SW3231104_Design Calculations_20240318

DESIGN OF RIPRAP OUTLET PROTECTION
User Input Data
Calculated Value
Reference Data
Designed By: DL Date: 3/14/24
Checked By: Date:
Company: CES Group Engineers
Project Name: Holy Spirit
Project No.:
Site Location (City/Town) Raleigh
Culvert Id. 101
Total Drainage Area (acres)
Step 1. Determine 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 minimum tailwater condition.
If it is greater than half the pipe diameter. it is classified maximum condition.
Pipes that outlet onto wide flat areas with no defined channel are assumed
to have a minimum tailwater condition unless reliable Hood stage elevations
show otherwise.
Outlet pipe diameter, Do (in.) 18
Tailwater depth (in.) 7
Minimum/Maximum tailwater? Min TW (Fig. 8.06a)
Discharge (cfs) 4.26
Velocity (ft./s) 4.53
Step 2. Based on the tailwater conditions determined in step 1. enter Figure
8.06a or Figure 8.06b_and determine d50 riprap size and minimum apron length
(La). 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 2.
Minimum TW Maximum TW
Figure 8.06a Figure 8.06b
Riprap d50, (ft.) 0.25

Minimum apron length, La (ft.) 8
Apron width at pipe outlet (ft.) 4.5 4.5
Apron shape
Apron width at outlet end (ft.) 9.5 1.5
Step 4. Determine the maximum stone diameter:
dr-3x = 1 .5xd,0
Minimum TW Maximum TW
Max Stone Diameter, dmax (ft.) 0.375 0
step 5. Deternune the apron thickness:
Apron thickness = '1.5 x dr73i.
Minimum TW Maximum TW
Apron Thickness(ft.) 0.5625 0

DESIGN OF RIPRAP OUTLET PROTECTION
User Input Data
Calculated Value
Reference Data
Designed By: DL Date: 3/14/24
Checked By: Date:
Company: CES Group Engineers
Project Name: Holy Spirit
Project No.:
Site Location (City/Town) Raleigh
Culvert Id. 101
Total Drainage Area (acres)
Step 1. Determine 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 minimum tailwater condition.
If it is greater than half the pipe diameter. it is classified maximum condition.
Pipes that outlet onto wide Hat areas with no defined channel are assumed
to have a minimum tailwater condition unless reliable flood stage elevations
show otherwise.
Outlet pipe diameter, Do (in.)
Tailwater depth (in.)
Minimum/Maximum tailwater? Max TW (Fig. 8.06b)
Discharge (cfs) 16
Velocity (ft./s)
Step 2. Based on the tailwater conditions determined in step 1. enter Figure
8.06a or Figure 8.06b. and determine d„:riprap size and minimum apron length
(La). 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 2.
Minimum TW Maximum TW
Figure 8.06a Figure 8.06b
Riprap d50, (ft.) 0.5
Minimum apron length, La (ft.) 15

Apron width at pipe outlet (ft.) 0 0
Apron shape
Apron width at outlet end (ft.) 15 0
Step 4. Determine the maximtun stone diameter:
d„,3X = 1 .5 x d50
Minimum TW Maximum TW
Max Stone Diameter, dmax (ft.) 0.75 0
Step 5. Determine the apron thickness
Apron thickness = '1.5 x dr13i
Minimum TW Maximum TW
Apron Thickness(ft.) 1.125 0

Forebays Incr Volume Cumulative
Elevation Main (SF) (SF) Total Area (CF) Volume (CF)
798 2745 108 2853
4330 4330
799 3531 2276 5807
3782.4 8112.4
799.6 4029 2772 6801
Sediment Chamber
Forebays Incr Volume Cumulative
Elevation Main (SF) (SF) Total Area (CF) Volume (CF)
798 108 108
1192 1192
799 2276 2276
1514.4 2706.4
799.6 2772 2772
Sand Filter: 8,112 cf-2,706 cf= 5,406 cf
Drainage area of new impervious for water quality volume: 3.36 acres
V= 3630 1 0.52 3.36 6342.336
V* .75= 4756.752 1"Treatment Volume
50%of treatment volume= 2378.376
Sediment Chamber Volume= 2,706 cf
Sand Filter Chamber Vol. = 5,406 cf
Orifice calculation
1/2" hole (with 1' average
head) = 0.008752 cfs
Sand filter area = 2745 sf
Volume of 2" depth = 457.5 cf
Orifice Flow/hr= 31.5072 cf/hr
#Orifice Needed = 14.52049
Each
Underdrain
Length = 80 If
2 Rows 5" on center 380.9524 openings per pipe run

1
Hydrograph Return Period Recap Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
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 0.170 8.389 15.45 19.94 26.85 27.19 DA-1A Post-Dev
2 SCS Runoff 0.000 0.130 0.378 0.554 0.844 0.859 DA-1B Post-Dev
3 SCS Runoff 0.483 6.718 11.54 14.50 19.00 19.21 DA-2A Post-Dev
4 SCS Runoff 0.038 0.296 0.475 0.582 0.745 0.753 DA-2B Post-Dev
5 SCS Runoff 0.441 4.533 7.519 9.334 12.08 12.22 DA-3 Post-Dev
6 SCS Runoff 0.000 0.038 0.111 0.163 0.248 0.253 DA-4 Post-Dev
7 Reservoir 1 0.016 0.608 10.11 16.05 23.20 23.53 Routed Post DA-1A
8 Reservoir 3 0.013 0.123 4.280 10.71 17.46 17.72 Routed Post DA-2A
9 SCS Runoff 0.003 3.924 8.593 11.75 16.77 17.03 DA-1 Pre-Dev
10 SCS Runoff 0.559 7.766 13.34 16.76 21.96 22.21 DA-2 Pre-Dev
11 SCS Runoff 0.047 2.986 5.607 7.267 9.832 9.958 DA-3 Pre-Dev
12 SCS Runoff 0.000 0.134 0.435 0.650 1.014 1.033 DA-4 Pre-Dev
Proj. file: Holy Spirit Pond 1 and 2 20231025.gpw Tuesday, 01 /9/2024

