SWA000227_Design Calculations_20230919

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TIMMONS GROUP
YOUR VISION ACHIEVED THROUGH OURS.
610 East Morehead Street, Suite 250
Charlotte, North Carolina 28202
NC License No. C-1652
WAXHAW VOLUNTEER FIRE DEPARTMENT
JOB #: 54647
UNION COUNTY PROJ.#: 20223105
CALCULATIONS FOR:
EROSION CONTROL
STORM DRAINAGE ANALYSIS
STORM DRAINAGE DENTENTION
DATE: 05/03/23
REV: 08/15/23 ►+y ��
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PROJECT SUMMARY
WAXHAW VOLUNTEER FIRE DEPARTMENT
TIMMONS JOB NO.: 54647.000
DATE: 5/3/2023 BY: SMP
REVISED: RVW: WBS
This report has been prepared specifically to address the erosion control, storm water, and detention requirements from Union
County and NC Department of Environmental Quality for a new proposed project consisting of a volunteer fire department with a
footprint of 10,326 SF and 6,725 SF of future BUA located on Waxhaw Creek Road (SR 1104). The latest version of the United
States Department of Agriculture Soil Conservation Service Soil Survey of Union County, North Carolina indicates that the soils
in the area are primarily classified Hydrologic Soil Group B, C, and D. There are two distinct outfalls on the site.
Regulatory research showed that peak attenuation of the 2, 10-year, 25-year, 50-year, and 100-year storm events will be required.
In order to meet requirements for increased impervious on the site, volume control of the 1-inch runoff will be treated for water
quality.
In order to meet requirements one above ground sand filter is being provided. All pre-development and post-development
drainage areas have been modeled using HydroCAD v10.00. Based on the results of this analysis, the requirements and intent of
the NCDEQ Stormwater Design Manual have been met.Additional computations are included herin for reference.

EROSION CONTROL

SEDIMENT BASIN CALCULATIONS •••e e
WAXHAW VOL.FD .' I fit;
DATE TIMMONS J50/ a2 B 54647 BY. SMP TIMMONS GROUP
REVISED: 08/08/23 RVW: WBS
FAIRCLOTH SKIMMER TYPE BASIN DESIGN WITH RISER#1
DRAINAGE AREAS/REQ'D STORAGE I I ESTIMATED BASIN SIZE(RECTANGULAR)
Total drainage area(TDA) 2.29 ac Length(ft) Width(ft)
Disturbed area(DA) 2.18 ac Bottom 37 15
Rqd sediment storage 1800xDA I 392411cf Top 61 39
BASIN CONFIGURATION I (PLANNED BASIN SIZE (REFER TO EROSION CONTROL PLANI
Proposed sediment depth over skimmer 4 ft I Elev. Area(SF) Cumulative Volume(CF)
Depth of flow over spillway 0 ft 577 3597 0
Bottom elevation of basin msl 578 4438 4018
Skimmer Invert elevation 578 msl 579 5335 8904
Sediment Storage elevation 581 msl 580 6289 14716
Emergency Spillway crest 582 msl 581 7299 21510
Top of Berm 583 msl 582 8366 29343
583 9490 38271
Surface area/Flow Comparison:
Formula: A=435*010(If greater than 10 acres,if less 325*1)10)
A: Minimum Surface Area(acres)measured
at the crest of the principal spillway
Q10: Peak inflow rate of 10 year storm in cfs I BASIN EFFICIENCY
Source: NCECDM(6.61.3) Sediment storage required: 3924 cf
I(10yr.Event): 5.2 Sediment storage provided: 21510 cf
Q10(design): 7 Surface area required: 2275 sf
A(req'd): 2275 sf of surface area at spillway Surface area provided: 8366 sf
SKIMMER/ORIFICE DESIGN I I I
Basin# #1 Required Volume
Total Required Sediment Storage: 3924 cf
Skimmer Size: in.
#Of Skimmers:
Draw Down Time(Days) Flow Rate(ft"3/day) Required Orifice Diameter(in.)
2 1920.00 1.61
3 2880.00 1.32
4 3840.00 1.14
5 4800.00 1.02
Orifice Size= 1.25 in.
SKIMMER CONNECTION PIPE LENGTH= 5 FT.
*Calculations reflect J.W.Faircloth&Son,Inc.faircloth skimmer technical sizing instructions.
TH SKIMMER DESIGN TABLE
CF drained Drawdown Factor CF drained Drawdown Factor This table contains maximum
1.5'Skimmer 1728 1 day 960 4"Skimmer 20109 1 day 1601 drainage volumes fora given
3456 2 days 1920 40218 2 days 3202 Skimmer size and drawdown period.
5184 3 days 2880 60327 3 days 4803
6912 4 days 3840 80436 4 days 6404 The orifice area is calculated by
12096 7 days 6720 140763 7 days 11207 dividing the Provided storage
2"Skimmer 3283 1 day 1123 5"Skimmer 32832 1 day 1642 volume by the corresponding Factor.
6566 2 days 2246 65664 2 days 3283 The factors are taken from the table
9849 3 days 3369 98496 3 days 4926 and were generated assuming a
13132 4 days 4492 131328 4 days 6568 constant head.
22981 7 days 7861 229824 7 days 11491
2.5"Skimmer 6234 1 day 1270 6"Skimmer 51840 1 day 1814 The diameter of the orifice is
12468 2 days 2540 103680 2 days 3628 calculated by:(2*(,/(Area/3.14))
18702 3 days 3810 155520 3 days 5442
24936 4 days 5080 207360 4 days 7256
43638 7 days 8890 362880 7 days 12701
3"Skimmer 9744 1 day 1382 8"Skimmer 97978 1 day 1987
19548 2 days 2765 195956 2 days 3974
29322 3 days 4146 293934 3 days 5961
39096 4 days 5528 391912 4 days 7948
68418 7 days 9677 658846 7 days 13909
CONCRETE ANCHOR SIZE
Length of exposed outlet pipe 1 ft Safety factor 1.2
Buoyancy= 4031 lbs Anchor width _ 6 ft
Required Volume of Anchor= 27.8 cf Anchor Length _ 6 ft
Actual Volume of Anchor- 54 cf Anchor Thickness 1.5 ft
OKAY

SEDIMENT BASIN CALCULATIONS •••e e
WAXHAW VOL.FD .' I fit;
DATE TIMMONS J50/ a2 B 54647 BY. SMP TIMMONS GROUP
REVISED: 08/08/23 RVW: WBS
FAIRCLOTH SKIMMER TYPE BASIN DESIGN WITH RISER#2
DRAINAGE AREAS/REQ'D STORAGE I I ESTIMATED BASIN SIZE(RECTANGULAR)
Total drainage area(TDA) 2.01 ac Length(ft) Width(ft)
Disturbed area(DA) 1.98 ac Bottom 35 14
Rqd sediment storage 1800xDA I 3564IIcf Top 59 38
BASIN CONFIGURATION I (PLANNED BASIN SIZE (REFER TO EROSION CONTROL PLANI
Proposed sediment depth over skimmer 4 ft I Elev. Area(SF) Cumulative Volume(CF)
Depth of flow over spillway 0 ft 577 3597 0
Bottom elevation of basin msl 578 4438 4018
Skimmer Invert elevation 578 msl 579 5335 8904
Sediment Storage elevation 581 msl 580 6289 14716
Emergency Spillway crest 582 msl 581 7299 21510
Top of Berm 583 msl 582 8366 29343
583 9490 38271
Surface area/Flow Comparison:
Formula: A=435*010(If greater than 10 acres,if less 325*010)
A: Minimum Surface Area(acres)measured
at the crest of the principal spillway
Q10: Peak inflow rate of 10 year storm in cfs I BASIN EFFICIENCY
Source: NCECDM(6.61.3) Sediment storage required: 3564 cf
I(10yr.Event): 5.2 Sediment storage provided: 21510 cf
Q10(design): 6 Surface area required: 1950 sf
A(req'd): 1950 sf of surface area at spillway Surface area provided: 8366 sf
SKIMMER/ORIFICE DESIGN I I I
Basin# #2 Required Volume
Total Required Sediment Storage: 3564 cf
Skimmer Size: in.
#Of Skimmers:
Draw Down Time(Days) Flow Rate(ft"3/day) Required Orifice Diameter(in.)
2 1920.00 1.54
3 2880.00 1.26
4 3840.00 1.09
5 4800.00 0.97
Orifice Size= 1.25 in.
SKIMMER CONNECTION PIPE LENGTH= 5 FT.
*Calculations reflect J.W.Faircloth&Son,Inc.faircloth skimmer technical sizing instructions.
TH SKIMMER DESIGN TABLE
CF drained Drawdown Factor CF drained Drawdown Factor This table contains maximum
1.5"Skimmer 1728 1 day 960 4"Skimmer 20109 1 day 1601 drainage volumes fora given
3456 2 days 1920 40218 2 days 3202 Skimmer size and drawdown period.
5184 3 days 2880 60327 3 days 4803
6912 4 days 3840 80436 4 days 6404 The orifice area is calculated by
12096 7 days 6720 140763 7 days 11207 dividing the Provided storage
2"Skimmer 3283 1 day 1123 5"Skimmer 32832 1 day 1642 volume by the corresponding Factor.
6566 2 days 2246 65664 2 days 3283 The factors are taken from the table
9849 3 days 3369 98496 3 days 4926 and were generated assuming a
13132 4 days 4492 131328 4 days 6568 constant head.
22981 7 days 7861 229824 7 days 11491
2.5"Skimmer 6234 1 day 1270 6"Skimmer 51840 1 day 1814 The diameter of the orifice is
12468 2 days 2540 103680 2 days 3628 calculated by:(2*(,/(Area/3.14))
18702 3 days 3810 155520 3 days 5442
24936 4 days 5080 207360 4 days 7256
43638 7 days 8890 362880 7 days 12701
3"Skimmer 9744 1 day 1382 8"Skimmer 97978 1 day 1987
19548 2 days 2765 195956 2 days 3974
29322 3 days 4146 293934 3 days 5961
39096 4 days 5528 391912 4 days 7948
68418 7 days 9677 658846 7 days 13909
CONCRETE ANCHOR SIZE
Length of exposed outlet pipe 1 ft Safety factor 1.2
Buoyancy= 4031 lbs Anchor width _ 6 ft
Required Volume of Anchor= 27.8 cf Anchor Length _ 6 ft
Actual Volume of Anchor- 54 cf Anchor Thickness 1.5 ft
OKAY

SEDIMENT BASIN CALCULATIONS .e••.
WAXHAW VOL.FD .. 0 %
TIMMONS JOB NO.:54647 T I M M O N S GROUP
DATE: 5/3/2023 BY: SMP
REVISED: 08/08/23 RVW: WBS
FAIRCLOTH SKIMMER TYPE BASIN DESIGN WITH RISER#3
DRAINAGE AREAS/REQ'D STORAGE I I ESTIMATED BASIN SIZE(RECTANGULAR)
Total drainage area(TDA) 2.31 ac Length(ft) Width(ft)
Disturbed area(DA) 2.26 ac Bottom 38 15
Rqd sediment storage 1800xDA 4068IIcf Top 62 39
BASIN CONFIGURATION I 'PLANNED BASIN SIZE (REFER TO EROSION CONTROL PLAN(I
Proposed sediment depth over skimmer 4 ft I Elev. Area(SF) Cumulative Volume(CF)
Depth of flow over spillway — 0 ft 577 3597 0
Bottom elevation of basin 577 msl 578 4438 4018
Skimmer Invert elevation 7 578 msl 579 5335 8904
Sediment Storage elevation 581 msl 580 6289 14716
Emergency Spillway crest 582 msl 581 7299 21510
Top of Berm 583 msl 582 8366 29343
583 9490 38271
Surface area/Flow Comparison:
Formula: A=435*Q10(If greater than 10 acres,if less 325"Q10) _
A: Minimum Surface Area(acres)measured
at the crest of the principal spillway
Q10: Peak inflow rate of 10 year storm in cfs I BASIN EFFICIENCY
Source: NCECDM(6.61.3) Sediment storage required: 4068 cf
I(10yr.Event), 5.2 Sediment storage provided: 21510 cf
Q10(design): 7 Surface area required: 2275 sf
A(req'd): 2275 sf of surface area at spillway Surface area provided: 8366 sf
SKIMMER/ORIFICE DESIGN
Basin# #3 Required Volume
Total Required Sediment Storage: 4068 cf
Skimmer Size: in.
#Of Skimmers:
Draw Down Time(Days) Flow Rate(ft^3/day) Required Orifice Diameter(in.)
2 1920.00 1.64
3 2880.00 1.34
4 3840.00 1.16
5 4800.00 1.04
Orifice SizeOrifice Size�in.
SKIMMER CONNECTION PIPE LENGTH= 5 FT.
*Calculations reflect J.W.Faircloth&Son,Inc.faircloth skimmer technical sizing instructions.
SKIMMER DESIGN TABLE
CF drained Drawdown Factor CF drained Drawdown Factor This table contains maximum
1.5"Skimmer 1728 1 day 960 4"Skimmer 20109 1 day 1601 drainage volumes fora given
3456 2 days 1920 40218 2 days 3202 Skimmer size and drawdown period.
5184 3 days 2880 60327 3 days 4803
6912 4 days 3840 80436 4 days 6404 The orifice area is calculated by
12096 7 days 6720 140763 7 days 11207 dividing the Provided storage
2"Skimmer 3283 1 day 1123 5"Skimmer 32832 1 day 1642 volume by the corresponding Factor.
6566 2 days 2246 65664 2 days 3283 The factors are taken from the table
9849 3 days 3369 98496 3 days 4926 and were generated assuming a
13132 4 days 4492 131328 4 days 6568 constant head.
22981 7 days 7861 229824 7 days 11491
2.5"Skimmer 6234 1 day 1270 6"Skimmer 51840 1 day 1814 The diameter of the orifice is
12468 2 days 2540 103680 2 days 3628 calculated by:(2*('(Area/3.14))
18702 3 days 3810 155520 3 days 5442
24936 4 days 5080 207360 4 days 7256
43638 7 days 8890 362880 7 days 12701
3"Skimmer 9744 1 day 1382 8"Skimmer 97978 1 day 1987
19548 2 days 2765 195956 2 days 3974
29322 3 days 4146 293934 3 days 5961
39096 4 days 5528 391912 4 days 7948
68418 7 days 9677 658846 7 days 13909
CONCRETE ANCHOR SIZE
Length of exposed outlet pipe MEI 1 ft Safety factor 1.2
Buoyancy= 4031 lbs Anchor width 6 ft
Required Volume of Anchor= 27.8 cf Anchor Length 6 ft
Actual Volume of Anchor- 54 cf Anchor Thickness 1.5 ft
OKAY

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday, May 3 2023
EROSION PHASE 1 DITCH 1
Triangular Highlighted
Side Slopes (z:1) = 3.00, 1.00 Depth (ft) = 0.67
Total Depth (ft) = 1.00 Q (cfs) = 1.888
Area (sqft) = 0.90
Invert Elev (ft) = 584.00 Velocity (ft/s) = 2.10
Slope (%) = 1.00 Wetted Perim (ft) = 3.07
N-Value = 0.030 Crit Depth, Yc (ft) = 0.57
Top Width (ft) = 2.68
Calculations EGL (ft) = 0.74
Compute by: Known Q
Known Q (cfs) = 1.89
Elev (ft) Section Depth (ft)
586.00 2.00
585.50 1.50
•
585.00 1.00
584.50 0.50
•
584.00 0.00
•
583.50 -0.50
0 .5 1 1.5 2 2.5 3 3.5 4 4.5 5
Reach (ft)

Culvert Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Tuesday,Aug 8 2023
TEMP EROSION 1 CROSSING
Invert Elev Dn (ft) = 580.58 Calculations
Pipe Length (ft) = 57.00 Qmin (cfs) = 2.38
Slope (Y()) = 1.00 Qmax (cfs) = 2.38
Invert Elev Up (ft) = 581.15 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 12.0
Shape = Circular Highlighted
Span (in) = 12.0 Qtotal (cfs) = 2.38
No. Barrels = 1 Qpipe (cfs) = 2.38
n-Value = 0.013 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 3.42
Culvert Entrance = Groove end projecting (C) Veloc Up (ft/s) = 4.33
Coeff. K,M,c,Y,k = 0.0045, 2, 0.0317, 0.69, 0.2 HGL Dn (ft) = 581.41
HGL Up (ft) = 581.81
Embankment Hw Elev (ft) = 582.14
Top Elevation (ft) = 586.75 Hw/D (ft) = 0.99
Top Width (ft) = 15.00 Flow Regime = Inlet Control
Crest Width (ft) = 10.00
Bev(ft) TEMP EROSION 1 CROSSING Hw Depth(ft)
587.00 5.85
586.00 4.85
585.00 3.85
584.00 2.85
583.00 1.85
582.00 InlGc3ntrd 0.85
581.60
580.00 -1.15
579.00 - -2.15
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80
Circular Culvert HGL Embank
Reach(ft)

STORM DRAINAGE ANALYSIS

STORM A PROJECT: WAXHAW VOLUNTEER FIRE DEPT Designed by: AMC
STORM SEWER DESIGN COMPUTATIONS LOCATION: UNION COUNTY,NC
COUNTY: UNION COUNTY Checked by: WBS
STORM FREQUENCY 10
UNITS ENGLISH
DRAIN. RUNOFF CA TOTAL RAIN RUNOFF INVERT ELEVATIONS LENGTH SLOPE SIZE SHAPE Capacity Friction VEL FLOW
PIPE FROM POINT TO POINT AREA COEFF. INCRE- ADDTL ACCUM- INLET FALL Q UPPER LOWER of Pipe (Dia.Or Slope Vn TIME
NO REFERENCE REFERENCE "A" "C" MENT CA ULATED TIME END END Span/Rise) REMARKS
Acre Minutes In/Hr CFS Ft. Ft./Ft. In. CFS Ft./Ft. Ft/Sec Min.
(1) (2) (3) (4) (5) (6) (7) (8) (9) _ (10) (11) (12) (13) (14) (15) (16) (17) (18) _
A4 A5 A3 0.520 0.800 0.416 0.000 0.416 _ 5.000 7.730 3.216 _ 579.619 578.870 124.908 0.006 15.000 Circular 5.002 0.002 4.339 0.480 _
A2 A3 Al 0.430 0.950 0.409 0.000 0.825 5.480 7.610 6.274 577.667 577.000 111.104 0.006 18.000 Circular 8.135 0.004 5.092 0.364

