2.16
1.97
1.82
1.69
1.58
1.48
2
6.14
4.94
4.16
3.60
3.18
2.85
2.59
2.37
2.19
2.04
1.91
1.79
3
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
5
7.14
5.81
4.92
4.28
3.81
3.43
3.13
2.88
2.67
2.49
2.33
2.20
10
7.90
6.45
5.48
4.79
4.27
3.86
3.53
3.26
3.03
2.83
2.66
2.51
25
8.77
7.18
6.13
5.38
4.82
4.38
4.02
3.73
3.48
3.27
3.08
2.92
50
9.40
7.71
6.60
5.82
5.22
4.76
4.38
4.07
3.81
3.59
3.39
3.22
100
9.97
8.17
7.02
6.21
5.60
5.12
4.73
4.41
4.14
3.91
3.71
3.53
Tc = time in minutes. Values may exceed 60.
Precip. file name: Z:\_stan&det\IDF Curves\Hydraflow Hydrographs\Ft. Bragg, NC.pcp
Storm
Rainfall Precipitation Table (in)
Distribution
1-yr
2-yr
3-yr
6-yr
10-yr
26-yr
60-yr
100-yr
SCS 24-hour
3.07
3.71
0.00
4.68
5.44
6.50
7.34
8.21
SCS 6-Hr
2.20
2.66
0.00
3.35
3.90
4.65
5.26
5.91
Huff-1 st
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-2nd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-3rd
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-4th
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Huff-Indy
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00
Custom
0.00
0.00
0.00
0.00
0.00
0.00
0.00
0.00

Channel Report
Hydraflow Express Extension for Autodesk0 AutoCADO Civil 3D0 by Autodesk, Inc.
<Name>
Circular
Diameter (ft)
= 1.50
Invert Elev (ft)
= 219.50
Slope (%)
= 7.77
N-Value
= 0.013
Calculations
Compute by:
Known Q
Known Q (cfs)
= 0.08
Elev (ft)
Thursday, Sep 19 2019
Highlighted
Depth (ft)
= 0.06
Q (cfs)
= 0.080
Area (sqft)
= 0.02
Velocity (ft/s)
= 3.32
Wetted Perim (ft)
= 0.61
Crit Depth, Yc (ft)
= 0.11
Top Width (ft)
= 0.59
EGL (ft)
= 0.23
Section
222.00
221.50
2.1
221.00
1.!
220.50
1.1
220.00
0.!
219.50
0.1
01 a M)
_n
0
2
Reach (ft)
3
4