2
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 0.170 2 720 801 DA-1A Post-Dev
2 SCS Runoff 0.000 2 n/a 0 DA-1B Post-Dev
3 SCS Runoff 0.483 2 718 1,126 DA-2A Post-Dev
4 SCS Runoff 0.038 2 718 78 DA-2B Post-Dev
5 SCS Runoff 0.441 2 722 1,274 DA-3 Post-Dev
6 SCS Runoff 0.000 2 n/a 0 DA-4 Post-Dev
7 Reservoir 0.016 2 990 783 1 798.07 278 Routed Post DA-1A
8 Reservoir 0.013 2 1124 1,094 3 795.30 618 Routed Post DA-2A
9 SCS Runoff 0.003 2 1440 93 DA-1 Pre-Dev
10 SCS Runoff 0.559 2 718 1,302 DA-2 Pre-Dev
11 SCS Runoff 0.047 2 728 402 DA-3 Pre-Dev
12 SCS Runoff 0.000 2 n/a 0 DA-4 Pre-Dev
Holy Spirit Pond 1 and 2 20231025.gpw Return Period: 1 Year Tuesday, 01 /9/2024

3
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /9/2024
Hyd. No. 1
DA-1A Post-Dev
Hydrograph type = SCS Runoff Peak discharge = 0.170 cfs
Storm frequency = 1 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 801 cuft
Drainage area = 3.360 ac Curve number = 79*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 1.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(1.610 x 98)+(1.750 x 61)]/3.360
DA-1 A Post-Dev
Q (cfs) Hyd. No. 1 -- 1 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 — -t---- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 1 Time (min)

4
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /9/2024
Hyd. No. 2
DA-1 B Post-Dev
Hydrograph type = SCS Runoff Peak discharge = 0.000 cfs
Storm frequency = 1 yrs Time to peak = n/a
Time interval = 2 min Hyd. volume = 0 cuft
Drainage area = 0.170 ac Curve number = 61*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 1.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.170 x 61)]/0.170
DA-1 B Post-Dev
Q (cfs) Hyd. No. 2 -- 1 Year Q (cfs)
0.10 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 - 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
0.00 — — 0.00
0 20 40 60 80 100 120
Hyd No. 2 Time (min)

5
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /9/2024
Hyd. No. 3
DA-2A Post-Dev
Hydrograph type = SCS Runoff Peak discharge = 0.483 cfs
Storm frequency = 1 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 1,126 cuft
Drainage area = 2.180 ac Curve number = 84*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 1.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(1.340 x 98)+(0.840 x 61)]/2.180
DA-2A Post-Dev
Q (cfs) Hyd. No. 3 -- 1 Year Q (cfs)
0.50 I 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 - t--- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 3 Time (min)

6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /9/2024
Hyd. No. 4
DA-2B Post-Dev
Hydrograph type = SCS Runoff Peak discharge = 0.038 cfs
Storm frequency = 1 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 78 cuft
Drainage area = 0.080 ac Curve number = 89*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 1.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.060 x 98)+(0.020 x 61)]/0.080
DA-2B Post-Dev
Q (cfs) Hyd. No. 4 -- 1 Year Q (cfs)
0.10 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
•
0.04 - 0.04
0.03 - 0.03
0.02 0.02
0.01 _ 0.01
0.00 J - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 4 Time (min)

7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /9/2024
Hyd. No. 5
DA-3 Post-Dev
Hydrograph type = SCS Runoff Peak discharge = 0.441 cfs
Storm frequency = 1 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 1,274 cuft
Drainage area = 1.520 ac Curve number = 87*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 10.80 min
Total precip. = 1.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(1.060 x 98)+(0.460 x 61)]/1.520
DA-3 Post-Dev
Q (cfs) Hyd. No. 5 -- 1 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 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)

8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /9/2024
Hyd. No. 6
DA-4 Post-Dev
Hydrograph type = SCS Runoff Peak discharge = 0.000 cfs
Storm frequency = 1 yrs Time to peak = n/a
Time interval = 2 min Hyd. volume = 0 cuft
Drainage area = 0.050 ac Curve number = 61*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 1.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.050 x 61)]/0.050
DA-4 Post-Dev
Q (cfs) Hyd. No. 6 -- 1 Year Q (cfs)
0.10 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 - 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
0.00 - , 0.00
0 20 40 60 80 100 120
Hyd No. 6 Time (min)

9
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /9/2024
Hyd. No. 7
Routed Post DA -1A
Hydrograph type = Reservoir Peak discharge = 0.016 cfs
Storm frequency = 1 yrs Time to peak = 990 min
Time interval = 2 min Hyd. volume = 783 cuft
Inflow hyd. No. = 1 - DA-1A Post-Dev Max. Elevation = 798.07 ft
Reservoir name = Rear Basin Max. Storage = 278 cuft
Storage Indication method used.
Routed Post DA -1A
Q (cfs) Hyd. No. 7 -- 1 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
111111111111111.
0.00 - - - 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400
Time (min)
Hyd No. 7 Hyd No. 1 I Total storage used = 278 cuft