STORM A PROJECT: WAXHAW VOLUNTEER FIRE DEPT DESIGNED BY: AMC
HYDRAULIC GRADE LINE ANALYSIS
Checked: WBS
INCIDENCE PROBABILITY 10 Year
OUTLET DIA. DESIGN LENGTH FRICTION FRICTION JUNCTION LOSS Inlet
INLET WATER PIPE DISCH. PIPE SLOPE,Sfo LOSS 1.3 0.5 FINAL Water Rim Comments
OR SURFACE Do Qo Lo Hf Vo Ho Qi Vi QiVi Vi*2/29 Hi Angle HA Ht Ht Ht H Surface Elev
JUNCTION ELEV. (In) (CFS) (Ft) (FT/FT) (Ft) (Ft) (Ft) Elevation
A3 578.20 18 6.27 111.10 0.0036 0.40 5.09 0.10 3.22 4.34 13.95 0.29 0.10 62.38 0.16 0.37 0.47663 FALSE 0.87 579.07 584.61 OK -5.53
A5 579.87 15 3.22 124.91 0.0025 0.31 4.34 0.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.07 0.095 FALSE 0.40 580.27 584.41 OK -4.13

STORM B PROJECT: WAXHAW VOL FD Designed by: AMC
STORM SEWER DESIGN COMPUTATIONS LOCATION: Union County,NC
COUNTY: UNION COUNTY Checked by: WBS
STORM FREQUENCY 10
UNITS ENGLISH
DRAIN. RUNOFF CA TOTAL RAIN RUNOFF INVERT ELEVATIONS LENGTH SLOPE SIZE SHAPE Capacity Friction VEL FLOW
PIPE FROM POINT TO POINT AREA COEFF. INCRE- ADDTL ACCUM- INLET FALL Q UPPER LOWER of Pipe (Dia.Or Slope Vn TIME
NO REFERENCE REFERENCE "A" "C" MENT CA ULATED TIME END END Span/Rise) REMARKS
Acre Minutes In/Hr CFS Ft. Ft./Ft. In. CFS Ft./Ft. Ft/Sec Min.
_ (1) (2) (3) (4) (5) (6) (7) (8) (9) _ (10) (11) (12) (13) (14) (15) (16) (17) (18) _
B8 B9 B7 0.350 0.740 0.259 0.000 0.259 5.000 7.730 2.002 _ 580.459 579.824 105.770 0.006 15.000 Circular 5.002 0.001 3.858 0.457 _
B6 B7 B5 0.040 0.850 0.034 0.000 0.293 _ 5.457 7.610 2.230 _ 579.620 579.248 62.009 0.006 15.000 Circular 5.002 0.001 3.968 0.260 _
B4 B5 B3 0.130 0.850 0.111 0.000 0.404 _ 5.717 7.510 3.030 _ 579.050 578.678 62.029 0.006 15.000 Circular 5.002 0.002 4.280 0.242
B12 B12 B11 0.090 0.950 0.086 0.000 0.086 _ 5.000 7.730 0.661 _ 580.319 579.237 55.260 0.020 8.000 Circular 1.831 0.003 4.832 0.191
B10 B11 B3 0.000 0.000 0.000 0.000 0.086 _ 5.191 7.700 0.658 _ 578.487 578.250 39.637 0.006 8.000 Circular 1.011 0.003 3.093 0.214
B2 B3 B1 0.090 0.950 0.086 0.000 0.575 5.959 7.450 4.280 577.452 577.000 90.456 0.005 18.000 Circular 7.426 0.002 4.360 0.346

STORM B PROJECT: WAXHAW VOL FD DESIGNED BY: AMC
HYDRAULIC GRADE LINE ANALYSIS
Checked: WBS
INCIDENCE PROBABILITY 10 Year
OUTLET DIA. DESIGN LENGTH FRICTION FRICTION JUNCTION LOSS Inlet
INLET WATER PIPE DISCH. PIPE SLOPE,Sfo LOSS 1.3 0.5 FINAL Water Rim Comments
OR SURFACE Do Qo Lo Hf Vo Ho Qi Vi QiVi Vi*2/29 Hi Angle HA Ht Ht Ht H Surface Elev
JUNCTION ELEV. (In) (CFS) (Ft) (FT/FT) (Ft) (Ft) (Ft) Elevation
-
B3 578.49 18 4.28 90.46 0.0017 0.15 4.36 0.07 3.03 4.28 12.97 _ 0.28 0.10 26.13 0.09 0.26 0 FALSE 0.41 578.90 582.41 OK -3.51
B5 579.68 15 3.03 62.03 0.0022 0.14 4.28 0.07 2.23 3.97 8.85 _ 0.24 0.09 10.58 0.03 0.19 0.245 FALSE 0.38 580.06 583.24 OK -3.18
B7 580.25 15 2.23 62.01 0.0012 0.07 3.97 0.06 2.00 3.86 7.72 _ 0.23 0.08 60.52 0.13 0.27 0 FALSE 0.35 580.59 584.21 OK -3.62
B9 580.82 15 2.00 105.77 0.0010 0.10 3.86 0.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.06 0.07512 FALSE 0.18 581.00 583.88 OK -2.88
B11 578.90 8 0.66 39.64 0.0025 0.10 3.09 0.04 0.66 4.83 3.19 _ 0.36 0.13 84.26 0.24 0.40 0 FALSE 0.50 579.40 580.65 OK -1.25
B12 579.77 8 0.66 55.26 0.0025 0.14 4.83 0.09 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.09 0.11782 FALSE 0.26 580.03 581.50 OK -1.47

Culvert Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Friday,Apr 21 2023
CULVERT D
Invert Elev Dn (ft) = 575.92 Calculations
Pipe Length (ft) = 101.85 Qmin (cfs) = 2.38
Slope (%) = 3.30 Qmax (cfs) = 2.38
Invert Elev Up (ft) = 579.28 Tailwater Elev (ft) = (dc+D)/2
Rise (in) = 15.0
Shape = Circular Highlighted
Span (in) = 15.0 Qtotal (cfs) = 2.38
No. Barrels = 1 Qpipe (cfs) = 2.38
n-Value = 0.013 Qovertop (cfs) = 0.00
Culvert Type = Circular Concrete Veloc Dn (ft/s) = 2.42
Culvert Entrance = Square edge w/headwall (C) Veloc Up (ft/s) = 3.95
Coeff. K,M,c,Y,k = 0.0098, 2, 0.0398, 0.67, 0.5 HGL Dn (ft) = 576.85
HGL Up (ft) = 579.90
Embankment Hw Elev (ft) = 580.16
Top Elevation (ft) = 581.28 Hw/D (ft) = 0.70
Top Width (ft) = 70.00 Flow Regime = Inlet Control
Crest Width (ft) = 10.00
Bev(tt) CULVERT D Hw Depth(ft)
582.00 2n
581.00 1.72
580.00 ime control U.72
579.00 -0.28
578.00 -1.28
577.00 -2.28
576.00 .41 -3.28
575.00 -4.28
574.00 -5.28
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150
Crculer Culvett HGL Embank
Reach(ft)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Wednesday, May 10 2023
PROPOSED DITCH 1
Triangular Highlighted
Side Slopes (z:1) = 3.00, 3.00 Depth (ft) = 0.52
Total Depth (ft) = 2.00 Q (cfs) = 2.380
Area (sqft) = 0.81
Invert Elev (ft) = 579.43 Velocity (ft/s) = 2.93
Slope (%) = 2.43 Wetted Perim (ft) = 3.29
N-Value = 0.030 Crit Depth, Yc (ft) = 0.53
Top Width (ft) = 3.12
Calculations EGL (ft) = 0.65
Compute by: Known Q
Known Q (cfs) = 2.38
Elev (ft) Section Depth (ft)
582.00 - 2.57
581.50 2.07
581.00 1.57
580.50 1.07
580.00 — 0 0.57
579.50 0.07
579.00 -0.43
578.50 -0.93
0 2 4 6 8 10 12 14 16
Reach (ft)

Appendices
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0.33 ft
3 5 6.27 cfs 10 20 50 100 200 500 100o
Discharge(ft3/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full,minimum tailwater condition(Tw<0.5 diameter).
Rev.12/93 8.06.3

Appendices
RIPRAP B1
3o . , . Ill i i,!:
. ,Y. I l j: 1 :�I'.
Outlet W = Do + La 90 '11 m I '' in
i, • nnuw I
pipe ., , i IIIIIIIIIIII -" 1
umul 1 i', 1f 1
diameter (Do) 80 1. uuunllll' I . lyi '
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0
3 5 10 20 50 100 200 500 1000
4.71 cfs
Discharge(ft3/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full,minimum tailwater condition(Tw<0.5 diameter).
Rev.12/93 8.06.3

Appendices
RIPRAP Cl
3o . ,.:I III I1,':
lI I :�I'.
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i, • nnuw I
pipe ' i n111u11111 /, 1
umm 1 i', If l
diameter (Do) 80 I. . -' uuun1111i I . lyi '
111111111111 • II„Itii'I
La —s1 f_ .. -_ +. uluum Ai;!o;rn
, _ _ minims .ivirN101
T ilwater < 0.5Do I-_ '-- mini Nlrrnn' r
-- — — I LIIIII 'diirlI11iiir �'1
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��,a j- •,i7151iIi1' �j
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lul■ I l V= /•_ /iI /illl;d111111111111111I11�
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3 5 10 20 50 100 200 500 1000
1.74 cfs
Discharge(ft3/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full,minimum tailwater condition(Tw<0.5 diameter).
Rev.12/93 8.06.3

Appendices
RIPRAP D1
3 o . , . In 1,l
Y
,. I l ll. II.1I.
Outlet W = Do + La 90. 'un iii iin I '' III it •
pipe
80 I. 1 IuInuuum 11
'I i on inn
III-. -
diameter (Do) 1111ihi=I I!..Iy.
II
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'irk
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o'l 60 •,rilu!a l rl 1 2
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• �(� _ - 0/4
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____m_
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— 111111M1- _ 3 '2r '�. ,111b111111 11111 1111111■
, I __ „, _
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' I , I��1111111111111 lu!:/1 4
40 . .. Foil -ate .���■:�Iw��uuulm oA.,,wrr
.. ' ,,■■O� 1�111111111 hills 1111-
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o
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I II j •
• i i ,l �I i ;' I l !ii ;l ill
0
3 5 10 20 50 100 200 500 1000
2.38 cfs Discharge(ft3/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from a round pipe flowing full,minimum tailwater condition(Tw<0.5 diameter).
Rev.12/93 8.06.3

STORMWATER DETENTION &
WATER QUALITY

USDA United States A product of the National Custom Soil Resource
Department of Cooperative Soil Survey,
Agriculture a joint effort of the United Report for
\ RCS States Department of
Agriculture and other Union County
Federal agencies, State
Natural agencies including the
Resources Agricultural Experiment North Carolina
Conservation Stations, and local
Service participants
. . >:411,4 •i_.,sill inf.., , . ..
iliNhatii
�" y '� • fir• o `er ' �`` G, •
• eg .4 � ",
-,, .. I's. f .•
.11. • , • • 0 'ti
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m
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try
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it# , t4 . r`
� � k ' lr F ":
m 0 500 ft ,
May 5, 2023

Preface
Soil surveys contain information that affects land use planning in survey areas.
They highlight soil limitations that affect various land uses and provide information
about the properties of the soils in the survey areas. Soil surveys are designed for
many different users, including farmers, ranchers, foresters, agronomists, urban
planners, community officials, engineers, developers, builders, and home buyers.
Also, conservationists, teachers, students, and specialists in recreation, waste
disposal, and pollution control can use the surveys to help them understand,
protect, or enhance the environment.
Various land use regulations of Federal, State, and local governments may impose
special restrictions on land use or land treatment. Soil surveys identify soil
properties that are used in making various land use or land treatment decisions.
The information is intended to help the land users identify and reduce the effects of
soil limitations on various land uses. The landowner or user is responsible for
identifying and complying with existing laws and regulations.
Although soil survey information can be used for general farm, local, and wider area
planning, onsite investigation is needed to supplement this information in some
cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/
portal/nrcs/main/soils/health/) and certain conservation and engineering
applications. For more detailed information, contact your local USDA Service Center
(https://offices.sc.egov.usda.gov/locator/app?agency=nrcs)or your NRCS State Soil
Scientist(http://www.nres.usda.gov/wps/portal/nres/detail/soils/contactus/?
cid=nrcs142p2_053951).
Great differences in soil properties can occur within short distances. Some soils are
seasonally wet or subject to flooding. Some are too unstable to be used as a
foundation for buildings or roads. Clayey or wet soils are poorly suited to use as
septic tank absorption fields. A high water table makes a soil poorly suited to
basements or underground installations.
The National Cooperative Soil Survey is a joint effort of the United States
Department of Agriculture and other Federal agencies, State agencies including the
Agricultural Experiment Stations, and local agencies. The Natural Resources
Conservation Service (NRCS) has leadership for the Federal part of the National
Cooperative Soil Survey.
Information about soils is updated periodically. Updated information is available
through the NRCS Web Soil Survey, the site for official soil survey information.
The U.S. Department of Agriculture (USDA) prohibits discrimination in all its
programs and activities on the basis of race, color, national origin, age, disability,
and where applicable, sex, marital status, familial status, parental status, religion,
sexual orientation, genetic information, political beliefs, reprisal, or because all or a
part of an individual's income is derived from any public assistance program. (Not
all prohibited bases apply to all programs.) Persons with disabilities who require
2

alternative means for communication of program information (Braille, large print,
audiotape, etc.) should contact USDA's TARGET Center at [phone] (voice
and TDD). To file a complaint of discrimination, write to USDA, Director, Office of
Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or
call [phone] (voice)or(202) 720-6382 (TDD). USDA is an equal opportunity
provider and employer.
3

Contents
Preface 2
How Soil Surveys Are Made 5
Soil Map 8
Soil Map 9
Legend 10
Map Unit Legend 11
Map Unit Descriptions 11
Union County, North Carolina 13
CeB2—Cecil gravelly sandy clay loam, 2 to 8 percent slopes,
moderately eroded 13
CeC2—Cecil gravelly sandy clay loam, 8 to 15 percent slopes,
moderately eroded 14
MeB2—Mecklenburg sandy clay loam, 2 to 8 percent slopes,
moderately eroded 15
WyC—Wynott gravelly loam, 8 to 15 percent slopes 16
References 18
4

How Soil Surveys Are Made
Soil surveys are made to provide information about the soils and miscellaneous
areas in a specific area. They include a description of the soils and miscellaneous
areas and their location on the landscape and tables that show soil properties and
limitations affecting various uses. Soil scientists observed the steepness, length,
and shape of the slopes; the general pattern of drainage; the kinds of crops and
native plants; and the kinds of bedrock. They observed and described many soil
profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The
profile extends from the surface down into the unconsolidated material in which the
soil formed or from the surface down to bedrock. The unconsolidated material is
devoid of roots and other living organisms and has not been changed by other
biological activity.
Currently, soils are mapped according to the boundaries of major land resource
areas (MLRAs). MLRAs are geographically associated land resource units that
share common characteristics related to physiography, geology, climate, water
resources, soils, biological resources, and land uses (USDA, 2006). Soil survey
areas typically consist of parts of one or more MLRA.
The soils and miscellaneous areas in a survey area occur in an orderly pattern that
is related to the geology, landforms, relief, climate, and natural vegetation of the
area. Each kind of soil and miscellaneous area is associated with a particular kind
of landform or with a segment of the landform. By observing the soils and
miscellaneous areas in the survey area and relating their position to specific
segments of the landform, a soil scientist develops a concept, or model, of how they
were formed. Thus, during mapping, this model enables the soil scientist to predict
with a considerable degree of accuracy the kind of soil or miscellaneous area at a
specific location on the landscape.
Commonly, individual soils on the landscape merge into one another as their
characteristics gradually change. To construct an accurate soil map, however, soil
scientists must determine the boundaries between the soils. They can observe only
a limited number of soil profiles. Nevertheless, these observations, supplemented
by an understanding of the soil-vegetation-landscape relationship, are sufficient to
verify predictions of the kinds of soil in an area and to determine the boundaries.
Soil scientists recorded the characteristics of the soil profiles that they studied. They
noted soil color, texture, size and shape of soil aggregates, kind and amount of rock
fragments, distribution of plant roots, reaction, and other features that enable them
to identify soils. After describing the soils in the survey area and determining their
properties, the soil scientists assigned the soils to taxonomic classes (units).
Taxonomic classes are concepts. Each taxonomic class has a set of soil
characteristics with precisely defined limits. The classes are used as a basis for
comparison to classify soils systematically. Soil taxonomy, the system of taxonomic
classification used in the United States, is based mainly on the kind and character
of soil properties and the arrangement of horizons within the profile. After the soil
5