Pond Report 10
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /9/2024
Pond No. 1 - Rear Basin
Pond Data
Contours-User-defined contour areas.Conic method used for volume calculation. Begining Elevation=798.00 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 798.00 2,856 0 0
1.00 799.00 5,813 4,247 4,247
2.00 800.00 7,508 6,642 10,889
3.00 801.00 9,296 8,385 19,274
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 4.00 Inactive Inactive 0.00 Crest Len(ft) = 13.00 Inactive Inactive 0.00
Span(in) = 4.00 1.00 6.00 0.00 Crest El.(ft) = 799.60 0.00 0.00 0.00
No.Barrels = 1 1 1 0 Weir Coeff. = 2.60 2.60 3.33 3.33
Invert El.(ft) = 798.00 796.00 798.25 0.00 Weir Type = Broad Broad Ciplti ---
Length(ft) = 50.00 0.00 0.00 0.00 Multi-Stage = No No No No
Slope(%) = 0.50 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) = 0.000(by Contour)
Multi-Stage = n/a No No No TW Elev.(ft) = 0.00
Note:CulverUOrifice 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 0 798.00 0.00 0.00 0.00 --- 0.00 --- 0.000
0.10 425 798.10 0.02 ic 0.00 0.00 --- 0.00 --- --- --- --- --- 0.024
0.20 849 798.20 0.08 oc 0.00 0.00 --- 0.00 --- --- --- --- --- 0.081
0.30 1,274 798.30 0.13 oc 0.00 0.00 --- 0.00 --- --- 0.127
0.40 1,699 798.40 0.14 oc 0.00 0.00 --- 0.00 --- --- --- --- --- 0.138
0.50 2,124 798.50 0.16 oc 0.00 0.00 --- 0.00 --- --- --- --- --- 0.158
0.60 2,548 798.60 0.18 oc 0.00 0.00 --- 0.00 --- --- 0.176
0.70 2,973 798.70 0.19 oc 0.00 0.00 --- 0.00 --- --- 0.192
0.80 3,398 798.80 0.21 oc 0.00 0.00 --- 0.00 --- --- --- --- --- 0.207
0.90 3,823 798.90 0.22 oc 0.00 0.00 --- 0.00 --- --- 0.221
1.00 4,247 799.00 0.23 oc 0.00 0.00 --- 0.00 --- --- --- 0.234
1.10 4,912 799.10 0.25 oc 0.00 0.00 --- 0.00 --- --- --- --- --- 0.247
1.20 5,576 799.20 0.26 oc 0.00 0.00 --- 0.00 --- --- --- --- --- 0.259
1.30 6,240 799.30 0.27 oc 0.00 0.00 --- 0.00 --- --- --- --- --- 0.270
1.40 6,904 799.40 0.28 oc 0.00 0.00 --- 0.00 --- --- --- --- --- 0.281
1.50 7,568 799.50 0.29 oc 0.00 0.00 --- 0.00 --- --- --- --- --- 0.291
1.60 8,232 799.60 0.30 oc 0.00 0.00 --- 0.00 --- --- --- --- --- 0.302
1.70 8,897 799.70 0.31 oc 0.00 0.00 --- 1.07 --- --- --- --- --- 1.378
1.80 9,561 799.80 0.32 oc 0.00 0.00 --- 3.02 --- --- --- --- --- 3.340
1.90 10,225 799.90 0.33 oc 0.00 0.00 --- 5.55 --- --- --- --- --- 5.878
2.00 10,889 800.00 0.34 oc 0.00 0.00 --- 8.55 --- --- --- --- --- 8.891
2.10 11,728 800.10 0.35 oc 0.00 0.00 --- 11.95 --- --- --- --- --- 12.30
2.20 12,566 800.20 0.36 oc 0.00 0.00 --- 15.71 --- --- --- --- --- 16.06
2.30 13,405 800.30 0.36 oc 0.00 0.00 --- 19.79 --- --- --- --- --- 20.16
2.40 14,243 800.40 0.37 oc 0.00 0.00 --- 24.18 --- --- --- --- --- 24.55
2.50 15,082 800.50 0.38 oc 0.00 0.00 --- 28.85 --- --- --- --- --- 29.23
2.60 15,920 800.60 0.39 oc 0.00 0.00 --- 33.79 --- --- --- --- --- 34.18
2.70 16,759 800.70 0.40 oc 0.00 0.00 --- 38.99 --- --- --- --- --- 39.38
2.80 17,597 800.80 0.40 oc 0.00 0.00 --- 44.42 --- --- --- --- --- 44.83
2.90 18,436 800.90 0.41 oc 0.00 0.00 --- 50.09 --- --- --- --- --- 50.50
3.00 19,274 801.00 0.42 oc 0.00 0.00 --- 55.99 --- --- --- --- --- 56.41

11
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /9/2024
Hyd. No. 8
Routed Post DA-2A
Hydrograph type = Reservoir Peak discharge = 0.013 cfs
Storm frequency = 1 yrs Time to peak = 1124 min
Time interval = 2 min Hyd. volume = 1,094 cuft
Inflow hyd. No. = 3 - DA-2A Post-Dev Max. Elevation = 795.30 ft
Reservoir name = Front Basin Max. Storage = 618 cuft
Storage Indication method used.
Routed Post DA-2A
Q (cfs) Hyd. No. 8 -- 1 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 - 0.00
0 240 480 720 960 1200 1440 1680 1920 2160 2400 2640 2880 3120
Time (min)
Hyd No. 8 Hyd No. 3 I Total storage used = 618 cuft

Pond Report 12
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /9/2024
Pond No. 2 - Front Basin
Pond Data
Contours-User-defined contour areas.Average end area method used for volume calculation. Begining Elevation=795.00 ft
Stage/Storage Table
Stage(ft) Elevation(ft) Contour area(sqft) Incr.Storage(cuft) Total storage(cuft)
0.00 795.00 1,230 0 0
1.00 796.00 2,850 2,040 2,040
2.00 797.00 4,382 3,616 5,656
3.00 798.00 6,242 5,312 10,968
4.00 799.00 8,134 7,188 18,156
Culvert/Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise(in) = 18.00 1.00 Inactive 0.00 Crest Len(ft) = 16.00 Inactive 10.00 0.00
Span(in) = 18.00 1.00 0.00 0.00 Crest El.(ft) = 797.90 797.50 798.30 0.00
No.Barrels = 1 1 1 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El.(ft) = 792.40 795.00 0.00 0.00 Weir Type = 1 Rect Ciplti ---
Length(ft) = 50.00 0.00 0.00 0.00 Multi-Stage = Yes Yes No No
Slope(%) = 4.87 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) = 0.000(by Contour)
Multi-Stage = n/a Yes Yes 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 0 795.00 0.00 0.00 --- --- 0.00 0.00 0.00 --- --- --- 0.000
0.10 204 795.10 11.57 is 0.01 ic --- --- 0.00 0.00 0.00 --- --- --- 0.006
0.20 408 795.20 11.57 is 0.01 ic --- 0.00 0.00 0.00 --- 0.010
0.30 612 795.30 11.57 is 0.01 ic --- --- 0.00 0.00 0.00 --- --- --- 0.013
0.40 816 795.40 11.57 is 0.02 is --- --- 0.00 0.00 0.00 --- --- --- 0.016
0.50 1,020 795.50 11.57 is 0.02 is --- --- 0.00 0.00 0.00 --- --- 0.018
0.60 1,224 795.60 11.57 ic 0.02 ic --- --- 0.00 0.00 0.00 --- --- 0.020
0.70 1,428 795.70 11.57 ic 0.02 ic --- --- 0.00 0.00 0.00 --- --- --- 0.021
0.80 1,632 795.80 11.57 ic 0.02 ic --- --- 0.00 0.00 0.00 --- --- 0.023
0.90 1,836 795.90 11.57 ic 0.02 ic --- --- 0.00 0.00 0.00 --- --- 0.024
1.00 2,040 796.00 11.57 ic 0.03 ic --- --- 0.00 0.00 0.00 --- --- --- 0.026
1.10 2,402 796.10 11.57 is 0.03 is --- --- 0.00 0.00 0.00 --- --- --- 0.027
1.20 2,763 796.20 11.57 ic 0.03 ic --- --- 0.00 0.00 0.00 --- --- 0.028
1.30 3,125 796.30 11.57 is 0.03 is --- --- 0.00 0.00 0.00 --- --- --- 0.029
1.40 3,486 796.40 11.57 ic 0.03 ic --- --- 0.00 0.00 0.00 --- --- --- 0.031
1.50 3,848 796.50 11.57 ic 0.03 ic --- --- 0.00 0.00 0.00 --- --- 0.032
1.60 4,210 796.60 11.57 is 0.03 is --- --- 0.00 0.00 0.00 --- --- 0.033
1.70 4,571 796.70 11.57 ic 0.03 ic --- --- 0.00 0.00 0.00 --- --- --- 0.034
1.80 4,933 796.80 11.57 ic 0.03 ic --- --- 0.00 0.00 0.00 --- --- --- 0.035
1.90 5,294 796.90 11.57 ic 0.04 ic --- --- 0.00 0.00 0.00 --- --- --- 0.036
2.00 5,656 797.00 11.57 ic 0.04 ic --- --- 0.00 0.00 0.00 --- --- --- 0.037
2.10 6,187 797.10 11.57 is 0.04 is --- --- 0.00 0.00 0.00 --- --- --- 0.038
2.20 6,718 797.20 11.57 is 0.04 is --- --- 0.00 0.00 0.00 --- --- --- 0.039
2.30 7,250 797.30 11.57 ic 0.04 ic --- --- 0.00 0.00 0.00 --- --- --- 0.039
2.40 7,781 797.40 11.57 ic 0.04 ic --- --- 0.00 0.00 0.00 --- --- --- 0.040
2.50 8,312 797.50 11.57 is 0.04 is --- --- 0.00 0.00 0.00 --- --- --- 0.041
2.60 8,843 797.60 11.57 ic 0.04 ic --- --- 0.00 0.00 0.00 --- --- --- 0.042
2.70 9,374 797.70 11.57 ic 0.04 ic --- --- 0.00 0.00 0.00 --- --- --- 0.043
2.80 9,906 797.80 11.57 ic 0.04 ic --- --- 0.00 0.00 0.00 --- --- --- 0.044
2.90 10,437 797.90 11.57 is 0.04 is --- --- 0.00 0.00 0.00 --- --- --- 0.044
3.00 10,968 798.00 11.57 is 0.05 is --- --- 1.68 0.00 0.00 --- --- --- 1.729
3.10 11,687 798.10 11.57 is 0.05 is --- --- 4.76 0.00 0.00 --- --- --- 4.810
3.20 12,406 798.20 11.57 is 0.05 is --- --- 8.75 0.00 0.00 --- --- --- 8.798
3.30 13,124 798.30 13.52 ic 0.04 ic --- --- 13.47 0.00 0.00 --- --- --- 13.52
3.40 13,843 798.40 18.63 ic 0.02 ic --- --- 18.62 s 0.00 1.05 --- --- --- 19.69
3.50 14,562 798.50 19.25 ic 0.01 ic --- 19.23 s 0.00 2.98 --- --- --- 22.22
3.60 15,281 798.60 19.59 ic 0.01 ic --- --- 19.58 s 0.00 5.47 --- --- --- 25.06
3.70 16,000 798.70 19.86 ic 0.01 ic --- --- 19.85 s 0.00 8.42 --- --- --- 28.27
Continues on next page...

13
Front Basin
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
3.80 16,718 798.80 20.09 ic 0.01 ic --- --- 20.08 s 0.00 11.77 --- 31.85
3.90 17,437 798.90 20.30 ic 0.01 ic --- --- 20.29 s 0.00 15.47 --- --- 35.76
4.00 18,156 799.00 20.50 ic 0.01 ic --- --- 20.48 s 0.00 19.50 --- --- --- 39.99
...End

14
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /9/2024
Hyd. No. 9
DA-1 Pre-Dev
Hydrograph type = SCS Runoff Peak discharge = 0.003 cfs
Storm frequency = 1 yrs Time to peak = 1440 min
Time interval = 2 min Hyd. volume = 93 cuft
Drainage area = 3.340 ac Curve number = 71*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 16.00 min
Total precip. = 1.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.140 x 98)+(2.110 x 61)+(0.320 x 98)+(0.470 x 98)+(0.300 x 55)]/3.340
DA-1 Pre-Dev
Q (cfs) Hyd. No. 9 -- 1 Year Q (cfs)
0.10 0.10
•
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
•
0.04 - 0.04
0.03 - 0.03
0.02 0.02
0.01 0.01
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 9 Time (min)

15
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /9/2024
Hyd. No. 10
DA-2 Pre-Dev
Hydrograph type = SCS Runoff Peak discharge = 0.559 cfs
Storm frequency = 1 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 1,302 cuft
Drainage area = 2.520 ac Curve number = 84*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 1.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.780 x 98)+(0.050 x 98)+(0.960 x 61)+(0.500 x 98)+(0.230 x 98)]/2.520
DA-2 Pre-Dev
Q (cfs) Hyd. No. 10 -- 1 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 _ 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 10 Time (min)

16
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /9/2024
Hyd. No. 11
DA-3 Pre-Dev
Hydrograph type = SCS Runoff Peak discharge = 0.047 cfs
Storm frequency = 1 yrs Time to peak = 728 min
Time interval = 2 min Hyd. volume = 402 cuft
Drainage area = 1.620 ac Curve number = 79*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 15.10 min
Total precip. = 1.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.300 x 98)+(0.030 x 98)+(0.850 x 61)+(0.300 x 98)+(0.140 x 98)]/1.620
DA-3 Pre-Dev
Q (cfs) Hyd. No. 11 -- 1 Year Q (cfs)
0.10 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
0.00 — d 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 11 Time (min)