Custom Soil Resource Report
scientists classified and named the soils in the survey area, they compared the
individual soils with similar soils in the same taxonomic class in other areas so that
they could confirm data and assemble additional data based on experience and
research.
The objective of soil mapping is not to delineate pure map unit components; the
objective is to separate the landscape into landforms or landform segments that
have similar use and management requirements. Each map unit is defined by a
unique combination of soil components and/or miscellaneous areas in predictable
proportions. Some components may be highly contrasting to the other components
of the map unit. The presence of minor components in a map unit in no way
diminishes the usefulness or accuracy of the data. The delineation of such
landforms and landform segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, onsite
investigation is needed to define and locate the soils and miscellaneous areas.
Soil scientists make many field observations in the process of producing a soil map.
The frequency of observation is dependent upon several factors, including scale of
mapping, intensity of mapping, design of map units, complexity of the landscape,
and experience of the soil scientist. Observations are made to test and refine the
soil-landscape model and predictions and to verify the classification of the soils at
specific locations. Once the soil-landscape model is refined, a significantly smaller
number of measurements of individual soil properties are made and recorded.
These measurements may include field measurements, such as those for color,
depth to bedrock, and texture, and laboratory measurements, such as those for
content of sand, silt, clay, salt, and other components. Properties of each soil
typically vary from one point to another across the landscape.
Observations for map unit components are aggregated to develop ranges of
characteristics for the components. The aggregated values are presented. Direct
measurements do not exist for every property presented for every map unit
component. Values for some properties are estimated from combinations of other
properties.
While a soil survey is in progress, samples of some of the soils in the area generally
are collected for laboratory analyses and for engineering tests. Soil scientists
interpret the data from these analyses and tests as well as the field-observed
characteristics and the soil properties to determine the expected behavior of the
soils under different uses. Interpretations for all of the soils are field tested through
observation of the soils in different uses and under different levels of management.
Some interpretations are modified to fit local conditions, and some new
interpretations are developed to meet local needs. Data are assembled from other
sources, such as research information, production records, and field experience of
specialists. For example, data on crop yields under defined levels of management
are assembled from farm records and from field or plot experiments on the same
kinds of soil.
Predictions about soil behavior are based not only on soil properties but also on
such variables as climate and biological activity. Soil conditions are predictable over
long periods of time, but they are not predictable from year to year. For example,
soil scientists can predict with a fairly high degree of accuracy that a given soil will
have a high water table within certain depths in most years, but they cannot predict
that a high water table will always be at a specific level in the soil on a specific date.
After soil scientists located and identified the significant natural bodies of soil in the
survey area, they drew the boundaries of these bodies on aerial photographs and
6

Custom Soil Resource Report
identified each as a specific map unit. Aerial photographs show trees, buildings,
fields, roads, and rivers, all of which help in locating boundaries accurately.
7

Soil Map
The soil map section includes the soil map for the defined area of interest, a list of
soil map units on the map and extent of each map unit, and cartographic symbols
displayed on the map. Also presented are various metadata about data used to
produce the map, and a description of each soil map unit.
8

Custom Soil Resource Report
Soil Map to
520780 520840 520930 520960 521020 521080 521140
34°52'2"N 1 34°52'2"N
WyC
8 8
8 8
I d' McB2 I
CeB2
/ •
//
-_
iilit . ..
..
s�
�• .1* ¢')► �- :.
, : _
4
N,000 lap null, be 0o
0 ol aft PC— gc=,,0�o
r
34°51'46"N I 34°51'46'N
520780 520840 520900 520960 521020 521080 521140
3 3
0
4 Map Scale:1:2,420 if printed on A portrait(8.5"x 11")sheet. 4
Meters c
: N 0 35 70 140 210
Feet
0 100 200 400 600
Map projection:Web Mercator Comer coordinates:WGS84 Edge tics:UTM Zone 17N WGS84
9

Custom Soil Resource Report
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) 14 Spoil Area The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:24,000.
Q Stony Spot
Soilsit Very Stony Spot
0 Soil Map Unit Polygons Warning:Soil Map may not be valid at this scale.
Wet Spot
,..,. Soil Map Unit Lines Enlargement of maps beyond the scale of mapping can cause
p Other misunderstandingof the detail of mapping and accuracyof soil
p Soil Map Unit Points pp 9
.• Special Line Features line placement.The maps do not show the small areas of
Special Point Features contrasting soils that could have been shown at a more detailed
Blowout Water Features scale.
-_- Streams and Canals
kg Borrow Pit
Transportation Please rely on the bar scale on each map sheet for map
* clay Spot 1.44 Rails measurements.
0 Closed Depression
o,/ Interstate Highways
Gravel Pit Source of Map: Natural Resources Conservation Service
.r US Routes Web Soil Survey URL:
Gravelly Spot Major Roads Coordinate System: Web Mercator(EPSG:3857)
® Landfill Local Roads Maps from the Web Soil Survey are based on the Web Mercator
• Lava Flow Background projection,which preserves direction and shape but distorts
distance and area.A projection that preserves area,such as the
46 Marsh or swamp Aerial Photography Albers equal-area conic projection,should be used if more
It Mine or Quarry accurate calculations of distance or area are required.
4 Miscellaneous Water This product is generated from the USDA-NRCS certified data as
O Perennial Water of the version date(s)listed below.
v Rock Outcrop Soil Survey Area: Union County, North Carolina
+ Saline Spot Survey Area Data: Version 23,Sep 12,2022
Sandy Spot Soil map units are labeled(as space allows)for map scales
Severely Eroded Spot 1:50,000 or larger.
• Sinkhole Date(s)aerial images were photographed: Apr 15,2022—May
31 Slide or Slip 10,2022
oa Sodic Spot The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps.As a result,some minor
shifting of map unit boundaries may be evident.
10

Custom Soil Resource Report
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
CeB2 Cecil gravelly sandy clay loam, 10.3 81.5%
2 to 8 percent slopes,
moderately eroded
CeC2 Cecil gravelly sandy clay loam, 0.0 0.0%
8 to 15 percent slopes,
moderately eroded
MeB2 Mecklenburg sandy clay loam, 0.5 3.7%
2 to 8 percent slopes,
moderately eroded
WyC Wynott gravelly loam,8 to 15 1.9 14.7%
percent slopes
Totals for Area of Interest 12.6 100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions, along
with the maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however, the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They
generally are in small areas and could not be mapped separately because of the
scale used. Some small areas of strongly contrasting soils or miscellaneous areas
are identified by a special symbol on the maps. If included in the database for a
given area, the contrasting minor components are identified in the map unit
descriptions along with some characteristics of each. A few areas of minor
components may not have been observed, and consequently they are not
mentioned in the descriptions, especially where the pattern was so complex that it
11

Custom Soil Resource Report
was impractical to make enough observations to identify all the soils and
miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the
usefulness or accuracy of the data. The objective of mapping is not to delineate
pure taxonomic classes but rather to separate the landscape into landforms or
landform segments that have similar use and management requirements. The
delineation of such segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, however,
onsite investigation is needed to define and locate the soils and miscellaneous
areas.
An identifying symbol precedes the map unit name in the map unit descriptions.
Each description includes general facts about the unit and gives important soil
properties and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major
horizons that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness,
salinity, degree of erosion, and other characteristics that affect their use. On the
basis of such differences, a soil series is divided into soil phases. Most of the areas
shown on the detailed soil maps are phases of soil series. The name of a soil phase
commonly indicates a feature that affects use or management. For example, Alpha
silt loam, 0 to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps.
The pattern and proportion of the soils or miscellaneous areas are somewhat similar
in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present
or anticipated uses of the map units in the survey area, it was not considered
practical or necessary to map the soils or miscellaneous areas separately. The
pattern and relative proportion of the soils or miscellaneous areas are somewhat
similar. Alpha-Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas
that could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion
of the soils or miscellaneous areas in a mapped area are not uniform. An area can
be made up of only one of the major soils or miscellaneous areas, or it can be made
up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil
material and support little or no vegetation. Rock outcrop is an example.
12

Custom Soil Resource Report
Union County, North Carolina
CeB2—Cecil gravelly sandy clay loam, 2 to 8 percent slopes, moderately
eroded
Map Unit Setting
National map unit symbol: 2mx87
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost-free period: 200 to 240 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Cecil, moderately eroded, and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Cecil, Moderately Eroded
Setting
Landform: Interfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Convex
Parent material: Saprolite derived from granite and gneiss and/or schist
Typical profile
Ap- 0 to 6 inches: gravelly sandy clay loam
Bt- 6 to 40 inches: clay
BC-40 to 55 inches: clay loam
C- 55 to 80 inches: sandy loam
Properties and qualities
Slope: 2 to 8 percent
Depth to restrictive feature: More than 80 inches
Drainage class:Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 8.2 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: B
Ecological site: F136XY820GA-Acidic upland forest, moist
Hydric soil rating: No
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Custom Soil Resource Report
CeC2—Cecil gravelly sandy clay loam, 8 to 15 percent slopes,
moderately eroded
Map Unit Setting
National map unit symbol: 2mx89
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost-free period: 200 to 240 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Cecil, moderately eroded, and similar soils: 80 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Cecil, Moderately Eroded
Setting
Landform: Interfluves
Landform position (two-dimensional): Summit, shoulder
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Convex
Parent material: Saprolite derived from granite and gneiss and/or schist
Typical profile
Ap- 0 to 6 inches: gravelly sandy clay loam
Bt- 6 to 40 inches: clay
BC-40 to 55 inches: clay loam
C- 55 to 80 inches: sandy loam
Properties and qualities
Slope: 8 to 15 percent
Depth to restrictive feature: More than 80 inches
Drainage class:Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water(Ksat): Moderately high to high
(0.57 to 1.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 8.2 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: B
Ecological site: F136XY820GA-Acidic upland forest, moist
Hydric soil rating: No
14

Custom Soil Resource Report
MeB2—Mecklenburg sandy clay loam, 2 to 8 percent slopes, moderately
eroded
Map Unit Setting
National map unit symbol: 2mx8c
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost-free period: 200 to 240 days
Farmland classification: All areas are prime farmland
Map Unit Composition
Mecklenburg, moderately eroded, and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Mecklenburg, Moderately Eroded
Setting
Landform: Interfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Convex
Parent material: Saprolite derived from diorite and/or gabbro and/or diabase
and/or gneiss
Typical profile
Ap- 0 to 7 inches: clay loam
Bt- 7 to 30 inches: clay
BC-30 to 38 inches: clay loam
C-38 to 80 inches: loam
Properties and qualities
Slope: 2 to 8 percent
Depth to restrictive feature: More than 80 inches
Drainage class:Well drained
Runoff class: Medium
Capacity of the most limiting layer to transmit water(Ksat): Moderately low to
moderately high (0.06 to 0.20 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Moderate (about 8.9 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 2e
Hydrologic Soil Group: C
Ecological site: F136XY720NC - Basic upland forest, moist
Hydric soil rating: No
15

Custom Soil Resource Report
WyC—Wynott gravelly loam, 8 to 15 percent slopes
Map Unit Setting
National map unit symbol: 2mdln
Elevation: 200 to 1,400 feet
Mean annual precipitation: 37 to 60 inches
Mean annual air temperature: 59 to 66 degrees F
Frost-free period: 200 to 240 days
Farmland classification: Farmland of statewide importance
Map Unit Composition
Wynott and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Wynott
Setting
Landform: Interfluves
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Convex
Across-slope shape: Convex
Parent material: Saprolite derived from diorite and/or gabbro and/or diabase
and/or gneiss
Typical profile
Ap- 0 to 8 inches: gravelly loam
Bt- 8 to 23 inches: clay
BC-23 to 30 inches: gravelly clay
Cr-30 to 80 inches: weathered bedrock
Properties and qualities
Slope: 8 to 15 percent
Depth to restrictive feature: 20 to 40 inches to paralithic bedrock; 40 to 80 inches
to lithic bedrock
Drainage class:Well drained
Runoff class: High
Capacity of the most limiting layer to transmit water(Ksat):Very low to moderately
high (0.00 to 0.20 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches: Low(about 4.4 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 3e
Hydrologic Soil Group: D
Ecological site: F136XY730SC- Basic upland forest, dry
Hydric soil rating: No
16

Custom Soil Resource Report
17

References
American Association of State Highway and Transportation Officials (AASHTO).
2004. Standard specifications for transportation materials and methods of sampling
and testing. 24th edition.
American Society for Testing and Materials (ASTM). 2005. Standard classification of
soils for engineering purposes. ASTM Standard D2487-00.
Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of
wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife
Service FWS/OBS-79/31.
Federal Register. July 13, 1994. Changes in hydric soils of the United States.
Federal Register. September 18, 2002. Hydric soils of the United States.
Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric
soils in the United States.
National Research Council. 1995. Wetlands: Characteristics and boundaries.
Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service.
U.S. Department of Agriculture Handbook 18. http://www.nres.usda.gov/wps/portal/
nres/detail/national/soils/?cid=nres 142p2_054262
Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for
making and interpreting soil surveys. 2nd edition. Natural Resources Conservation
Service, U.S. Department of Agriculture Handbook 436. http://
www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053577
Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of
Agriculture, Natural Resources Conservation Service. http://
www.nres.usda.gov/wps/portal/nres/detail/national/soils/?cid=nres142p2_053580
Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and
Delaware Department of Natural Resources and Environmental Control, Wetlands
Section.
United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of
Engineers wetlands delineation manual. Waterways Experiment Station Technical
Report Y-87-1.
United States Department of Agriculture, Natural Resources Conservation Service.
National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/
home/?cid=nres142p2_053374
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. http://www.nres.usda.gov/wps/portal/nres/
detail/national/landuse/rangepasture/?cid=stelprdb1043084
18

Custom Soil Resource Report
United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 430-VI. http://www.nres.usda.gov/wps/portal/
nres/detail/soils/scientists/?cid=nres142p2_054242
United States Department of Agriculture, Natural Resources Conservation Service.
2006. Land resource regions and major land resource areas of the United States,
the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook
296. http://www.nres.usda.gov/wps/portal/nres/detail/national/soils/?
cid=nres142p2_053624
United States Department of Agriculture, Soil Conservation Service. 1961. Land
capability classification. U.S. Department of Agriculture Handbook 210. http://
www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf
19

SAND FILTER
WAXHAW VOLUNTEER FIRE ••• ��•
•DEPARTMENT
TIMMONS JOB NO.: 54647.000 TIMMONS GROUP
DATE: 5/3/2023 BY: AMC 4 ACHmlvto THNOUL
REVISED: 8/15/2023 RVW: WBS
SAND FILTER BMP SUMMARY CHART
Post-Routing
Peak Control Storm Event Pre-dev Runoff Post-dev Runoff Runoff Elevation
Top of Dam _ 583.00
100-yr-24hr 13.75 cfs 14.61 cfs 5.00 cfs 581.00
50-yr-24 hr 11.26 cfs 11.16 cfs 3.16 cfs 580.62
25-yr-24 hr 8.98 cfs 8.85 cfs 2.36 cfs 580.20 i
10-yr-24hr 6.26 cfs 6.21 cfs 1.55 cfs 579.63
2-yr-24hr 2.36 cfs 2.08 cfs 0.40 cfs 578.78
1-yr-24hr 1.22 cfs 1.21 cfs 0.09 cfs 578.60
RUNOFF VOLUME EQUATIONS
*Note:The Water Quality Protection Volume(WQv)is the runoff volume required when designing a BMP to treat the runoff
from a 1-inch rainfall event(typical).
Rv=0.05+0.9(IA)
Rv=Volumetric Runoff Coefficient(Runoff/Rainfall)-unitless
I=%Impervious
DV=(3630*RD*Rv*A)
DV=Design Volume(cubic feet)
A=Total Drainage Area(ac)
RD=Precipitation Runoff Depth(typically 1-inch)
DV(Adj)Sand Chamber Volume=0.75*DV
("Simple Method"-Schueler, 1987)
(NCDEQ Stormwater Design Manual Section B)
Drainage Area= 2.34 Acres
Impervious Area= 1.13 Acres See Post Development Area Calculations for breakdown
IA= 0.483 Impervious(fraction)
Rv= 0.485 unitless coefficient
RD= 1.0 in. 1-inch rainfall event
DV= 4,116 cu-ft
DV(Adj)=I- 3,087 cu-ft
Maximum Ponding Depth= 6 ft
Minimum Sand Filter Surface Area= 515 sf
Provided Sand Filter Surface Area= 525 sf
Sand Chamber Surface Area= 525 sf
Water Quality Volume Sizing
Sand Filter Basin Storage-Elevation Data _
Total Accum.
Elevation Sedimentation Chamber Filtration Basin Vol.(cu ft) Notes
Inc.Vol. 1 Inc.Vol.
Area(sf) Area(ac) (cu ft) Area(sf) Area(ac) (ac-ft)
575.50 0 0.000 0 525 0.012 0.000 0.00
576.50 0 0.000 0 525 0.012 525 525
577.00 0 0.000 0 525 0.012 263 788
577.00 3579 0.082 0 0 1 0.000 1 0 788
578.00 4438 0.102 4009 0 0.000 0 4796
579.00 5335 0.122 4887 0 0.000 0 9683
580.00 6289 0.144 5812 0 0.000 0 15495
581.00 7299 0.168 6794 0 0.000 0 22289
582.00 8366 0.192 7833 0 0.000 0 29596
Design Top of Sand Filter 577.00

DV(Adj)= 3,087 cu-ft
Elevation to hold DV(Adj)= 577.67

Water Draw Through Rate:
Darcy's Equation:
Q=(2.32*10^-5)*K*A*(H/L) Q= 0.0244 cfs
Where:
Q=Flow(Rate of Draw)through Bioretentioin Soil(cfs)
K=Hydraulic Conductivity of soil(in./hr.)(2"/Hour)
A=Surface Area of Sand Chamber Area(SF)
H=Height of Water above Drainage Pipe(Underdrain)
L=Thickness of Sand(1)
Assume(H/L)—1
Source:(NCSU Rain Garden Design Worksheet,Bill Hunt)
1)Calculate Time to Drawdown water from Inundation to Saturation at Surface:
Volume/Q: 129310 Seconds
35.9 Hours to Saturation
2)Calculate Time to lower Water Table to permanent pool surface:
Assume 45%Porosity
Volume=Area x PP Elev x 0.45
= 1417.5 Cubic Feet
= 58190 Seconds
= 16.2 Hours Ito Lower Water to Permanent Pool Elevation
3)Calculate Time to Drawdown Total:
Ts-s+Ts-2 52.1 Hours
�IZE UNDERDRAIN
Pipe Size:
D=16*{((Q*10)*n)/s^0.5}^(3/8)
N=number of pipes Mannings Roughness Coefficients
D=diameter of single pipe to carry flow(in) _ Pipe Type&Diameter n
Q=Flow(cfs)*10 for factor of safety 4"Single Wall Corrugated Plastic 0.014-0.015
n=manning coefficient(see Table) 4"Smooth Wall Plastic 0.010-0.011
s=slope of pipe(typically assumed to be min.0.5%) 6"Single Wall Corrugated Plastic 0.014-0.015
(Bill Hunt Rain Garden Design Worksheet) 6"Smooth Wall Plastic 0.010-0.011
n= 0.010 8"Single Wall Corrugated Plastic 0.015-0.016
s= 0.005 (in decimal form)
D= 4.5 Inches
N= 2 pipes
Pipe size= 6 in. diameter
Recommended:Use atleast 2 pipes incase clogging occurs
Source: (NCSU Rain Garden Design Worksheet,Bill Hunt)
Number of pipes is based on MDC A-5 Tables 1 and 2 for Underdrains