17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /9/2024
Hyd. No. 12
DA-4 Pre-Dev
Hydrograph type = SCS Runoff Peak discharge = 0.000 cfs
Storm frequency = 1 yrs Time to peak = n/a
Time interval = 2 min Hyd. volume = 0 cuft
Drainage area = 0.280 ac Curve number = 61*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 15.10 min
Total precip. = 1.00 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.280 x 61)]/0.280
DA-4 Pre-Dev
Q (cfs) Hyd. No. 12 -- 1 Year Q (cfs)
0.10 0.10
0.09 0.09
0.08 0.08
0.07 0.07
0.06 - 0.06
0.05 0.05
0.04 0.04
0.03 0.03
0.02 0.02
0.01 0.01
0.00 - 0.00
0 20 40 60 80 100 120
Hyd No. 12 Time (min)

18
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 19.94 2 716 40,750 DA-1A Post-Dev
2 SCS Runoff 0.554 2 718 1,110 DA-1B Post-Dev
3 SCS Runoff 14.50 2 716 30,232 DA-2A Post-Dev
4 SCS Runoff 0.582 2 716 1,255 DA-2B Post-Dev
5 SCS Runoff 9.334 2 720 24,996 DA-3 Post-Dev
6 SCS Runoff 0.163 2 718 327 DA-4 Post-Dev
7 Reservoir 16.05 2 720 40,732 1 800.20 12,563 Routed Post DA-1A
8 Reservoir 10.71 2 720 28,782 3 798.24 12,696 Routed Post DA-2A
9 SCS Runoff 11.75 2 722 33,032 DA-1 Pre-Dev
10 SCS Runoff 16.76 2 716 34,947 DA-2 Pre-Dev
11 SCS Runoff 7.267 2 722 20,433 DA-3 Pre-Dev
12 SCS Runoff 0.650 2 724 1,902 DA-4 Pre-Dev
Holy Spirit Pond 1 and 2 20231025.gpw Return Period: 25 Year Tuesday, 01 /9/2024

19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /9/2024
Hyd. No. 1
DA-1A Post-Dev
Hydrograph type = SCS Runoff Peak discharge = 19.94 cfs
Storm frequency = 25 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 40,750 cuft
Drainage area = 3.360 ac Curve number = 79*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.87 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(1.610 x 98)+(1.750 x 61)]/3.360
DA-1 A Post-Dev
Q (cfs) Hyd. No. 1 -- 25 Year Q (cfs)
21.00 I 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 1 Time (min)

20
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /9/2024
Hyd. No. 2
DA-1 B Post-Dev
Hydrograph type = SCS Runoff Peak discharge = 0.554 cfs
Storm frequency = 25 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 1,110 cuft
Drainage area = 0.170 ac Curve number = 61*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.87 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.170 x 61)]/0.170
DA-1 B Post-Dev
Q (cfs) Hyd. No. 2 -- 25 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 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

21
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /9/2024
Hyd. No. 3
DA-2A Post-Dev
Hydrograph type = SCS Runoff Peak discharge = 14.50 cfs
Storm frequency = 25 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 30,232 cuft
Drainage area = 2.180 ac Curve number = 84*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.87 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(1.340 x 98)+(0.840 x 61)]/2.180
DA-2A Post-Dev
Q (cfs) Hyd. No. 3 -- 25 Year Q (cfs)
15.00 I 15.00
12.00 12.00
9.00 9.00
6.00 6.00
I
3.00 3.00
0.00 — ' ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 3 Time (min)

22
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /9/2024
Hyd. No. 4
DA-2B Post-Dev
Hydrograph type = SCS Runoff Peak discharge = 0.582 cfs
Storm frequency = 25 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 1,255 cuft
Drainage area = 0.080 ac Curve number = 89*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.87 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Composite(Area/CN)=[(0.060 x 98)+(0.020 x 61)]/0.080
DA-2B Post-Dev
Q (cfs) Hyd. No. 4 -- 25 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 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 4 Time (min)

23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /9/2024
Hyd. No. 5
DA-3 Post-Dev
Hydrograph type = SCS Runoff Peak discharge = 9.334 cfs
Storm frequency = 25 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 24,996 cuft
Drainage area = 1.520 ac Curve number = 87*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 10.80 min
Total precip. = 5.87 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(1.060 x 98)+(0.460 x 61)]/1.520
DA-3 Post-Dev
Q (cfs) Hyd. No. 5 -- 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
Hyd No. 5 Time (min)

24
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /9/2024
Hyd. No. 6
DA-4 Post-Dev
Hydrograph type = SCS Runoff Peak discharge = 0.163 cfs
Storm frequency = 25 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 327 cuft
Drainage area = 0.050 ac Curve number = 61*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.87 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.050 x 61)]/0.050
DA-4 Post-Dev
Q (cfs) Hyd. No. 6 -- 25 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 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)

25
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /9/2024
Hyd. No. 7
Routed Post DA -1A
Hydrograph type = Reservoir Peak discharge = 16.05 cfs
Storm frequency = 25 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 40,732 cuft
Inflow hyd. No. = 1 - DA-1A Post-Dev Max. Elevation = 800.20 ft
Reservoir name = Rear Basin Max. Storage = 12,563 cuft
Storage Indication method used.
Routed Post DA -1A
Q (cfs) Hyd. No. 7 -- 25 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 - 0.00
0 240 480 720 960 1200 1440 1680 1920
Time (min)
Hyd No. 7 Hyd No. 1 111111111 Total storage used = 12,563 cuft

26
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /9/2024
Hyd. No. 8
Routed Post DA-2A
Hydrograph type = Reservoir Peak discharge = 10.71 cfs
Storm frequency = 25 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 28,782 cuft
Inflow hyd. No. = 3 - DA-2A Post-Dev Max. Elevation = 798.24 ft
Reservoir name = Front Basin Max. Storage = 12,696 cuft
Storage Indication method used.
Routed Post DA-2A
Q (cfs) Hyd. No. 8 -- 25 Year Q (cfs)
15.00 I 15.00
12.00 — • 12.00
9.00 9.00
6.00 6.00
3.00 - - 3.00
0.00 4� 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Time (min)
Hyd No. 8 Hyd No. 3 111111111 Total storage used = 12,696 cuft

27
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /9/2024
Hyd. No. 9
DA-1 Pre-Dev
Hydrograph type = SCS Runoff Peak discharge = 11.75 cfs
Storm frequency = 25 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 33,032 cuft
Drainage area = 3.340 ac Curve number = 71*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 16.00 min
Total precip. = 5.87 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.140 x 98)+(2.110 x 61)+(0.320 x 98)+(0.470 x 98)+(0.300 x 55)]/3.340
DA-1 Pre-Dev
Q (cfs) Hyd. No. 9 -- 25 Year Q (cfs)
12.00 - 12.00
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
Hyd No. 9 Time (min)

28
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /9/2024
Hyd. No. 10
DA-2 Pre-Dev
Hydrograph type = SCS Runoff Peak discharge = 16.76 cfs
Storm frequency = 25 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 34,947 cuft
Drainage area = 2.520 ac Curve number = 84*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 5.87 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.780 x 98)+(0.050 x 98)+(0.960 x 61)+(0.500 x 98)+(0.230 x 98)]/2.520
DA-2 Pre-Dev
Q (cfs) Hyd. No. 10--25 Year Q (cfs)
18.00 1 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 - "'"°*". 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 10 Time (min)

29
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /9/2024
Hyd. No. 11
DA-3 Pre-Dev
Hydrograph type = SCS Runoff Peak discharge = 7.267 cfs
Storm frequency = 25 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 20,433 cuft
Drainage area = 1.620 ac Curve number = 79*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 15.10 min
Total precip. = 5.87 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.300 x 98)+(0.030 x 98)+(0.850 x 61)+(0.300 x 98)+(0.140 x 98)]/1.620
DA-3 Pre-Dev
Q (cfs) Hyd. No. 11 --25 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. 11 Time (min)

30
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /9/2024
Hyd. No. 12
DA-4 Pre-Dev
Hydrograph type = SCS Runoff Peak discharge = 0.650 cfs
Storm frequency = 25 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 1,902 cuft
Drainage area = 0.280 ac Curve number = 61*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 15.10 min
Total precip. = 5.87 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.280 x 61)]/0.280
DA-4 Pre-Dev
Q (cfs) Hyd. No. 12--25 Year Q (cfs)
1.00 - 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 I 0.60
0.50 0.50
0.40 - 0.40
0.30 - 0.30
0.20 0.20
:: :
0.10
- 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 12 Time (min)

31
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 26.85 2 716 55,569 DA-1A Post-Dev
2 SCS Runoff 0.844 2 718 1,690 DA-1B Post-Dev
3 SCS Runoff 19.00 2 716 40,250 DA-2A Post-Dev
4 SCS Runoff 0.745 2 716 1,634 DA-2B Post-Dev
5 SCS Runoff 12.08 2 720 32,830 DA-3 Post-Dev
6 SCS Runoff 0.248 2 718 497 DA-4 Post-Dev
7 Reservoir 23.20 2 720 55,551 1 800.37 13,985 Routed Post DA-1A
8 Reservoir 17.46 2 718 38,799 3 798.36 13,584 Routed Post DA-2A
9 SCS Runoff 16.77 2 722 47,016 DA-1 Pre-Dev
10 SCS Runoff 21.96 2 716 46,528 DA-2 Pre-Dev
11 SCS Runoff 9.832 2 722 27,864 DA-3 Pre-Dev
12 SCS Runoff 1.014 2 722 2,894 DA-4 Pre-Dev
Holy Spirit Pond 1 and 2 20231025.gpw Return Period: 50 Year Tuesday, 01 /9/2024

32
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /9/2024
Hyd. No. 1
DA-1A Post-Dev
Hydrograph type = SCS Runoff Peak discharge = 26.85 cfs
Storm frequency = 50 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 55,569 cuft
Drainage area = 3.360 ac Curve number = 79*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.30 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(1.610 x 98)+(1.750 x 61)]/3.360
DA-1 A Post-Dev
Q (cfs) Hyd. No. 1 -- 50 Year Q (cfs)
28.00 I 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
j*"4
0.00 — 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 1 Time (min)

33
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /9/2024
Hyd. No. 2
DA-1 B Post-Dev
Hydrograph type = SCS Runoff Peak discharge = 0.844 cfs
Storm frequency = 50 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 1,690 cuft
Drainage area = 0.170 ac Curve number = 61*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.30 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.170 x 61)]/0.170
DA-1 B Post-Dev
Q (cfs) Hyd. No. 2 -- 50 Year Q (cfs)
1.00 - 1.00
0.90 0.90
0.80 0.80
0.70 0.70
0.60 1 0.60
0.50 0.50
•
0.40 - 0.40
0.30 - 0.30
0.20 0.20
0.10 0.10
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

34
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /9/2024
Hyd. No. 3
DA-2A Post-Dev
Hydrograph type = SCS Runoff Peak discharge = 19.00 cfs
Storm frequency = 50 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 40,250 cuft
Drainage area = 2.180 ac Curve number = 84*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.30 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(1.340 x 98)+(0.840 x 61)]/2.180
DA-2A Post-Dev
Q (cfs) Hyd. No. 3 -- 50 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 - f 15.00
12.00 I 12.00
9.00 9.00
6.00 I 6.00
3.00 3.00
0.00 — — 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 3 Time (min)

35
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /9/2024
Hyd. No. 4
DA-2B Post-Dev
Hydrograph type = SCS Runoff Peak discharge = 0.745 cfs
Storm frequency = 50 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 1,634 cuft
Drainage area = 0.080 ac Curve number = 89*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.30 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Composite(Area/CN)=[(0.060 x 98)+(0.020 x 61)]/0.080
DA-2B Post-Dev
Q (cfs) Hyd. No. 4 -- 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 ---"..7 .----- ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 4 Time (min)

36
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /9/2024
Hyd. No. 5
DA-3 Post-Dev
Hydrograph type = SCS Runoff Peak discharge = 12.08 cfs
Storm frequency = 50 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 32,830 cuft
Drainage area = 1.520 ac Curve number = 87*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 10.80 min
Total precip. = 7.30 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(1.060 x 98)+(0.460 x 61)]/1.520
DA-3 Post-Dev
Q (cfs) Hyd. No. 5 -- 50 Year Q (cfs)
14.00 14.00
12.00 12.00
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
Hyd No. 5 Time (min)

37
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /9/2024
Hyd. No. 6
DA-4 Post-Dev
Hydrograph type = SCS Runoff Peak discharge = 0.248 cfs
Storm frequency = 50 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 497 cuft
Drainage area = 0.050 ac Curve number = 61*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.30 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.050 x 61)]/0.050
DA-4 Post-Dev
Q (cfs) Hyd. No. 6 -- 50 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 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)