(4S) <9s>
® ® Post analysisint 18S
Pre analysis po' t 1 PRE ANALYSIS PT 2 BYPAS 1 POST ANALYSIS PT 2
6L
POND 1111
PRE DEV
POST DEV
(Subca) Reach 'on• Routing Diagram for 54647-Drainage Pre-Post
Prepared by Timmons Group, Printed 8/14/2023
HydroCAD®10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC

54647 - Drainage_Pre-Post Table of Contents
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC
TABLE OF CONTENTS
Project Reports
1 Routing Diagram
2 Rainfall Events Listing (selected events)
3 Area Listing (all nodes)
4 Soil Listing (all nodes)
5 Ground Covers (all nodes)
6 Pipe Listing (all nodes)
1-Year Event
7 Node Listing
8 Subcat 3S: Pre analysis point 1
11 Subcat 4S: Post analysis point 1
13 Subcat 7S: PRE ANALYSIS PT 2
15 Subcat 8S: BYPASS 1
18 Subcat 9S: POST ANALYSIS PT 2
20 Pond 12P: POND
26 Link 6L: PRE DEV
28 Link 11 L: POST DEV
2-Year Event
30 Node Listing
31 Subcat 3S: Pre analysis point 1
34 Subcat 4S: Post analysis point 1
36 Subcat 7S: PRE ANALYSIS PT 2
38 Subcat 8S: BYPASS 1
41 Subcat 9S: POST ANALYSIS PT 2
43 Pond 12P: POND
49 Link 6L: PRE DEV
51 Link 11 L: POST DEV
10-Year Event
53 Node Listing
54 Subcat 3S: Pre analysis point 1
57 Subcat 4S: Post analysis point 1
59 Subcat 7S: PRE ANALYSIS PT 2
61 Subcat 8S: BYPASS 1
64 Subcat 9S: POST ANALYSIS PT 2
66 Pond 12P: POND
72 Link 6L: PRE DEV
74 Link 11 L: POST DEV
25-Year Event
76 Node Listing
77 Subcat 3S: Pre analysis point 1
80 Subcat 4S: Post analysis point 1
82 Subcat 7S: PRE ANALYSIS PT 2

54647 - Drainage_Pre-Post Table of Contents
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HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC
84 Subcat 8S: BYPASS 1
87 Subcat 9S: POST ANALYSIS PT 2
89 Pond 12P: POND
95 Link 6L: PRE DEV
97 Link 11 L: POST DEV
50-Year Event
99 Node Listing
100 Subcat 3S: Pre analysis point 1
103 Subcat 4S: Post analysis point 1
105 Subcat 7S: PRE ANALYSIS PT 2
107 Subcat 8S: BYPASS 1
110 Subcat 9S: POST ANALYSIS PT 2
112 Pond 12P: POND
118 Link 6L: PRE DEV
120 Link 11 L: POST DEV
100-Year Event
122 Node Listing
123 Subcat 3S: Pre analysis point 1
126 Subcat 4S: Post analysis point 1
128 Subcat 7S: PRE ANALYSIS PT 2
130 Subcat 8S: BYPASS 1
133 Subcat 9S: POST ANALYSIS PT 2
135 Pond 12P: POND
141 Link 6L: PRE DEV
143 Link 11 L: POST DEV

54647 - Drainage_Pre-Post
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HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 2
Rainfall Events Listing (selected events)
Event# Event Storm Type Curve Mode Duration B/B Depth AMC
Name (hours) (inches)
1 1-Year Type II 24-hr Default 24.00 1 2.87 2
2 2-Year Type II 24-hr Default 24.00 1 3.47 2
3 10-Year Type II 24-hr Default 24.00 1 5.05 2
4 25-Year Type II 24-hr Default 24.00 1 6.00 2
5 50-Year Type II 24-hr Default 24.00 1 6.75 2
6 100-Year Type II 24-hr Default 24.00 1 7.53 2

54647 - Drainage_Pre-Post
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HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 3
Area Listing (all nodes)
Area CN Description
(acres) (subcatchment-numbers)
1.020 61 >75% Grass cover, Good, HSG B (4S, 8S)
0.130 74 >75% Grass cover, Good, HSG C (4S, 8S)
0.550 80 >75% Grass cover, Good, HSG D (4S, 8S)
0.120 56 Brush, Fair, HSG B (3S)
0.080 70 Brush, Fair, HSG C (3S)
0.350 77 Brush, Fair, HSG D (3S)
1.180 98 Paved parking, HSG B (3S, 4S, 8S)
0.280 98 Paved parking, HSG C (3S, 4S, 8S)
0.080 98 Paved parking, HSG D (3S, 8S)
6.470 60 Woods, Fair, HSG B (3S, 4S, 7S, 8S, 9S)
0.450 73 Woods, Fair, HSG C (3S, 8S)
0.200 79 Woods, Fair, HSG D (3S)
10.910 68 TOTAL AREA

54647 - Drainage_Pre-Post
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Soil Listing (all nodes)
Area Soil Subcatchment
(acres) Group Numbers
0.000 HSG A
8.790 HSG B 3S, 4S, 7S, 8S, 9S
0.940 HSG C 3S, 4S, 8S
1.180 HSG D 3S, 4S, 8S
0.000 Other
10.910 TOTAL AREA

54647 - Drainage_Pre-Post
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Ground Covers (all nodes)
HSG-A HSG-B HSG-C HSG-D Other Total Ground Subcatchment
(acres) (acres) (acres) (acres) (acres) (acres) Cover Numbers
0.000 1.020 0.130 0.550 0.000 1.700 >75% Grass cover, Good 4S, 8S
0.000 0.120 0.080 0.350 0.000 0.550 Brush, Fair 3S
0.000 1.180 0.280 0.080 0.000 1.540 Paved parking 3S, 4S,
8S
0.000 6.470 0.450 0.200 0.000 7.120 Woods, Fair 3S, 4S,
7S, 8S,
9S
0.000 8.790 0.940 1.180 0.000 10.910 TOTAL AREA

54647 - Drainage_Pre-Post
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Pipe Listing (all nodes)
Line# Node In-Invert Out-Invert Length Slope n Width Diam/Height Inside-Fill
Number (feet) (feet) (feet) (ft/ft) (inches) (inches) (inches)
1 12P 575.50 573.63 57.4 0.0326 0.013 0.0 15.0 0.0

54647 - Drainage_Pre-Post Type 1124-hr 1-Year Rainfall=2.87"
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HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 7
Time span=0.00-120.00 hrs, dt=0.05 hrs, 2401 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment3S: Pre analysis point 1 Runoff Area=4.340 ac 4.61% Impervious Runoff Depth=0.45"
Flow Length=624' Tc=27.8 min CN=65 Runoff=1.22 cfs 0.162 af
Subcatchment4S: Post analysis point 1 Runoff Area=2.340 ac 48.29% Impervious Runoff Depth=1.21"
Tc=5.0 min CN=81 Runoff=5.12 cfs 0.237 af
Subcatchment7S: PRE ANALYSISPT 2 Runoff Area=1.110 ac 0.00% Impervious Runoff Depth=0.29"
Flow Length=114' Tc=32.3 min CN=60 Runoff=0.13 cfs 0.027 af
Subcatchment8S: BYPASS 1 Runoff Area=2.120 ac 9.91% Impervious Runoff Depth=0.56"
Flow Length=627' Tc=17.8 min CN=68 Runoff=1.14 cfs 0.099 af
Subcatchment9S: POST ANALYSISPT 2 Runoff Area=1.000 ac 0.00% Impervious Runoff Depth=0.29"
Flow Length=93' Slope=0.0106 '/' Tc=28.5 min CN=60 Runoff=0.13 cfs 0.024 af
Pond 12P: POND Peak Elev=578.60' Storage=6,844 cf Inflow=5.12 cfs 0.237 af
Primary=0.09 cfs 0.237 af Secondary=0.00 cfs 0.000 af Outflow=0.09 cfs 0.237 af
Link 6L: PRE DEV Inflow=1.22 cfs 0.162 af
Primary=1.22 cfs 0.162 af
Link 11 L: POST DEV Inflow=1.21 cfs 0.336 af
Primary=1.21 cfs 0.336 af
Total Runoff Area = 10.910 ac Runoff Volume = 0.548 af Average Runoff Depth = 0.60"
85.88% Pervious = 9.370 ac 14.12% Impervious = 1.540 ac

54647 - Drainage_Pre-Post Type 1124-hr 1-Year Rainfall=2.87"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment 3S: Pre analysis point 1
Runoff = 1.22 cfs @ 12.28 hrs, Volume= 0.162 af, Depth= 0.45"
Routed to Link 6L : PRE DEV
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Year Rainfall=2.87"
Area (ac) CN Description
3.070 60 Woods, Fair, HSG B
0.320 73 Woods, Fair, HSG C
0.200 79 Woods, Fair, HSG D
0.120 56 Brush, Fair, HSG B
0.080 70 Brush, Fair, HSG C
0.350 77 Brush, Fair, HSG D
0.100 98 Paved parking, HSG B
0.060 98 Paved parking, HSG C
0.040 98 Paved parking, HSG D
4.340 65 Weighted Average
4.140 95.39% Pervious Area
0.200 4.61% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs) _
13.9 100 0.0734 0.12 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 2.68"
3.9 254 0.0477 1.09 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
10.0 270 0.0391 0.45 1.34 Channel Flow, CHANNEL
Area= 3.0 sf Perim= 6.3' r= 0.48'
n= 0.400 Sheet flow: Woods+light brush
27.8 624 Total

54647 - Drainage_Pre-Post Type II 24-hr 1-Year Rainfall=2.87"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 9
Subcatchment 3S: Pre analysis point 1
Hydrograph
I I I I I I I I I
I I I I I I I I I I I I I I ❑Runoff
11.22 cfs I ' I I 1 I I 1 I I 1 I 1 I 1 1
11 I I 1 I I 1 I 1Type 11124-hr
11 ' - I— _, - + -11 - 1- -� - 117 r_Rlainfalhz.076'
1 / ' ' 'Runbff Awea=4.340 at
1 I I 1 1 I 1 1 I I 1 1
/ 1 Runoff Volume=0.162 of
1 1nn
u'n 'ff'De th 0.1Q5�'
1 Q p — h 1
LL I FIOw'mi 1Length=624'
I I 1 1 I ITc=27.18 min
mil 1 1
1 1 1 1 1 1 l�l 6
1 1 1 1 1 1 1 1 1 1
III 1 1 ' 1 1
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

54647 - Drainage_Pre-Post Type II 24-hr 1-Year Rainfall=2.87"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 10
Hydrograph for Subcatchment 3S: Pre analysis point 1
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
2.50 0.08 0.00 0.00
5.00 0.18 0.00 0.00
7.50 0.31 0.00 0.00
10.00 0.52 0.00 0.00
12.50 2.11 0.17 0.83
15.00 2.45 0.28 0.15
17.50 2.62 0.34 0.10
20.00 2.73 0.39 0.07
22.50 2.82 0.43 0.06
25.00 2.87 0.45 0.00
27.50 2.87 0.45 0.00
30.00 2.87 0.45 0.00
32.50 2.87 0.45 0.00
35.00 2.87 0.45 0.00
37.50 2.87 0.45 0.00
40.00 2.87 0.45 0.00
42.50 2.87 0.45 0.00
45.00 2.87 0.45 0.00
47.50 2.87 0.45 0.00
50.00 2.87 0.45 0.00
52.50 2.87 0.45 0.00
55.00 2.87 0.45 0.00
57.50 2.87 0.45 0.00
60.00 2.87 0.45 0.00
62.50 2.87 0.45 0.00
65.00 2.87 0.45 0.00
67.50 2.87 0.45 0.00
70.00 2.87 0.45 0.00
72.50 2.87 0.45 0.00
75.00 2.87 0.45 0.00
77.50 2.87 0.45 0.00
80.00 2.87 0.45 0.00
82.50 2.87 0.45 0.00
85.00 2.87 0.45 0.00
87.50 2.87 0.45 0.00
90.00 2.87 0.45 0.00
92.50 2.87 0.45 0.00
95.00 2.87 0.45 0.00
97.50 2.87 0.45 0.00
100.00 2.87 0.45 0.00
102.50 2.87 0.45 0.00
105.00 2.87 0.45 0.00
107.50 2.87 0.45 0.00
110.00 2.87 0.45 0.00
112.50 2.87 0.45 0.00
115.00 2.87 0.45 0.00
117.50 2.87 0.45 0.00
120.00 2.87 0.45 0.00

54647 - Drainage_Pre-Post Type II 24-hr 1-Year Rainfall=2.87"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 11
Summary for Subcatchment 4S: Post analysis point 1
Runoff = 5.12 cfs @ 11.96 hrs, Volume= 0.237 af, Depth= 1.21"
Routed to Pond 12P : POND
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Year Rainfall=2.87"
Area (ac) CN Description
0.850 61 >75% Grass cover, Good, HSG B
0.010 74 >75% Grass cover, Good, HSG C
0.240 80 >75% Grass cover, Good, HSG D
1.000 98 Paved parking, HSG B
0.130 98 Paved parking, HSG C
0.110 60 Woods, Fair, HSG B
2.340 81 Weighted Average
1.210 51.71% Pervious Area
1.130 48.29% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, DIRECT
Subcatchment 4S: Post analysis point 1
Hydrograph
I I I I I
- I I I I I I ■Runoff
- 1 15. '12 $ I 1 1 I 1 1 _
55-71 1 1 Type III 24-hr
( 1 1 1 1I17IYear1 Rllainfall=2.07 '
4- 1 I I I 1 I IRunbff Area=2.340 at
1 I I 1 I I I I I I I 1 1
I I 1 Runoff Volume=0.237 of
N - 1 - 1- -1- + -1- -1 - 1- tuln +fflDe ih11"- -
`-'' 3-/ 1 I 1 I I 1 I I Q 1 p T y1
_ 1 / I 1 I I 1 I I 1 1 1 1 Tc 5.10 mill
LL _
1 1 1 1 1 1 1 1 1 1 1 1 1 1
2- 1 1 1 1 I I I I I Vr1YP81- -
1 1 1 1 I I I I I 1 1 1
1 / 1 1 1 1 1 1
1- 1 ' 1 1 1 ' 1
1 % 1 1 1
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

54647 - Drainage_Pre-Post Type II 24-hr 1-Year Rainfall=2.87"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 12
Hydrograph for Subcatchment 4S: Post analysis point 1
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
2.50 0.08 0.00 0.00
5.00 0.18 0.00 0.00
7.50 0.31 0.00 0.00
10.00 0.52 0.00 0.01
12.50 2.11 0.68 0.46
15.00 2.45 0.91 0.15
17.50 2.62 1.03 0.10
20.00 2.73 1.11 0.07
22.50 2.82 1.18 0.06
25.00 2.87 1.21 0.00
27.50 2.87 1.21 0.00
30.00 2.87 1.21 0.00
32.50 2.87 1.21 0.00
35.00 2.87 1.21 0.00
37.50 2.87 1.21 0.00
40.00 2.87 1.21 0.00
42.50 2.87 1.21 0.00
45.00 2.87 1.21 0.00
47.50 2.87 1.21 0.00
50.00 2.87 1.21 0.00
52.50 2.87 1.21 0.00
55.00 2.87 1.21 0.00
57.50 2.87 1.21 0.00
60.00 2.87 1.21 0.00
62.50 2.87 1.21 0.00
65.00 2.87 1.21 0.00
67.50 2.87 1.21 0.00
70.00 2.87 1.21 0.00
72.50 2.87 1.21 0.00
75.00 2.87 1.21 0.00
77.50 2.87 1.21 0.00
80.00 2.87 1.21 0.00
82.50 2.87 1.21 0.00
85.00 2.87 1.21 0.00
87.50 2.87 1.21 0.00
90.00 2.87 1.21 0.00
92.50 2.87 1.21 0.00
95.00 2.87 1.21 0.00
97.50 2.87 1.21 0.00
100.00 2.87 1.21 0.00
102.50 2.87 1.21 0.00
105.00 2.87 1.21 0.00
107.50 2.87 1.21 0.00
110.00 2.87 1.21 0.00
112.50 2.87 1.21 0.00
115.00 2.87 1.21 0.00
117.50 2.87 1.21 0.00
120.00 2.87 1.21 0.00

54647 - Drainage_Pre-Post Type II 24-hr 1-Year Rainfall=2.87"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 13
Summary for Subcatchment 7S: PRE ANALYSIS PT 2
Runoff = 0.13 cfs @ 12.40 hrs, Volume= 0.027 af, Depth= 0.29"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Year Rainfall=2.87"
Area (ac) CN Description
1.110 60 Woods, Fair, HSG B
1.110 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
31.9 100 0.0093 0.05 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 2.68"
0.4 14 0.0121 0.55 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
32.3 114 Total
Subcatchment 7S: PRE ANALYSIS PT 2
Hydrograph
11 1 I 1 1 I 1 1 1 1
0.14- I I I I I I I I 1 1 I 1 ❑Runoff
0.13� 1- 1 0.13 cfs I I 1 H I 1 1 1 I 1 I I 1 I 1- 7
,L H _1 _ H L _ 1_ 1 1_ H _1 I_ H 1 L 1 H _Type- III 24 br
0.12 / 11 1 I I 1 1 I 1 1 "11 �r; 11111 1172.9/ I'
0.11_ p
0.1� 1- 7f / T -I - 1 71 - I- I -1- H -I I- H R�nbff'A1•ea=1.l'TOa�
,LH / L _1 _ HL _ 1_ H 1_ H _1 H 1 L _ I_ H _ 1_ L 1 L1
0.09 1 I / 1 1 I I I I I Runoff 1�Volllu�mpe=}10�.027(of
0.08 1- -I i 1 - 1 - - I- I -11- fi -I - II- rt -1- u11 '1.i"�'r`7�`'��0• "�'-
a o. _07 , 1 —I — I— 1 —1— —I — I— H —I— L nw -ength= 1L14'-
u_ 0.064-/ i 1 / I I I I I I I I I I -I I 1 1 1
0.05 1 a=32.3 min
1 1 i-r -1 - I- -I - I- I fi 1- -I I- H 1 -r 1 1 rt I H (("�'L�
0.04j )_ H 1_ _1 _ _1_ _ 1__1 _0.03 1 I 1 1 1 1 1 -
0.02� � I
-LrH - 1- T -1- t I- t -I - r
0.01
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