38
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /9/2024
Hyd. No. 7
Routed Post DA -1A
Hydrograph type = Reservoir Peak discharge = 23.20 cfs
Storm frequency = 50 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 55,551 cuft
Inflow hyd. No. = 1 - DA-1A Post-Dev Max. Elevation = 800.37 ft
Reservoir name = Rear Basin Max. Storage = 13,985 cuft
Storage Indication method used.
Routed Post DA -1A
Q (cfs) Hyd. No. 7 -- 50 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Time (min)
— Hyd No. 7 Hyd No. 1 1111111 I Total storage used = 13,985 cuft

39
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /9/2024
Hyd. No. 8
Routed Post DA-2A
Hydrograph type = Reservoir Peak discharge = 17.46 cfs
Storm frequency = 50 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 38,799 cuft
Inflow hyd. No. = 3 - DA-2A Post-Dev Max. Elevation = 798.36 ft
Reservoir name = Front Basin Max. Storage = 13,584 cuft
Storage Indication method used.
Routed Post DA-2A
Q (cfs) Hyd. No. 8 -- 50 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
11414111.8"
3.00 3.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Time (min)
Hyd No. 8 Hyd No. 3 111111111 Total storage used = 13,584 cuft

40
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /9/2024
Hyd. No. 9
DA-1 Pre-Dev
Hydrograph type = SCS Runoff Peak discharge = 16.77 cfs
Storm frequency = 50 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 47,016 cuft
Drainage area = 3.340 ac Curve number = 71*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 16.00 min
Total precip. = 7.30 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.140 x 98)+(2.110 x 61)+(0.320 x 98)+(0.470 x 98)+(0.300 x 55)]/3.340
DA-1 Pre-Dev
Q (cfs) Hyd. No. 9 -- 50 Year Q (cfs)
18.00 - 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 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. 9 Time (min)

41
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /9/2024
Hyd. No. 10
DA-2 Pre-Dev
Hydrograph type = SCS Runoff Peak discharge = 21.96 cfs
Storm frequency = 50 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 46,528 cuft
Drainage area = 2.520 ac Curve number = 84*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.30 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.780 x 98)+(0.050 x 98)+(0.960 x 61)+(0.500 x 98)+(0.230 x 98)]/2.520
DA-2 Pre-Dev
Q (cfs) Hyd. No. 10-- 50 Year Q (cfs)
24.00 24.00
20.00 20.00
1
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 - - 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 10 Time (min)

42
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /9/2024
Hyd. No. 11
DA-3 Pre-Dev
Hydrograph type = SCS Runoff Peak discharge = 9.832 cfs
Storm frequency = 50 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 27,864 cuft
Drainage area = 1.620 ac Curve number = 79*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 15.10 min
Total precip. = 7.30 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.300 x 98)+(0.030 x 98)+(0.850 x 61)+(0.300 x 98)+(0.140 x 98)]/1.620
DA-3 Pre-Dev
Q (cfs) Hyd. No. 11 -- 50 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
Hyd No. 11 Time (min)

43
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /9/2024
Hyd. No. 12
DA-4 Pre-Dev
Hydrograph type = SCS Runoff Peak discharge = 1.014 cfs
Storm frequency = 50 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 2,894 cuft
Drainage area = 0.280 ac Curve number = 61*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 15.10 min
Total precip. = 7.30 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.280 x 61)]/0.280
DA-4 Pre-Dev
Q (cfs) Hyd. No. 12-- 50 Year Q (cfs)
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. 12 Time (min)

44
Hydrograph Summary Report Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023
Hyd. Hydrograph Peak Time Time to Hyd. Inflow Maximum Total Hydrograph
No. type flow interval Peak volume hyd(s) elevation strge used Description
(origin) (cfs) (min) (min) (cuft) (ft) (cuft)
1 SCS Runoff 27.19 2 716 56,306 DA-1A Post-Dev
2 SCS Runoff 0.859 2 718 1,719 DA-1B Post-Dev
3 SCS Runoff 19.21 2 716 40,746 DA-2A Post-Dev
4 SCS Runoff 0.753 2 716 1,652 DA-2B Post-Dev
5 SCS Runoff 12.22 2 720 33,216 DA-3 Post-Dev
6 SCS Runoff 0.253 2 718 506 DA-4 Post-Dev
7 Reservoir 23.53 2 720 56,288 1 800.38 14,047 Routed Post DA-1A
8 Reservoir 17.72 2 718 39,294 3 798.37 13,614 Routed Post DA-2A
9 SCS Runoff 17.03 2 722 47,721 DA-1 Pre-Dev
10 SCS Runoff 22.21 2 716 47,101 DA-2 Pre-Dev
11 SCS Runoff 9.958 2 722 28,233 DA-3 Pre-Dev
12 SCS Runoff 1.033 2 722 2,945 DA-4 Pre-Dev
Holy Spirit Pond 1 and 2 20231025.gpw Return Period: 100 Year Tuesday, 01 /9/2024

45
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /9/2024
Hyd. No. 1
DA-1A Post-Dev
Hydrograph type = SCS Runoff Peak discharge = 27.19 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 56,306 cuft
Drainage area = 3.360 ac Curve number = 79*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.37 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(1.610 x 98)+(1.750 x 61)]/3.360
DA-1 A Post-Dev
Q (cfs) Hyd. No. 1 -- 100 Year Q (cfs)
28.00 I 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Hyd No. 1 Time (min)

46
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /9/2024
Hyd. No. 2
DA-1 B Post-Dev
Hydrograph type = SCS Runoff Peak discharge = 0.859 cfs
Storm frequency = 100 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 1,719 cuft
Drainage area = 0.170 ac Curve number = 61*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.37 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.170 x 61)]/0.170
DA-1 B Post-Dev
Q (cfs) Hyd. No. 2 -- 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
r-
0.20 0.20
0.10 0.10
0.00 ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 2 Time (min)

47
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /9/2024
Hyd. No. 3
DA-2A Post-Dev
Hydrograph type = SCS Runoff Peak discharge = 19.21 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 40,746 cuft
Drainage area = 2.180 ac Curve number = 84*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.37 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(1.340 x 98)+(0.840 x 61)]/2.180
DA-2A Post-Dev
Q (cfs) Hyd. No. 3-- 100 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 ( 15.00
12.00 I 12.00
9.00 9.00
I
6.00 6.00
3.00 3.00
0.00 J ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 3 Time (min)

48
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /9/2024
Hyd. No. 4
DA-2B Post-Dev
Hydrograph type = SCS Runoff Peak discharge = 0.753 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 1,652 cuft
Drainage area = 0.080 ac Curve number = 89*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.37 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Composite(Area/CN)=[(0.060 x 98)+(0.020 x 61)]/0.080
DA-2B Post-Dev
Q (cfs) Hyd. No. 4 -- 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 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 4 Time (min)

49
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /9/2024
Hyd. No. 5
DA-3 Post-Dev
Hydrograph type = SCS Runoff Peak discharge = 12.22 cfs
Storm frequency = 100 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 33,216 cuft
Drainage area = 1.520 ac Curve number = 87*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 10.80 min
Total precip. = 7.37 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(1.060 x 98)+(0.460 x 61)]/1.520
DA-3 Post-Dev
Q (cfs) Hyd. No. 5-- 100 Year Q (cfs)
14.00 14.00
12.00 12.00
10.00 10.00
8.00 8.00
6.00 — 6.00
4.00 — 4.00
2.00 - - 2.00
0.00 I - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 5 Time (min)

50
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /9/2024
Hyd. No. 6
DA-4 Post-Dev
Hydrograph type = SCS Runoff Peak discharge = 0.253 cfs
Storm frequency = 100 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 506 cuft
Drainage area = 0.050 ac Curve number = 61*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.37 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.050 x 61)]/0.050
DA-4 Post-Dev
Q (cfs) Hyd. No. 6-- 100 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 - I 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560
Hyd No. 6 Time (min)

51
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /9/2024
Hyd. No. 7
Routed Post DA -1A
Hydrograph type = Reservoir Peak discharge = 23.53 cfs
Storm frequency = 100 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 56,288 cuft
Inflow hyd. No. = 1 - DA-1A Post-Dev Max. Elevation = 800.38 ft
Reservoir name = Rear Basin Max. Storage = 14,047 cuft
Storage Indication method used.
Routed Post DA -1A
Q (cfs) Hyd. No. 7 -- 100 Year Q (cfs)
28.00 28.00
24.00 24.00
20.00 20.00
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 �' = 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 1680
Time (min)
— Hyd No. 7 Hyd No. 1 1111111 I Total storage used = 14,047 cuft

52
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /9/2024
Hyd. No. 8
Routed Post DA-2A
Hydrograph type = Reservoir Peak discharge = 17.72 cfs
Storm frequency = 100 yrs Time to peak = 718 min
Time interval = 2 min Hyd. volume = 39,294 cuft
Inflow hyd. No. = 3 - DA-2A Post-Dev Max. Elevation = 798.37 ft
Reservoir name = Front Basin Max. Storage = 13,614 cuft
Storage Indication method used.
Routed Post DA-2A
Q (cfs) Hyd. No. 8-- 100 Year Q (cfs)
21.00 21.00
18.00 18.00
15.00 15.00
12.00 12.00
9.00 9.00
6.00 6.00
3.00 3.00
0.00 - 0.00
0 120 240 360 480 600 720 840 960 1080 1200 1320
Time (min)
Hyd No. 8 Hyd No. 3 111111111 Total storage used = 13,614 cuft

53
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /9/2024
Hyd. No. 9
DA-1 Pre-Dev
Hydrograph type = SCS Runoff Peak discharge = 17.03 cfs
Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 47,721 cuft
Drainage area = 3.340 ac Curve number = 71*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 16.00 min
Total precip. = 7.37 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.140 x 98)+(2.110 x 61)+(0.320 x 98)+(0.470 x 98)+(0.300 x 55)]/3.340
DA-1 Pre-Dev
Q (cfs) Hyd. No. 9-- 100 Year Q (cfs)
18.00 I - 18.00
15.00 15.00
12.00 12.00
9.00 f 9.00
6.00 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. 9 Time (min)

54
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /9/2024
Hyd. No. 10
DA-2 Pre-Dev
Hydrograph type = SCS Runoff Peak discharge = 22.21 cfs
Storm frequency = 100 yrs Time to peak = 716 min
Time interval = 2 min Hyd. volume = 47,101 cuft
Drainage area = 2.520 ac Curve number = 84*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = User Time of conc. (Tc) = 5.00 min
Total precip. = 7.37 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.780 x 98)+(0.050 x 98)+(0.960 x 61)+(0.500 x 98)+(0.230 x 98)]/2.520
DA-2 Pre-Dev
Q (cfs) Hyd. No. 10 -- 100 Year Q (cfs)
24.00 24.00
20.00 20.00
1
16.00 16.00
12.00 12.00
8.00 8.00
4.00 4.00
0.00 ' 0.00
0 120 240 360 480 600 720 840 960 1080 1200
Hyd No. 10 Time (min)

55
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /9/2024
Hyd. No. 11
DA-3 Pre-Dev
Hydrograph type = SCS Runoff Peak discharge = 9.958 cfs
Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 28,233 cuft
Drainage area = 1.620 ac Curve number = 79*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 15.10 min
Total precip. = 7.37 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.300 x 98)+(0.030 x 98)+(0.850 x 61)+(0.300 x 98)+(0.140 x 98)]/1.620
DA-3 Pre-Dev
Q (cfs) Hyd. No. 11 -- 100 Year Q (cfs)
10.00 - 10.00
8.00 8.00
6.00 1 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. 11 Time (min)

56
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk®Civil 3D®by Autodesk, Inc.v2023 Tuesday,01 /9/2024
Hyd. No. 12
DA-4 Pre-Dev
Hydrograph type = SCS Runoff Peak discharge = 1.033 cfs
Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 2,945 cuft
Drainage area = 0.280 ac Curve number = 61*
Basin Slope = 0.0 % Hydraulic length = 0 ft
Tc method = TR55 Time of conc. (Tc) = 15.10 min
Total precip. = 7.37 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
*Composite(Area/CN)=[(0.280 x 61)]/0.280
DA-4 Pre-Dev
Q (cfs) Hyd. No. 12 -- 100 Year Q (cfs)
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. 12 Time (min)