54647 - Drainage_Pre-Post Type II 24-hr 1-Year Rainfall=2.87"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 14
Hydrograph for Subcatchment 7S: PRE ANALYSIS PT 2
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
2.50 0.08 0.00 0.00
5.00 0.18 0.00 0.00
7.50 0.31 0.00 0.00
10.00 0.52 0.00 0.00
12.50 2.11 0.08 0.12
15.00 2.45 0.16 0.03
17.50 2.62 0.21 0.02
20.00 2.73 0.24 0.01
22.50 2.82 0.27 0.01
25.00 2.87 0.29 0.00
27.50 2.87 0.29 0.00
30.00 2.87 0.29 0.00
32.50 2.87 0.29 0.00
35.00 2.87 0.29 0.00
37.50 2.87 0.29 0.00
40.00 2.87 0.29 0.00
42.50 2.87 0.29 0.00
45.00 2.87 0.29 0.00
47.50 2.87 0.29 0.00
50.00 2.87 0.29 0.00
52.50 2.87 0.29 0.00
55.00 2.87 0.29 0.00
57.50 2.87 0.29 0.00
60.00 2.87 0.29 0.00
62.50 2.87 0.29 0.00
65.00 2.87 0.29 0.00
67.50 2.87 0.29 0.00
70.00 2.87 0.29 0.00
72.50 2.87 0.29 0.00
75.00 2.87 0.29 0.00
77.50 2.87 0.29 0.00
80.00 2.87 0.29 0.00
82.50 2.87 0.29 0.00
85.00 2.87 0.29 0.00
87.50 2.87 0.29 0.00
90.00 2.87 0.29 0.00
92.50 2.87 0.29 0.00
95.00 2.87 0.29 0.00
97.50 2.87 0.29 0.00
100.00 2.87 0.29 0.00
102.50 2.87 0.29 0.00
105.00 2.87 0.29 0.00
107.50 2.87 0.29 0.00
110.00 2.87 0.29 0.00
112.50 2.87 0.29 0.00
115.00 2.87 0.29 0.00
117.50 2.87 0.29 0.00
120.00 2.87 0.29 0.00

54647 - Drainage_Pre-Post Type 1124-hr 1-Year Rainfall=2.87"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 15
Summary for Subcatchment 8S: BYPASS 1
Runoff = 1.14 cfs @ 12.13 hrs, Volume= 0.099 af, Depth= 0.56"
Routed to Link 11 L : POST DEV
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Year Rainfall=2.87"
Area (ac) CN Description
1.180 60 Woods, Fair, HSG B
0.130 73 Woods, Fair, HSG C
0.170 61 >75% Grass cover, Good, HSG B
0.120 74 >75% Grass cover, Good, HSG C
0.310 80 >75% Grass cover, Good, HSG D
0.080 98 Paved parking, HSG B
0.090 98 Paved parking, HSG C
0.040 98 Paved parking, HSG D
2.120 68 Weighted Average
1.910 90.09% Pervious Area
0.210 9.91% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) _ (feet) (ft/ft) (ft/sec) (cfs)
13.9 100 0.0734 0.12 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 2.68"
3.8 249 0.0472 1.09 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.1 278 0.0398 37.88 454.62 Channel Flow,
Area= 12.0 sf Perim= 7.2' r= 1.67'
n= 0.011 Concrete pipe, straight & clean
17.8 627 Total

54647 - Drainage_Pre-Post Type II 24-hr 1-Year Rainfall=2.87"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 16
Subcatchment 8S: BYPASS 1
Hydrograph
1 1 1 1 1 1 I 1 1
I I 1 I I 1 I I I I I I I 1 1 ❑Runoff
i 1.14cfs l 1 I I 1 I I 1 I I 1 1 I 1 I 1 1
' I I 1 I I 1 I I 1 1 I Type I1124-h r
/ 1 -I- + 1.Year R1faI1-2.871'1 1 i i i 1
1 1Runbff Awes=2.120 at
1 / I I I I I 1 1 I I 1 1
Runoff Volume=0.099 of
y / u;ngff',Depth 0.'156�'
LL / 11 1 1 1 FIOw ltength=627'
/ I 1 1 I ITc=17.18 min
mil r6Ki. i2
1 1 1 1 1 1 "1 6
1 1 1 1 1 1 1 1 1 1
1 1 1 1 1 1 1 1 1 1
III 1 1 ' 1 1
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

54647 - Drainage_Pre-Post Type II 24-hr 1-Year Rainfall=2.87"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 17
Hydrograph for Subcatchment 8S: BYPASS 1
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
2.50 0.08 0.00 0.00
5.00 0.18 0.00 0.00
7.50 0.31 0.00 0.00
10.00 0.52 0.00 0.00
12.50 2.11 0.23 0.36
15.00 2.45 0.37 0.08
17.50 2.62 0.44 0.06
20.00 2.73 0.49 0.04
22.50 2.82 0.54 0.04
25.00 2.87 0.56 0.00
27.50 2.87 0.56 0.00
30.00 2.87 0.56 0.00
32.50 2.87 0.56 0.00
35.00 2.87 0.56 0.00
37.50 2.87 0.56 0.00
40.00 2.87 0.56 0.00
42.50 2.87 0.56 0.00
45.00 2.87 0.56 0.00
47.50 2.87 0.56 0.00
50.00 2.87 0.56 0.00
52.50 2.87 0.56 0.00
55.00 2.87 0.56 0.00
57.50 2.87 0.56 0.00
60.00 2.87 0.56 0.00
62.50 2.87 0.56 0.00
65.00 2.87 0.56 0.00
67.50 2.87 0.56 0.00
70.00 2.87 0.56 0.00
72.50 2.87 0.56 0.00
75.00 2.87 0.56 0.00
77.50 2.87 0.56 0.00
80.00 2.87 0.56 0.00
82.50 2.87 0.56 0.00
85.00 2.87 0.56 0.00
87.50 2.87 0.56 0.00
90.00 2.87 0.56 0.00
92.50 2.87 0.56 0.00
95.00 2.87 0.56 0.00
97.50 2.87 0.56 0.00
100.00 2.87 0.56 0.00
102.50 2.87 0.56 0.00
105.00 2.87 0.56 0.00
107.50 2.87 0.56 0.00
110.00 2.87 0.56 0.00
112.50 2.87 0.56 0.00
115.00 2.87 0.56 0.00
117.50 2.87 0.56 0.00
120.00 2.87 0.56 0.00

54647 - Drainage_Pre-Post Type II 24-hr 1-Year Rainfall=2.87"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 18
Summary for Subcatchment 9S: POST ANALYSIS PT 2
Runoff = 0.13 cfs @ 12.34 hrs, Volume= 0.024 af, Depth= 0.29"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 1-Year Rainfall=2.87"
Area (ac) CN Description
1.000 60 Woods, Fair, HSG B
1.000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
28.5 93 0.0106 0.05 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 2.68"
Subcatchment 9S: POST ANALYSIS PT 2
Hydrograph
0.14 I I I I I I I I I I I I I I I I I I I I I ■Runoff
0.13 I IX= 1 I 1 I I I I I 1 I I 1 I I 1 1 Icy I 1
I ! 1 I 1 I I 1 1 I 1 I I 1 I Type Itl24 hrr
0.12
0.11 I / 1 -i- � � - I- -1- � - - -1�.` aPIyP, Ill�a 1172.0 '-
0.1 / I I 1 1 I 1 Rlinbff AI ea=1.000 ad
-r -/ . - r 7 - I- T -1- 7 -I - I- rt -1- r -I - r 7 - 1- 7 -I - r 7 —
0.09 _I _ I- -I- 1_ _[ — I— _L —I— —I - 1— Runaffl olume40!024 af_
0.08 1 I I I I I 1 I �U1__ _ff ^p1P1� 1# 1
0.07 F�4T .J`Tr17 `�
. — rH — I— t -1— -h —I - 1— —I —I— -h -fibvvten-ath 93'-
LT- 0.06 1_ —I— 1_ J — I— 1 —1— L J _ I_ _ _I— L _I _ I— _ _ 1_ L _I _ I _
0.05 1 11 I I I 1 1 I 1 I I I S I OIPe=0.01 0,6� '/'
0.04 _ 1 -I - 4 _1 _ I- 4 -I- 4 -I - 1- -I -I- -1 - I- �T =*8.�1 1ii-
0.03 I 1 I I I I I 1 I 1 1 QnIt6O
0.02 I I I I I I I 1 I I I I I I
0.01 �%
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

54647 - Drainage_Pre-Post Type II 24-hr 1-Year Rainfall=2.87"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 19
Hydrograph for Subcatchment 9S: POST ANALYSIS PT 2
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
2.50 0.08 0.00 0.00
5.00 0.18 0.00 0.00
7.50 0.31 0.00 0.00
10.00 0.52 0.00 0.00
12.50 2.11 0.08 0.10
15.00 2.45 0.16 0.02
17.50 2.62 0.21 0.02
20.00 2.73 0.24 0.01
22.50 2.82 0.27 0.01
25.00 2.87 0.29 0.00
27.50 2.87 0.29 0.00
30.00 2.87 0.29 0.00
32.50 2.87 0.29 0.00
35.00 2.87 0.29 0.00
37.50 2.87 0.29 0.00
40.00 2.87 0.29 0.00
42.50 2.87 0.29 0.00
45.00 2.87 0.29 0.00
47.50 2.87 0.29 0.00
50.00 2.87 0.29 0.00
52.50 2.87 0.29 0.00
55.00 2.87 0.29 0.00
57.50 2.87 0.29 0.00
60.00 2.87 0.29 0.00
62.50 2.87 0.29 0.00
65.00 2.87 0.29 0.00
67.50 2.87 0.29 0.00
70.00 2.87 0.29 0.00
72.50 2.87 0.29 0.00
75.00 2.87 0.29 0.00
77.50 2.87 0.29 0.00
80.00 2.87 0.29 0.00
82.50 2.87 0.29 0.00
85.00 2.87 0.29 0.00
87.50 2.87 0.29 0.00
90.00 2.87 0.29 0.00
92.50 2.87 0.29 0.00
95.00 2.87 0.29 0.00
97.50 2.87 0.29 0.00
100.00 2.87 0.29 0.00
102.50 2.87 0.29 0.00
105.00 2.87 0.29 0.00
107.50 2.87 0.29 0.00
110.00 2.87 0.29 0.00
112.50 2.87 0.29 0.00
115.00 2.87 0.29 0.00
117.50 2.87 0.29 0.00
120.00 2.87 0.29 0.00

54647 - Drainage_Pre-Post Type 1124-hr 1-Year Rainfall=2.87"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 20
Summary for Pond 12P: POND
Inflow Area = 2.340 ac, 48.29% Impervious, Inflow Depth = 1.21" for 1-Year event
Inflow = 5.12 cfs @ 11.96 hrs, Volume= 0.237 af
Outflow = 0.09 cfs @ 17.92 hrs, Volume= 0.237 af, Atten= 98%, Lag= 357.8 min
Primary = 0.09 cfs @ 17.92 hrs, Volume= 0.237 af
Routed to Link 11 L : POST DEV
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link 11 L : POST DEV
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 578.60'@ 17.92 hrs Surf.Area= 4,978 sf Storage= 6,844 cf
Plug-Flow detention time=973.4 min calculated for 0.237 af(100% of inflow)
Center-of-Mass det. time=974.0 min ( 1,814.9 - 840.9 )
Volume Invert Avail.Storage Storage Description
#1 577.00' 38,262 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
577.00 3,579 0 0
578.00 4,438 4,009 4,009
579.00 5,335 4,887 8,895
580.00 6,289 5,812 14,707
581.00 7,299 6,794 21,501
582.00 8,366 7,833 29,334
583.00 9,490 8,928 38,262
Device Routing Invert Outlet Devices
#1 Primary 575.50' 15.0" Round Culvert
L= 57.4' RCP, rounded edge headwall, Ke= 0.100
Inlet/ Outlet Invert= 575.50'/ 573.63' S= 0.0326 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.23 sf
#2 Device 1 575.50' SAND FILTER
Head (feet) 0.00 1.00 1.50 2.50 3.50 4.50 5.50 6.50
Disch. (cfs) 0.000 0.032 0.037 0.048 0.058 0.069 0.080 0.090
#3 Device 1 577.67' 1.2" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#4 Device 1 578.60' 15.0" W x 3.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5 Device 1 579.63' 6.0" W x 3.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#6 Device 1 580.20' 6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#7 Device 1 580.80' 1.2' long x 0.5' breadth Broad-Crested Rectangular Weir X 4.00
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
#8 Device 1 581.00' 3.0' long x 0.5' breadth Broad-Crested Rectangular Weir X 4.00
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
#9 Secondary 582.00' 20.0' long x 16.0' breadth EMERGENCY SPILLWAY
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60

54647 - Drainage_Pre-Post Type II 24-hr 1-Year Rainfall=2.87"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 21
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=0.09 cfs @ 17.92 hrs HW=578.60' (Free Discharge)
Lam=Culvert (Passes 0.09 cfs of 12.17 cfs potential flow)
—2=SAND FILTER (Custom Controls 0.05 cfs)
—3=Orifice/Grate (Orifice Controls 0.04 cfs @ 4.52 fps)
—4=Orifice/Grate (Orifice Controls 0.00 cfs @ 0.15 fps)
—5=Orifice/Grate ( Controls 0.00 cfs)
—6=Orifice/Grate ( Controls 0.00 cfs)
—7=Broad-Crested Rectangular Weir( Controls 0.00 cfs)
—8=Broad-Crested Rectangular Weir( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=577.00' (Free Discharge)
L9=EMERGENCY SPILLWAY( Controls 0.00 cfs)
Pond 12P: POND
Hydrograph
//// I I I I I I I I I I I ❑Inflow
15.12 cts L Outflow
r - I t 1 t/A�-r 1 t 1 ^1- - 10 primary
1 1 I , , I , I I Inf o N I/"�rea72.13 O lac ❑Secondaryi
5 I- I 1- -t 1 11 1- -t 1 111 1 11Peak�I =Y7 .Od -
1 I I 1 I 1 I I I Storaget61844 c�f
4 -I— tfi —I - 1- 1- t -1 - 1 1 I t —I —I— t -
1 1 1 1 1 1 1 1 1 1 1 1
N
.2, 3 /1 1 1— f _ I
t -1 -I- f -
c / 1 1 1 1 I I ' 1
LL I I I I I
2 ` 1 1 1 r 1 1- -
1 .., z/0.09 cfs /// //'.
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105110 115 120
Time (hours)

54647 - Drainage_Pre-Post Type 1124-hr 1-Year Rainfall=2.87"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 22
Pond 12P: POND
Stage-Discharge
I I I I I I ❑Total
583 ❑Primary
❑Secondary
EMERGENCY SPILLWAY
582 1 1 I
1
../� Broad-Crested Rectangular Weir
Broad-Crested Rectangular Weir I
581 I
5 O % Orifice/Grate 1
1 1 I
// Orifice/Grate
0 580 %Lij �
Orifice/Grate
579 j
I I I I I I
578 Orifice/Grate I
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70
Discharge (cfs)
Pond 12P: POND
Stage-Area-Storage
Surface/Horizontal/Wetted Area(sq-ft)
0 500 1,000 1,500 2,000 2,500 3,000 3,5004,000 4,500 5,000 5,500 6,000 6,500 7,000 7,500 8,000 8,500 9,000 ID Surface
. . ' . . . ! . . . '
. . . . . . !
. . . I . ( . I
. . . ! . . . I . . . I
. . . 1 , , . I . . . ' . . . 1 . . . I . . . ' . . . ! . . . ❑Storage
:::
� I I I II I I I 1 1 I 1 I I I ////' II I I I
_ I I I I �� 1 I 1 //�� I I I I I
' ,, " I I I II I I I
581
I , / I II I 1 I II 1 11
a 580- 1 I I I II I I I I II I I I
d _ — I H + + I -L I i+ r IH H + II I H r H
W - " I I I I I I II I I I
579
- n — rr1- I1 ttr1r - + II1rtrr
578
II I I I I II I I I
/ / /
- Custom Stage Data / z / /
577
0 5,000 10,000 15,000 20,000 25,000 30,000 35,000
Storage(cubic-feet)

54647 - Drainage_Pre-Post Type II 24-hr 1-Year Rainfall=2.87"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 23
Hydrograph for Pond 12P: POND
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0 577.00 0.00 0.00 0.00
2.50 0.00 0 577.00 0.00 0.00 0.00
5.00 0.00 0 577.00 0.00 0.00 0.00
7.50 0.00 0 577.00 0.00 0.00 0.00
10.00 0.01 6 577.00 0.00 0.00 0.00
12.50 0.46 5,330 578.29 0.08 0.08 0.00
15.00 0.15 6,611 578.56 0.09 0.09 0.00
17.50 0.10 6,840 578.60 0.09 0.09 0.00
20.00 0.07 6,761 578.59 0.09 0.09 0.00
22.50 0.06 6,530 578.54 0.09 0.09 0.00
25.00 0.00 6,081 578.45 0.08 0.08 0.00
27.50 0.00 5,342 578.29 0.08 0.08 0.00
30.00 0.00 4,651 578.14 0.07 0.07 0.00
32.50 0.00 4,012 578.00 0.07 0.07 0.00
35.00 0.00 3,430 577.87 0.06 0.06 0.00
37.50 0.00 2,920 577.75 0.05 0.05 0.00
40.00 0.00 2,501 577.65 0.04 0.04 0.00
42.50 0.00 2,108 577.55 0.04 0.04 0.00
45.00 0.00 1,725 577.46 0.04 0.04 0.00
47.50 0.00 1,352 577.36 0.04 0.04 0.00
50.00 0.00 988 577.27 0.04 0.04 0.00
52.50 0.00 633 577.17 0.04 0.04 0.00
55.00 0.00 287 577.08 0.04 0.04 0.00
57.50 0.00 63 577.02 0.01 0.01 0.00
60.00 0.00 13 577.00 0.00 0.00 0.00
62.50 0.00 3 577.00 0.00 0.00 0.00
65.00 0.00 1 577.00 0.00 0.00 0.00
67.50 0.00 0 577.00 0.00 0.00 0.00
70.00 0.00 0 577.00 0.00 0.00 0.00
72.50 0.00 0 577.00 0.00 0.00 0.00
75.00 0.00 0 577.00 0.00 0.00 0.00
77.50 0.00 0 577.00 0.00 0.00 0.00
80.00 0.00 0 577.00 0.00 0.00 0.00
82.50 0.00 0 577.00 0.00 0.00 0.00
85.00 0.00 0 577.00 0.00 0.00 0.00
87.50 0.00 0 577.00 0.00 0.00 0.00
90.00 0.00 0 577.00 0.00 0.00 0.00
92.50 0.00 0 577.00 0.00 0.00 0.00
95.00 0.00 0 577.00 0.00 0.00 0.00
97.50 0.00 0 577.00 0.00 0.00 0.00
100.00 0.00 0 577.00 0.00 0.00 0.00
102.50 0.00 0 577.00 0.00 0.00 0.00
105.00 0.00 0 577.00 0.00 0.00 0.00
107.50 0.00 0 577.00 0.00 0.00 0.00
110.00 0.00 0 577.00 0.00 0.00 0.00
112.50 0.00 0 577.00 0.00 0.00 0.00
115.00 0.00 0 577.00 0.00 0.00 0.00
117.50 0.00 0 577.00 0.00 0.00 0.00
120.00 0.00 0 577.00 0.00 0.00 0.00

54647 - Drainage_Pre-Post Type 1124-hr 1-Year Rainfall=2.87"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 24
Stage-Discharge for Pond 12P: POND
Elevation Discharge Primary Secondary Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (cfs) (feet) (cfs) (cfs) (cfs)
577.00 0.00 0.00 0.00 582.20 21.86 17.06 4.79
577.10 0.04 0.04 0.00 582.30 26.02 17.18 8.84
577.20 0.04 0.04 0.00 582.40 30.96 17.29 13.66
577.30 0.04 0.04 0.00 582.50 36.50 17.41 19.09
577.40 0.04 0.04 0.00 582.60 42.62 17.52 25.10
577.50 0.04 0.04 0.00 582.70 48.91 17.64 31.27
577.60 0.04 0.04 0.00 582.80 55.53 17.75 37.78
577.70 0.05 0.05 0.00 582.90 62.86 17.86 45.00
577.80 0.06 0.06 0.00 583.00 70.57 17.97 52.60
577.90 0.06 0.06 0.00
578.00 0.07 0.07 0.00
578.10 0.07 0.07 0.00
578.20 0.08 0.08 0.00
578.30 0.08 0.08 0.00
578.40 0.08 0.08 0.00
578.50 0.09 0.09 0.00
578.60 0.09 0.09 0.00
578.70 0.22 0.22 0.00
578.80 0.45 0.45 0.00
578.90 0.71 0.71 0.00
579.00 0.88 0.88 0.00
579.10 1.02 1.02 0.00
579.20 1.14 1.14 0.00
579.30 1.25 1.25 0.00
579.40 1.35 1.35 0.00
579.50 1.44 1.44 0.00
579.60 1.52 1.52 0.00
579.70 1.63 1.63 0.00
579.80 1.79 1.79 0.00
579.90 1.97 1.97 0.00
580.00 2.12 2.12 0.00
580.10 2.24 2.24 0.00
580.20 2.36 2.36 0.00
580.30 2.49 2.49 0.00
580.40 2.68 2.68 0.00
580.50 2.89 2.89 0.00
580.60 3.12 3.12 0.00
580.70 3.31 3.31 0.00
580.80 3.49 3.49 0.00
580.90 4.07 4.07 0.00
581.00 4.99 4.99 0.00
581.10 7.25 7.25 0.00
581.20 10.61 10.61 0.00
581.30 14.92 14.92 0.00
581.40 16.10 16.10 0.00
581.50 16.23 16.23 0.00
581.60 16.35 16.35 0.00
581.70 16.47 16.47 0.00
581.80 16.59 16.59 0.00
581.90 16.71 16.71 0.00
582.00 16.83 16.83 0.00
582.10 18.64 16.95 1.69

54647 - Drainage_Pre-Post Type 1124-hr 1-Year Rainfall=2.87"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 25
Stage-Area-Storage for Pond 12P: POND
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
577.00 3,579 0 582.20 8,591 31,029
577.10 3,665 362 582.30 8,703 31,894
577.20 3,751 733 582.40 8,816 32,770
577.30 3,837 1,112 582.50 8,928 33,657
577.40 3,923 1,500 582.60 9,040 34,555
577.50 4,009 1,897 582.70 9,153 35,465
577.60 4,094 2,302 582.80 9,265 36,386
577.70 4,180 2,716 582.90 9,378 37,318
577.80 4,266 3,138 583.00 9,490 38,262
577.90 4,352 3,569
578.00 4,438 4,009
578.10 4,528 4,457
578.20 4,617 4,914
578.30 4,707 5,380
578.40 4,797 5,855
578.50 4,887 6,340
578.60 4,976 6,833
578.70 5,066 7,335
578.80 5,156 7,846
578.90 5,245 8,366
579.00 5,335 8,895
579.10 5,430 9,433
579.20 5,526 9,981
579.30 5,621 10,538
579.40 5,717 11,105
579.50 5,812 11,682
579.60 5,907 12,268
579.70 6,003 12,863
579.80 6,098 13,468
579.90 6,194 14,083
580.00 6,289 14,707
580.10 6,390 15,341
580.20 6,491 15,985
580.30 6,592 16,639
580.40 6,693 17,303
580.50 6,794 17,978
580.60 6,895 18,662
580.70 6,996 19,357
580.80 7,097 20,061
580.90 7,198 20,776
581.00 7,299 21,501
581.10 7,406 22,236
581.20 7,512 22,982
581.30 7,619 23,739
581.40 7,726 24,506
581.50 7,833 25,284
581.60 7,939 26,072
581.70 8,046 26,872
581.80 8,153 27,682
581.90 8,259 28,502
582.00 8,366 29,334
582.10 8,478 30,176

54647 - Drainage_Pre-Post Type 1124-hr 1-Year Rainfall=2.87"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 26
Summary for Link 6L: PRE DEV
Inflow Area = 4.340 ac, 4.61% Impervious, Inflow Depth = 0.45" for 1-Year event
Inflow = 1.22 cfs @ 12.28 hrs, Volume= 0.162 af
Primary = 1.22 cfs @ 12.28 hrs, Volume= 0.162 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 6L: PRE DEV
Hydrograph
/ I I
I I
I I ❑ Inflow
122 cfs I ElPrimary
1122cfs c/ I I Inflow Area=4.340 ac
4
0
T.
0 /
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

54647 - Drainage_Pre-Post Type II 24-hr 1-Year Rainfall=2.87"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 27
Hydrograph for Link 6L: PRE DEV
Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs)
0.00 0.00 0.00 0.00
2.50 0.00 0.00 0.00
5.00 0.00 0.00 0.00
7.50 0.00 0.00 0.00
10.00 0.00 0.00 0.00
12.50 0.83 0.00 0.83
15.00 0.15 0.00 0.15
17.50 0.10 0.00 0.10
20.00 0.07 0.00 0.07
22.50 0.06 0.00 0.06
25.00 0.00 0.00 0.00
27.50 0.00 0.00 0.00
30.00 0.00 0.00 0.00
32.50 0.00 0.00 0.00
35.00 0.00 0.00 0.00
37.50 0.00 0.00 0.00
40.00 0.00 0.00 0.00
42.50 0.00 0.00 0.00
45.00 0.00 0.00 0.00
47.50 0.00 0.00 0.00
50.00 0.00 0.00 0.00
52.50 0.00 0.00 0.00
55.00 0.00 0.00 0.00
57.50 0.00 0.00 0.00
60.00 0.00 0.00 0.00
62.50 0.00 0.00 0.00
65.00 0.00 0.00 0.00
67.50 0.00 0.00 0.00
70.00 0.00 0.00 0.00
72.50 0.00 0.00 0.00
75.00 0.00 0.00 0.00
77.50 0.00 0.00 0.00
80.00 0.00 0.00 0.00
82.50 0.00 0.00 0.00
85.00 0.00 0.00 0.00
87.50 0.00 0.00 0.00
90.00 0.00 0.00 0.00
92.50 0.00 0.00 0.00
95.00 0.00 0.00 0.00
97.50 0.00 0.00 0.00
100.00 0.00 0.00 0.00
102.50 0.00 0.00 0.00
105.00 0.00 0.00 0.00
107.50 0.00 0.00 0.00
110.00 0.00 0.00 0.00
112.50 0.00 0.00 0.00
115.00 0.00 0.00 0.00
117.50 0.00 0.00 0.00
120.00 0.00 0.00 0.00

54647 - Drainage_Pre-Post Type 1124-hr 1-Year Rainfall=2.87"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 28
Summary for Link 11 L: POST DEV
Inflow Area = 4.460 ac, 30.04% Impervious, Inflow Depth = 0.90" for 1-Year event
Inflow = 1.21 cfs @ 12.13 hrs, Volume= 0.336 af
Primary = 1.21 cfs @ 12.13 hrs, Volume= 0.336 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 11 L: POST DEV
Hydrograph
/ I I
❑ Inflow
I 1 21 cfs I D Primary
1,2,cfsr Inflow Area=4.460 ac
1-
N
0
o _
LL
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

54647 - Drainage_Pre-Post Type II 24-hr 1-Year Rainfall=2.87"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 29
Hydrograph for Link 11 L: POST DEV
Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs)
0.00 0.00 0.00 0.00
2.50 0.00 0.00 0.00
5.00 0.00 0.00 0.00
7.50 0.00 0.00 0.00
10.00 0.00 0.00 0.00
12.50 0.44 0.00 0.44
15.00 0.17 0.00 0.17
17.50 0.15 0.00 0.15
20.00 0.13 0.00 0.13
22.50 0.12 0.00 0.12
25.00 0.08 0.00 0.08
27.50 0.08 0.00 0.08
30.00 0.07 0.00 0.07
32.50 0.07 0.00 0.07
35.00 0.06 0.00 0.06
37.50 0.05 0.00 0.05
40.00 0.04 0.00 0.04
42.50 0.04 0.00 0.04
45.00 0.04 0.00 0.04
47.50 0.04 0.00 0.04
50.00 0.04 0.00 0.04
52.50 0.04 0.00 0.04
55.00 0.04 0.00 0.04
57.50 0.01 0.00 0.01
60.00 0.00 0.00 0.00
62.50 0.00 0.00 0.00
65.00 0.00 0.00 0.00
67.50 0.00 0.00 0.00
70.00 0.00 0.00 0.00
72.50 0.00 0.00 0.00
75.00 0.00 0.00 0.00
77.50 0.00 0.00 0.00
80.00 0.00 0.00 0.00
82.50 0.00 0.00 0.00
85.00 0.00 0.00 0.00
87.50 0.00 0.00 0.00
90.00 0.00 0.00 0.00
92.50 0.00 0.00 0.00
95.00 0.00 0.00 0.00
97.50 0.00 0.00 0.00
100.00 0.00 0.00 0.00
102.50 0.00 0.00 0.00
105.00 0.00 0.00 0.00
107.50 0.00 0.00 0.00
110.00 0.00 0.00 0.00
112.50 0.00 0.00 0.00
115.00 0.00 0.00 0.00
117.50 0.00 0.00 0.00
120.00 0.00 0.00 0.00

54647 - Drainage_Pre-Post Type 1124-hr 2-Year Rainfall=3.47"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 30
Time span=0.00-120.00 hrs, dt=0.05 hrs, 2401 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment3S: Pre analysis point 1 Runoff Area=4.340 ac 4.61% Impervious Runoff Depth=0.74"
Flow Length=624' Tc=27.8 min CN=65 Runoff=2.36 cfs 0.266 af
Subcatchment4S: Post analysis point 1 Runoff Area=2.340 ac 48.29% Impervious Runoff Depth=1.68"
Tc=5.0 min CN=81 Runoff=7.10 cfs 0.328 af
Subcatchment7S: PRE ANALYSISPT 2 Runoff Area=1.110 ac 0.00% Impervious Runoff Depth=0.52"
Flow Length=114' Tc=32.3 min CN=60 Runoff=0.32 cfs 0.048 af
Subcatchment8S: BYPASS 1 Runoff Area=2.120 ac 9.91% Impervious Runoff Depth=0.88"
Flow Length=627' Tc=17.8 min CN=68 Runoff=1.99 cfs 0.156 af
Subcatchment9S: POST ANALYSIS PT 2 Runoff Area=1.000 ac 0.00% Impervious Runoff Depth=0.52"
Flow Length=93' Slope=0.0106 '/' Tc=28.5 min CN=60 Runoff=0.31 cfs 0.043 af
Pond 12P: POND Peak Elev=578.78' Storage=7,746 cf Inflow=7.10 cfs 0.328 af
Primary=0.41 cfs 0.328 af Secondary=0.00 cfs 0.000 af Outflow=0.41 cfs 0.328 af
Link 6L: PRE DEV Inflow=2.36 cfs 0.266 af
Primary=2.36 cfs 0.266 af
Link 11 L: POST DEV Inflow=2.08 cfs 0.485 af
Primary=2.08 cfs 0.485 af
Total Runoff Area = 10.910 ac Runoff Volume = 0.842 af Average Runoff Depth = 0.93"
85.88% Pervious = 9.370 ac 14.12% Impervious = 1.540 ac

54647 - Drainage_Pre-Post Type 1124-hr 2-Year Rainfall=3.47"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 31
Summary for Subcatchment 3S: Pre analysis point 1
Runoff = 2.36 cfs @ 12.26 hrs, Volume= 0.266 af, Depth= 0.74"
Routed to Link 6L : PRE DEV
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-Year Rainfall=3.47"
Area (ac) CN Description
3.070 60 Woods, Fair, HSG B
0.320 73 Woods, Fair, HSG C
0.200 79 Woods, Fair, HSG D
0.120 56 Brush, Fair, HSG B
0.080 70 Brush, Fair, HSG C
0.350 77 Brush, Fair, HSG D
0.100 98 Paved parking, HSG B
0.060 98 Paved parking, HSG C
0.040 98 Paved parking, HSG D
4.340 65 Weighted Average
4.140 95.39% Pervious Area
0.200 4.61% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs) _
13.9 100 0.0734 0.12 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 2.68"
3.9 254 0.0477 1.09 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
10.0 270 0.0391 0.45 1.34 Channel Flow, CHANNEL
Area= 3.0 sf Perim= 6.3' r= 0.48'
n= 0.400 Sheet flow: Woods+light brush
27.8 624 Total

54647 - Drainage_Pre-Post Type II 24-hr 2-Year Rainfall=3.47"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 32
Subcatchment 3S: Pre analysis point 1
Hydrograph
1 1 1 1 1 1 11 1
I 1 I I 1 I I 1 I 1 I 1 1 ❑Runoff
12.36 cfs I ' I I 1 I I 1 I I 1 I 1 I 1 1
11 I I 1 I I 1 I 'Type 11124-h r
1 1 1 1 1 1 r-Rl1 7`'
2 I I � I I I I I I I I I 2� ' `T`a'' 1 1ainfall rJ.� 1
1 ' ' 1 ' ' 'Runoff Awea=4.340 ad
1 1 I 1 1 I I I I I I I I I I I
1 1 1 1 1 1 Runoff Volume=0.266 of
y 11 1 1 1 I.
I Iu;ngff 1Depth=0.'741-'
' ' ' ' ' ' ' ' Fldw'ILength=624'
u_ 1 1
1 1 1 1 Tci;=27..1A'min
/ I I 1 i8 N76$
1 1 1 1 1 1 1 1 1
1 1 1 1 1 1 1 i 1 1
0 , .,(.,.K.,
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

54647 - Drainage_Pre-Post Type II 24-hr 2-Year Rainfall=3.47"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 33
Hydrograph for Subcatchment 3S: Pre analysis point 1
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
2.50 0.10 0.00 0.00
5.00 0.22 0.00 0.00
7.50 0.38 0.00 0.00
10.00 0.63 0.00 0.00
12.50 2.55 0.32 1.47
15.00 2.96 0.49 0.22
17.50 3.16 0.58 0.15
20.00 3.30 0.65 0.11
22.50 3.41 0.71 0.09
25.00 3.47 0.74 0.00
27.50 3.47 0.74 0.00
30.00 3.47 0.74 0.00
32.50 3.47 0.74 0.00
35.00 3.47 0.74 0.00
37.50 3.47 0.74 0.00
40.00 3.47 0.74 0.00
42.50 3.47 0.74 0.00
45.00 3.47 0.74 0.00
47.50 3.47 0.74 0.00
50.00 3.47 0.74 0.00
52.50 3.47 0.74 0.00
55.00 3.47 0.74 0.00
57.50 3.47 0.74 0.00
60.00 3.47 0.74 0.00
62.50 3.47 0.74 0.00
65.00 3.47 0.74 0.00
67.50 3.47 0.74 0.00
70.00 3.47 0.74 0.00
72.50 3.47 0.74 0.00
75.00 3.47 0.74 0.00
77.50 3.47 0.74 0.00
80.00 3.47 0.74 0.00
82.50 3.47 0.74 0.00
85.00 3.47 0.74 0.00
87.50 3.47 0.74 0.00
90.00 3.47 0.74 0.00
92.50 3.47 0.74 0.00
95.00 3.47 0.74 0.00
97.50 3.47 0.74 0.00
100.00 3.47 0.74 0.00
102.50 3.47 0.74 0.00
105.00 3.47 0.74 0.00
107.50 3.47 0.74 0.00
110.00 3.47 0.74 0.00
112.50 3.47 0.74 0.00
115.00 3.47 0.74 0.00
117.50 3.47 0.74 0.00
120.00 3.47 0.74 0.00

54647 - Drainage_Pre-Post Type II 24-hr 2-Year Rainfall=3.47"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 34
Summary for Subcatchment 4S: Post analysis point 1
Runoff = 7.10 cfs @ 11.96 hrs, Volume= 0.328 af, Depth= 1.68"
Routed to Pond 12P : POND
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-Year Rainfall=3.47"
Area (ac) CN Description
0.850 61 >75% Grass cover, Good, HSG B
0.010 74 >75% Grass cover, Good, HSG C
0.240 80 >75% Grass cover, Good, HSG D
1.000 98 Paved parking, HSG B
0.130 98 Paved parking, HSG C
0.110 60 Woods, Fair, HSG B
2.340 81 Weighted Average
1.210 51.71% Pervious Area
1.130 48.29% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, DIRECT
Subcatchment 4S: Post analysis point 1
Hydrograph
I I I I I
- I I I I I I ■Runoff
- ,, 7.10cfs -i 1 ,- -i - - -I -
7:v 1 1 I I 1 1 Type 11124-hr
6� I_ ' I 1 I 1 1 27 `tar Rllainfall=r3471' -
1 1 1 1 1 1Runbff Area=2.340 at
- -h -1- t -1- t -1 - H -h - I- t -1 1 1 1- -
5-/ 1 I 1 1 Runoff VoIum1eP0.328 af
w'-' _ 1 1 I 1
' 1 I I uln fflB 1
4 I I I I I Iclp T 1 °o _ 1 / 1 I 1 I I 1 1 I 1 Tc5.10 min
lL l
-
- - -r 1 1 -r 1 T 1 r 1 1- 1 - 1- rt 1- - ' rt 1 _
3� 1 1 1 1 1 1 I I I I I I I 1 CNP8I
_ I I 1 I 1 1 1 1 1 1 1 1 1 1 1
2:z 1 I / I I 1 1 I I I I I
I 1 1
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

54647 - Drainage_Pre-Post Type II 24-hr 2-Year Rainfall=3.47"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 35
Hydrograph for Subcatchment 4S: Post analysis point 1
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
2.50 0.10 0.00 0.00
5.00 0.22 0.00 0.00
7.50 0.38 0.00 0.00
10.00 0.63 0.01 0.04
12.50 2.55 0.98 0.61
15.00 2.96 1.28 0.19
17.50 3.16 1.44 0.12
20.00 3.30 1.55 0.09
22.50 3.41 1.64 0.08
25.00 3.47 1.68 0.00
27.50 3.47 1.68 0.00
30.00 3.47 1.68 0.00
32.50 3.47 1.68 0.00
35.00 3.47 1.68 0.00
37.50 3.47 1.68 0.00
40.00 3.47 1.68 0.00
42.50 3.47 1.68 0.00
45.00 3.47 1.68 0.00
47.50 3.47 1.68 0.00
50.00 3.47 1.68 0.00
52.50 3.47 1.68 0.00
55.00 3.47 1.68 0.00
57.50 3.47 1.68 0.00
60.00 3.47 1.68 0.00
62.50 3.47 1.68 0.00
65.00 3.47 1.68 0.00
67.50 3.47 1.68 0.00
70.00 3.47 1.68 0.00
72.50 3.47 1.68 0.00
75.00 3.47 1.68 0.00
77.50 3.47 1.68 0.00
80.00 3.47 1.68 0.00
82.50 3.47 1.68 0.00
85.00 3.47 1.68 0.00
87.50 3.47 1.68 0.00
90.00 3.47 1.68 0.00
92.50 3.47 1.68 0.00
95.00 3.47 1.68 0.00
97.50 3.47 1.68 0.00
100.00 3.47 1.68 0.00
102.50 3.47 1.68 0.00
105.00 3.47 1.68 0.00
107.50 3.47 1.68 0.00
110.00 3.47 1.68 0.00
112.50 3.47 1.68 0.00
115.00 3.47 1.68 0.00
117.50 3.47 1.68 0.00
120.00 3.47 1.68 0.00

54647 - Drainage_Pre-Post Type II 24-hr 2-Year Rainfall=3.47"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 36
Summary for Subcatchment 7S: PRE ANALYSIS PT 2
Runoff = 0.32 cfs @ 12.35 hrs, Volume= 0.048 af, Depth= 0.52"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-Year Rainfall=3.47"
Area (ac) CN Description
1.110 60 Woods, Fair, HSG B
1.110 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
31.9 100 0.0093 0.05 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 2.68"
0.4 14 0.0121 0.55 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
32.3 114 Total
Subcatchment 7S: PRE ANALYSIS PT 2
Hydrograph
1 1 1 1 1 1 1 • 1 1 • 1 I I I I I
0.34- 1 1 1 1 I 1 1 1 I I I I I •Runoff
0.32. 1 II 0.32 cfs I 1 1 I I 1 1 I 1 1 I I 1 I I 1 1 I I 1
0.3y / I I I I I I I I I I I
I p�Type RI24 hr
-1- 1 - r 7 - I- - -I- 7 -I - I- 7 I -c,2 N�fl 1 :11 r �o
0.28 ,- -I -/ - IH - I- t -I- tH - I- t -12�-{ all-- u,-faI193.4,�- -
0.26� ,_ H -/, -1 - H H - 1- + _1_ _H H - 1- -Rollo 1 1 Ate 1.�1 IV-at-
0.22� / -I 1- 1 Bumf lVmlume a0.048 af
cli 0,8 j 11 1 II Ou1�4 PP 90•$2'
LL 0.16� 1- ntl 1- �1�#'
0.14/ I I I 1 I I 1 I I I I I I I I I I 1
0.12 1 / 1 1 1 1 1 1 1 I I 1 I 1Ta=32.3 nnin
0.1? I I I I I I I I I I I I I I I I (lA'-
- - -1 - 77 - 1- T -I- 7 -I - I- 7 -1- r -I - I- 7 - I- 7 ' 'f1-/1r"11-
ait
0.08 1- 1 I -I - I H - I- t -1- t H - I- rt -I- t -I - I- I - I- fi -I - ]- H -
0.06� ,_ - H H - I- + -I- H H - I- H -I- f -I - I- 4 - I- + -I -
0.04- j_ �'��/// - I- 4 -I- -I - I- -I- -k -I I- -I - I- 1
0.02
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

54647 - Drainage_Pre-Post Type II 24-hr 2-Year Rainfall=3.47"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 37
Hydrograph for Subcatchment 7S: PRE ANALYSIS PT 2
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
2.50 0.10 0.00 0.00
5.00 0.22 0.00 0.00
7.50 0.38 0.00 0.00
10.00 0.63 0.00 0.00
12.50 2.55 0.19 0.27
15.00 2.96 0.32 0.05
17.50 3.16 0.39 0.03
20.00 3.30 0.45 0.02
22.50 3.41 0.49 0.02
25.00 3.47 0.52 0.00
27.50 3.47 0.52 0.00
30.00 3.47 0.52 0.00
32.50 3.47 0.52 0.00
35.00 3.47 0.52 0.00
37.50 3.47 0.52 0.00
40.00 3.47 0.52 0.00
42.50 3.47 0.52 0.00
45.00 3.47 0.52 0.00
47.50 3.47 0.52 0.00
50.00 3.47 0.52 0.00
52.50 3.47 0.52 0.00
55.00 3.47 0.52 0.00
57.50 3.47 0.52 0.00
60.00 3.47 0.52 0.00
62.50 3.47 0.52 0.00
65.00 3.47 0.52 0.00
67.50 3.47 0.52 0.00
70.00 3.47 0.52 0.00
72.50 3.47 0.52 0.00
75.00 3.47 0.52 0.00
77.50 3.47 0.52 0.00
80.00 3.47 0.52 0.00
82.50 3.47 0.52 0.00
85.00 3.47 0.52 0.00
87.50 3.47 0.52 0.00
90.00 3.47 0.52 0.00
92.50 3.47 0.52 0.00
95.00 3.47 0.52 0.00
97.50 3.47 0.52 0.00
100.00 3.47 0.52 0.00
102.50 3.47 0.52 0.00
105.00 3.47 0.52 0.00
107.50 3.47 0.52 0.00
110.00 3.47 0.52 0.00
112.50 3.47 0.52 0.00
115.00 3.47 0.52 0.00
117.50 3.47 0.52 0.00
120.00 3.47 0.52 0.00

54647 - Drainage_Pre-Post Type 1124-hr 2-Year Rainfall=3.47"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 38
Summary for Subcatchment 8S: BYPASS 1
Runoff = 1.99 cfs @ 12.12 hrs, Volume= 0.156 af, Depth= 0.88"
Routed to Link 11 L : POST DEV
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-Year Rainfall=3.47"
Area (ac) CN Description
1.180 60 Woods, Fair, HSG B
0.130 73 Woods, Fair, HSG C
0.170 61 >75% Grass cover, Good, HSG B
0.120 74 >75% Grass cover, Good, HSG C
0.310 80 >75% Grass cover, Good, HSG D
0.080 98 Paved parking, HSG B
0.090 98 Paved parking, HSG C
0.040 98 Paved parking, HSG D
2.120 68 Weighted Average
1.910 90.09% Pervious Area
0.210 9.91% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) _ (feet) (ft/ft) (ft/sec) (cfs)
13.9 100 0.0734 0.12 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 2.68"
3.8 249 0.0472 1.09 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.1 278 0.0398 37.88 454.62 Channel Flow,
Area= 12.0 sf Perim= 7.2' r= 1.67'
n= 0.011 Concrete pipe, straight & clean
17.8 627 Total

54647 - Drainage_Pre-Post Type II 24-hr 2-Year Rainfall=3.47"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 39
Subcatchment 8S: BYPASS 1
Hydrograph
Z I I I I I I 1 I I I
- I II I I I I I I I I I ' I I I ■Runoff
1.9901 T T T 1 T 7
2 I 1 I 1 1 1 1 1 (Type I1124-hr
i I I 1 1 2�Yearl Rlainfall�3.47"
1 I 1 1 I I 1Rundff Awea=2.120 at
I I I I I I I I I I I I I I I I I I I I I/
I I 1 I I 1 Runoff Volume=0.156 of
y 1 I Ou;ngff 11Depth40.081'
/
1 1 1 1 FIdwlLength=627'
u_ / 1 1 1 1 1 1 1 1 1
/ 1 1 I 1 1 I 1Tci;=17.18 min
/ 1 1 I 1 1 I 1 1 I rl id.
I I I I I I I I I I
I I I I I ' 1 1
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

54647 - Drainage_Pre-Post Type II 24-hr 2-Year Rainfall=3.47"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 40
Hydrograph for Subcatchment 8S: BYPASS 1
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
2.50 0.10 0.00 0.00
5.00 0.22 0.00 0.00
7.50 0.38 0.00 0.00
10.00 0.63 0.00 0.00
12.50 2.55 0.41 0.57
15.00 2.96 0.61 0.12
17.50 3.16 0.71 0.08
20.00 3.30 0.79 0.06
22.50 3.41 0.85 0.05
25.00 3.47 0.88 0.00
27.50 3.47 0.88 0.00
30.00 3.47 0.88 0.00
32.50 3.47 0.88 0.00
35.00 3.47 0.88 0.00
37.50 3.47 0.88 0.00
40.00 3.47 0.88 0.00
42.50 3.47 0.88 0.00
45.00 3.47 0.88 0.00
47.50 3.47 0.88 0.00
50.00 3.47 0.88 0.00
52.50 3.47 0.88 0.00
55.00 3.47 0.88 0.00
57.50 3.47 0.88 0.00
60.00 3.47 0.88 0.00
62.50 3.47 0.88 0.00
65.00 3.47 0.88 0.00
67.50 3.47 0.88 0.00
70.00 3.47 0.88 0.00
72.50 3.47 0.88 0.00
75.00 3.47 0.88 0.00
77.50 3.47 0.88 0.00
80.00 3.47 0.88 0.00
82.50 3.47 0.88 0.00
85.00 3.47 0.88 0.00
87.50 3.47 0.88 0.00
90.00 3.47 0.88 0.00
92.50 3.47 0.88 0.00
95.00 3.47 0.88 0.00
97.50 3.47 0.88 0.00
100.00 3.47 0.88 0.00
102.50 3.47 0.88 0.00
105.00 3.47 0.88 0.00
107.50 3.47 0.88 0.00
110.00 3.47 0.88 0.00
112.50 3.47 0.88 0.00
115.00 3.47 0.88 0.00
117.50 3.47 0.88 0.00
120.00 3.47 0.88 0.00

54647 - Drainage_Pre-Post Type II 24-hr 2-Year Rainfall=3.47"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 41
Summary for Subcatchment 9S: POST ANALYSIS PT 2
Runoff = 0.31 cfs @ 12.30 hrs, Volume= 0.043 af, Depth= 0.52"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 2-Year Rainfall=3.47"
Area (ac) CN Description
1.000 60 Woods, Fair, HSG B
1.000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
28.5 93 0.0106 0.05 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 2.68"
Subcatchment 9S: POST ANALYSIS PT 2
Hydrograph
-I- 4 -I- HH - I- 4 -I- HH - I- H -I- -1 - I- 4 -I - H -
0.34i-/ I I 1 1 I 1 I I 1 I 1 I I 1 I 1 1 I I 1 ■Runoff
0.324-/ I 10.31 cfs l 1 I 1 I I 1 I 1 I I 1 I I 1 1 I I 1
0.3 I 1 I 1 I I 1 I 1 I I -TYPE) 14
/ 1 I �PI2 hr
0.28� I 1 I 1 I I 1 I 1 I I' "IarI nIn� ��I p
•1T 7
0.267 0.24/
11- - -1- TT - 1- T -1- TT - I- -RLinbffTA1-ea=I.00Oa-it
- -1- 1- - I- rt -I- -r - I- rt -1- -r -I - rrt - I- 4 -1 - r4 -
0.22� d H + -I- H H I + I H H Runof'fIVoIume=10A4�a af-
- 0.18 11 1 I LL 1 1 11 LJ 11 L 1 't_u1I`L"A 7 • _[�
0 0.167- 1FI�WI to Ii'�7d�-
u 0.14� I 1 I 1 1 I I 1 1 I 1 1 I I 1 I I 1 1 II r11
0.12 I - 1 1 1 1 1 1 1 1 1 1 1 1 1 1Io1pe=0. IV V V /'-
0.1 I 1 1 1 1 1 1 ITQ -L
-IT I T T I T I I T I T -I � � � 0. 1�1
0.08 1- jT 1 r I T 1 I -r r rt T aN60
0.04- 4 H - I 4 - I- 4 - - - - - - - -
0.00 ������������������������������ ������� �� ����������
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110' 115 120
Time (hours)

54647 - Drainage_Pre-Post Type II 24-hr 2-Year Rainfall=3.47"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 42
Hydrograph for Subcatchment 9S: POST ANALYSIS PT 2
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
2.50 0.10 0.00 0.00
5.00 0.22 0.00 0.00
7.50 0.38 0.00 0.00
10.00 0.63 0.00 0.00
12.50 2.55 0.19 0.22
15.00 2.96 0.32 0.04
17.50 3.16 0.39 0.03
20.00 3.30 0.45 0.02
22.50 3.41 0.49 0.02
25.00 3.47 0.52 0.00
27.50 3.47 0.52 0.00
30.00 3.47 0.52 0.00
32.50 3.47 0.52 0.00
35.00 3.47 0.52 0.00
37.50 3.47 0.52 0.00
40.00 3.47 0.52 0.00
42.50 3.47 0.52 0.00
45.00 3.47 0.52 0.00
47.50 3.47 0.52 0.00
50.00 3.47 0.52 0.00
52.50 3.47 0.52 0.00
55.00 3.47 0.52 0.00
57.50 3.47 0.52 0.00
60.00 3.47 0.52 0.00
62.50 3.47 0.52 0.00
65.00 3.47 0.52 0.00
67.50 3.47 0.52 0.00
70.00 3.47 0.52 0.00
72.50 3.47 0.52 0.00
75.00 3.47 0.52 0.00
77.50 3.47 0.52 0.00
80.00 3.47 0.52 0.00
82.50 3.47 0.52 0.00
85.00 3.47 0.52 0.00
87.50 3.47 0.52 0.00
90.00 3.47 0.52 0.00
92.50 3.47 0.52 0.00
95.00 3.47 0.52 0.00
97.50 3.47 0.52 0.00
100.00 3.47 0.52 0.00
102.50 3.47 0.52 0.00
105.00 3.47 0.52 0.00
107.50 3.47 0.52 0.00
110.00 3.47 0.52 0.00
112.50 3.47 0.52 0.00
115.00 3.47 0.52 0.00
117.50 3.47 0.52 0.00
120.00 3.47 0.52 0.00

54647 - Drainage_Pre-Post Type 1124-hr 2-Year Rainfall=3.47"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 43
Summary for Pond 12P: POND
Inflow Area = 2.340 ac, 48.29% Impervious, Inflow Depth = 1.68" for 2-Year event
Inflow = 7.10 cfs @ 11.96 hrs, Volume= 0.328 af
Outflow = 0.41 cfs @ 12.95 hrs, Volume= 0.328 af, Atten= 94%, Lag= 59.5 min
Primary = 0.41 cfs @ 12.95 hrs, Volume= 0.328 af
Routed to Link 11 L : POST DEV
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link 11 L : POST DEV
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 578.78'@ 12.95 hrs Surf.Area= 5,138 sf Storage= 7,746 cf
Plug-Flow detention time=767.0 min calculated for 0.328 af(100% of inflow)
Center-of-Mass det. time= 767.6 min ( 1,599.0 - 831.4 )
Volume Invert Avail.Storage Storage Description
#1 577.00' 38,262 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
577.00 3,579 0 0
578.00 4,438 4,009 4,009
579.00 5,335 4,887 8,895
580.00 6,289 5,812 14,707
581.00 7,299 6,794 21,501
582.00 8,366 7,833 29,334
583.00 9,490 8,928 38,262
Device Routing Invert Outlet Devices
#1 Primary 575.50' 15.0" Round Culvert
L= 57.4' RCP, rounded edge headwall, Ke= 0.100
Inlet/ Outlet Invert= 575.50'/ 573.63' S= 0.0326 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.23 sf
#2 Device 1 575.50' SAND FILTER
Head (feet) 0.00 1.00 1.50 2.50 3.50 4.50 5.50 6.50
Disch. (cfs) 0.000 0.032 0.037 0.048 0.058 0.069 0.080 0.090
#3 Device 1 577.67' 1.2" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#4 Device 1 578.60' 15.0" W x 3.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5 Device 1 579.63' 6.0" W x 3.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#6 Device 1 580.20' 6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#7 Device 1 580.80' 1.2' long x 0.5' breadth Broad-Crested Rectangular Weir X 4.00
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
#8 Device 1 581.00' 3.0' long x 0.5' breadth Broad-Crested Rectangular Weir X 4.00
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
#9 Secondary 582.00' 20.0' long x 16.0' breadth EMERGENCY SPILLWAY
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60

54647 - Drainage_Pre-Post Type II 24-hr 2-Year Rainfall=3.47"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 44
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=0.40 cfs @ 12.95 hrs HW=578.78' (Free Discharge)
Lam=Culvert (Passes 0.40 cfs of 12.46 cfs potential flow)
—2=SAND FILTER (Custom Controls 0.06 cfs)
—3=Orifice/Grate (Orifice Controls 0.04 cfs @ 4.96 fps)
—4=Orifice/Grate (Orifice Controls 0.31 cfs @ 1.36 fps)
—5=Orifice/Grate ( Controls 0.00 cfs)
—6=Orifice/Grate ( Controls 0.00 cfs)
—7=Broad-Crested Rectangular Weir( Controls 0.00 cfs)
—8=Broad-Crested Rectangular Weir( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=577.00' (Free Discharge)
L9=EMERGENCY SPILLWAY( Controls 0.00 cfs)
Pond 12P: POND
Hydrograph
I I I I I I I I
7.10 cfs I I I I I I I I I —I I
— - - — — I— — — I— T — ■Inflow
■Outflow
M primary
1 1 I I I I I Inflow Area72. Olac
■Secondary
/
1 4 -1 — I— I- 4 -1 — I— I- 4 -1 - StOrac1e -7-1-46-cf -
6- / I I I I I I I I I I I I 1 r 1 1
5
'1
N - z 1 1 I I I I I I I I I II I I II 1 1
4 l
3 , 1 I I I 1 I 1 I 1 1 I 1 1 1 1 1 1 I
- /1 1 " I I I I I 1
3�
, 1 1 I I I I I I
- - ,I I 1 1 I I I
21-/ z 1 1 1 1 I
0.41 o s /////Z
'
Io.00cfs Apr
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

54647 - Drainage_Pre-Post Type 1124-hr 2-Year Rainfall=3.47"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 45
Pond 12P: POND
Stage-Discharge
I I I I I I ❑Total
583 ❑Primary
❑Secondary
EMERGENCY SPILLWAY
582 1 1 I
1
../� Broad-Crested Rectangular Weir
Broad-Crested Rectangular Weir I
581 I
5 O % Orifice/Grate 1
1 1 I
// Orifice/Grate
0 580 %Lij �
Orifice/Grate
579 j
I I I I I I
578 Orifice/Grate I
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70
Discharge (cfs)
Pond 12P: POND
Stage-Area-Storage
Surface/Horizontal/Wetted Area(sq-ft)
0 500 1,000 1,500 2,000 2,500 3,000 3,5004,000 4,500 5,000 5,500 6,000 6,500 7,000 7,500 8,000 8,500 9,000 ID Surface
. . ' . . . ! . . . '
. . . . . . !
. . . I . ( . I
. . . ! . . . I . . . I
. . . 1 , , . I . . . ' . . . 1 . . . I . . . ' . . . ! . . . ❑Storage
:::
� I I I II I I I 1 1 I 1 I I I ////' II I I I
_ I I I I �� 1 I 1 //�� I I I I I
' ,, " I I I II I I I
581
I , / I II I 1 I II 1 11
a 580- 1 I I I II I I I I II I I I
d _ — I H + + I -L I i+ r IH H + II I H r H
W - " I I I I I I II I I I
579
- n — rr1- I1 ttr1r - + II1rtrr
578
II I I I I II I I I
/ / /
- Custom Stage Data / z / /
577
0 5,000 10,000 15,000 20,000 25,000 30,000 35,000
Storage(cubic-feet)

54647 - Drainage_Pre-Post Type II 24-hr 2-Year Rainfall=3.47"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 46
Hydrograph for Pond 12P: POND
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0 577.00 0.00 0.00 0.00
2.50 0.00 0 577.00 0.00 0.00 0.00
5.00 0.00 0 577.00 0.00 0.00 0.00
7.50 0.00 0 577.00 0.00 0.00 0.00
10.00 0.04 59 577.02 0.01 0.01 0.00
12.50 0.61 7,590 578.75 0.33 0.33 0.00
15.00 0.19 7,353 578.70 0.23 0.23 0.00
17.50 0.12 7,092 578.65 0.14 0.14 0.00
20.00 0.09 6,936 578.62 0.10 0.10 0.00
22.50 0.08 6,818 578.60 0.09 0.09 0.00
25.00 0.00 6,446 578.52 0.09 0.09 0.00
27.50 0.00 5,685 578.36 0.08 0.08 0.00
30.00 0.00 4,971 578.21 0.08 0.08 0.00
32.50 0.00 4,306 578.07 0.07 0.07 0.00
35.00 0.00 3,696 577.93 0.06 0.06 0.00
37.50 0.00 3,150 577.80 0.06 0.06 0.00
40.00 0.00 2,690 577.69 0.05 0.05 0.00
42.50 0.00 2,292 577.60 0.04 0.04 0.00
45.00 0.00 1,905 577.50 0.04 0.04 0.00
47.50 0.00 1,527 577.41 0.04 0.04 0.00
50.00 0.00 1,158 577.31 0.04 0.04 0.00
52.50 0.00 799 577.22 0.04 0.04 0.00
55.00 0.00 449 577.12 0.04 0.04 0.00
57.50 0.00 131 577.04 0.02 0.02 0.00
60.00 0.00 27 577.01 0.00 0.00 0.00
62.50 0.00 6 577.00 0.00 0.00 0.00
65.00 0.00 1 577.00 0.00 0.00 0.00
67.50 0.00 0 577.00 0.00 0.00 0.00
70.00 0.00 0 577.00 0.00 0.00 0.00
72.50 0.00 0 577.00 0.00 0.00 0.00
75.00 0.00 0 577.00 0.00 0.00 0.00
77.50 0.00 0 577.00 0.00 0.00 0.00
80.00 0.00 0 577.00 0.00 0.00 0.00
82.50 0.00 0 577.00 0.00 0.00 0.00
85.00 0.00 0 577.00 0.00 0.00 0.00
87.50 0.00 0 577.00 0.00 0.00 0.00
90.00 0.00 0 577.00 0.00 0.00 0.00
92.50 0.00 0 577.00 0.00 0.00 0.00
95.00 0.00 0 577.00 0.00 0.00 0.00
97.50 0.00 0 577.00 0.00 0.00 0.00
100.00 0.00 0 577.00 0.00 0.00 0.00
102.50 0.00 0 577.00 0.00 0.00 0.00
105.00 0.00 0 577.00 0.00 0.00 0.00
107.50 0.00 0 577.00 0.00 0.00 0.00
110.00 0.00 0 577.00 0.00 0.00 0.00
112.50 0.00 0 577.00 0.00 0.00 0.00
115.00 0.00 0 577.00 0.00 0.00 0.00
117.50 0.00 0 577.00 0.00 0.00 0.00
120.00 0.00 0 577.00 0.00 0.00 0.00

54647 - Drainage_Pre-Post Type 1124-hr 2-Year Rainfall=3.47"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 47
Stage-Discharge for Pond 12P: POND
Elevation Discharge Primary Secondary Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (cfs) (feet) (cfs) (cfs) (cfs)
577.00 0.00 0.00 0.00 582.20 21.86 17.06 4.79
577.10 0.04 0.04 0.00 582.30 26.02 17.18 8.84
577.20 0.04 0.04 0.00 582.40 30.96 17.29 13.66
577.30 0.04 0.04 0.00 582.50 36.50 17.41 19.09
577.40 0.04 0.04 0.00 582.60 42.62 17.52 25.10
577.50 0.04 0.04 0.00 582.70 48.91 17.64 31.27
577.60 0.04 0.04 0.00 582.80 55.53 17.75 37.78
577.70 0.05 0.05 0.00 582.90 62.86 17.86 45.00
577.80 0.06 0.06 0.00 583.00 70.57 17.97 52.60
577.90 0.06 0.06 0.00
578.00 0.07 0.07 0.00
578.10 0.07 0.07 0.00
578.20 0.08 0.08 0.00
578.30 0.08 0.08 0.00
578.40 0.08 0.08 0.00
578.50 0.09 0.09 0.00
578.60 0.09 0.09 0.00
578.70 0.22 0.22 0.00
578.80 0.45 0.45 0.00
578.90 0.71 0.71 0.00
579.00 0.88 0.88 0.00
579.10 1.02 1.02 0.00
579.20 1.14 1.14 0.00
579.30 1.25 1.25 0.00
579.40 1.35 1.35 0.00
579.50 1.44 1.44 0.00
579.60 1.52 1.52 0.00
579.70 1.63 1.63 0.00
579.80 1.79 1.79 0.00
579.90 1.97 1.97 0.00
580.00 2.12 2.12 0.00
580.10 2.24 2.24 0.00
580.20 2.36 2.36 0.00
580.30 2.49 2.49 0.00
580.40 2.68 2.68 0.00
580.50 2.89 2.89 0.00
580.60 3.12 3.12 0.00
580.70 3.31 3.31 0.00
580.80 3.49 3.49 0.00
580.90 4.07 4.07 0.00
581.00 4.99 4.99 0.00
581.10 7.25 7.25 0.00
581.20 10.61 10.61 0.00
581.30 14.92 14.92 0.00
581.40 16.10 16.10 0.00
581.50 16.23 16.23 0.00
581.60 16.35 16.35 0.00
581.70 16.47 16.47 0.00
581.80 16.59 16.59 0.00
581.90 16.71 16.71 0.00
582.00 16.83 16.83 0.00
582.10 18.64 16.95 1.69

54647 - Drainage_Pre-Post Type 1124-hr 2-Year Rainfall=3.47"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 48
Stage-Area-Storage for Pond 12P: POND
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
577.00 3,579 0 582.20 8,591 31,029
577.10 3,665 362 582.30 8,703 31,894
577.20 3,751 733 582.40 8,816 32,770
577.30 3,837 1,112 582.50 8,928 33,657
577.40 3,923 1,500 582.60 9,040 34,555
577.50 4,009 1,897 582.70 9,153 35,465
577.60 4,094 2,302 582.80 9,265 36,386
577.70 4,180 2,716 582.90 9,378 37,318
577.80 4,266 3,138 583.00 9,490 38,262
577.90 4,352 3,569
578.00 4,438 4,009
578.10 4,528 4,457
578.20 4,617 4,914
578.30 4,707 5,380
578.40 4,797 5,855
578.50 4,887 6,340
578.60 4,976 6,833
578.70 5,066 7,335
578.80 5,156 7,846
578.90 5,245 8,366
579.00 5,335 8,895
579.10 5,430 9,433
579.20 5,526 9,981
579.30 5,621 10,538
579.40 5,717 11,105
579.50 5,812 11,682
579.60 5,907 12,268
579.70 6,003 12,863
579.80 6,098 13,468
579.90 6,194 14,083
580.00 6,289 14,707
580.10 6,390 15,341
580.20 6,491 15,985
580.30 6,592 16,639
580.40 6,693 17,303
580.50 6,794 17,978
580.60 6,895 18,662
580.70 6,996 19,357
580.80 7,097 20,061
580.90 7,198 20,776
581.00 7,299 21,501
581.10 7,406 22,236
581.20 7,512 22,982
581.30 7,619 23,739
581.40 7,726 24,506
581.50 7,833 25,284
581.60 7,939 26,072
581.70 8,046 26,872
581.80 8,153 27,682
581.90 8,259 28,502
582.00 8,366 29,334
582.10 8,478 30,176

54647 - Drainage_Pre-Post Type 1124-hr 2-Year Rainfall=3.47"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 49
Summary for Link 6L: PRE DEV
Inflow Area = 4.340 ac, 4.61% Impervious, Inflow Depth = 0.74" for 2-Year event
Inflow = 2.36 cfs @ 12.26 hrs, Volume= 0.266 af
Primary = 2.36 cfs @ 12.26 hrs, Volume= 0.266 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 6L: PRE DEV
Hydrograph
I I I I I 1 I 1 I I 1 I 1
I I 1 I 1 I 1 I 1 I I 1 I 1 ❑ Inflow
- 12.36 I I I I I I I I I I I I I ❑Primary1
- l2.375 I I I I I I I Inflow lArea=4.3401ac
L L _ I_ 1 _1 _ L J 1 L A 1 1 I L _ 1_ L _ 1_ 1
/ I 11 11 I I I I I I I I
2—' I I I I I I I I I I I I I I I I I I I
/ 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 1 I I I I
-
1 11 1 1 1 1 I I I I
0 - / 1 1 1 1 1 1 1 1 1 I I I I
3 1
0
T.
1
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

54647 - Drainage_Pre-Post Type II 24-hr 2-Year Rainfall=3.47"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 50
Hydrograph for Link 6L: PRE DEV
Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs)
0.00 0.00 0.00 0.00
2.50 0.00 0.00 0.00
5.00 0.00 0.00 0.00
7.50 0.00 0.00 0.00
10.00 0.00 0.00 0.00
12.50 1.47 0.00 1.47
15.00 0.22 0.00 0.22
17.50 0.15 0.00 0.15
20.00 0.11 0.00 0.11
22.50 0.09 0.00 0.09
25.00 0.00 0.00 0.00
27.50 0.00 0.00 0.00
30.00 0.00 0.00 0.00
32.50 0.00 0.00 0.00
35.00 0.00 0.00 0.00
37.50 0.00 0.00 0.00
40.00 0.00 0.00 0.00
42.50 0.00 0.00 0.00
45.00 0.00 0.00 0.00
47.50 0.00 0.00 0.00
50.00 0.00 0.00 0.00
52.50 0.00 0.00 0.00
55.00 0.00 0.00 0.00
57.50 0.00 0.00 0.00
60.00 0.00 0.00 0.00
62.50 0.00 0.00 0.00
65.00 0.00 0.00 0.00
67.50 0.00 0.00 0.00
70.00 0.00 0.00 0.00
72.50 0.00 0.00 0.00
75.00 0.00 0.00 0.00
77.50 0.00 0.00 0.00
80.00 0.00 0.00 0.00
82.50 0.00 0.00 0.00
85.00 0.00 0.00 0.00
87.50 0.00 0.00 0.00
90.00 0.00 0.00 0.00
92.50 0.00 0.00 0.00
95.00 0.00 0.00 0.00
97.50 0.00 0.00 0.00
100.00 0.00 0.00 0.00
102.50 0.00 0.00 0.00
105.00 0.00 0.00 0.00
107.50 0.00 0.00 0.00
110.00 0.00 0.00 0.00
112.50 0.00 0.00 0.00
115.00 0.00 0.00 0.00
117.50 0.00 0.00 0.00
120.00 0.00 0.00 0.00

54647 - Drainage_Pre-Post Type 1124-hr 2-Year Rainfall=3.47"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 51
Summary for Link 11 L: POST DEV
Inflow Area = 4.460 ac, 30.04% Impervious, Inflow Depth = 1.30" for 2-Year event
Inflow = 2.08 cfs @ 12.12 hrs, Volume= 0.485 af
Primary = 2.08 cfs @ 12.12 hrs, Volume= 0.485 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 11 L: POST DEV
Hydrograph
/ ❑ Inflow
12.08 cfs ❑Primary
- —I2°;fs.r InflowlArea=4.4&0 ac
2—
/
V1
O
LL
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

54647 - Drainage_Pre-Post Type II 24-hr 2-Year Rainfall=3.47"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 52
Hydrograph for Link 11 L: POST DEV
Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs)
0.00 0.00 0.00 0.00
2.50 0.00 0.00 0.00
5.00 0.00 0.00 0.00
7.50 0.00 0.00 0.00
10.00 0.01 0.00 0.01
12.50 0.89 0.00 0.89
15.00 0.35 0.00 0.35
17.50 0.22 0.00 0.22
20.00 0.16 0.00 0.16
22.50 0.14 0.00 0.14
25.00 0.09 0.00 0.09
27.50 0.08 0.00 0.08
30.00 0.08 0.00 0.08
32.50 0.07 0.00 0.07
35.00 0.06 0.00 0.06
37.50 0.06 0.00 0.06
40.00 0.05 0.00 0.05
42.50 0.04 0.00 0.04
45.00 0.04 0.00 0.04
47.50 0.04 0.00 0.04
50.00 0.04 0.00 0.04
52.50 0.04 0.00 0.04
55.00 0.04 0.00 0.04
57.50 0.02 0.00 0.02
60.00 0.00 0.00 0.00
62.50 0.00 0.00 0.00
65.00 0.00 0.00 0.00
67.50 0.00 0.00 0.00
70.00 0.00 0.00 0.00
72.50 0.00 0.00 0.00
75.00 0.00 0.00 0.00
77.50 0.00 0.00 0.00
80.00 0.00 0.00 0.00
82.50 0.00 0.00 0.00
85.00 0.00 0.00 0.00
87.50 0.00 0.00 0.00
90.00 0.00 0.00 0.00
92.50 0.00 0.00 0.00
95.00 0.00 0.00 0.00
97.50 0.00 0.00 0.00
100.00 0.00 0.00 0.00
102.50 0.00 0.00 0.00
105.00 0.00 0.00 0.00
107.50 0.00 0.00 0.00
110.00 0.00 0.00 0.00
112.50 0.00 0.00 0.00
115.00 0.00 0.00 0.00
117.50 0.00 0.00 0.00
120.00 0.00 0.00 0.00

54647 - Drainage_Pre-Post Type II 24-hr 10-Year Rainfall=5.05"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 53
Time span=0.00-120.00 hrs, dt=0.05 hrs, 2401 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment3S: Pre analysis point 1 Runoff Area=4.340 ac 4.61% Impervious Runoff Depth=1.69"
Flow Length=624' Tc=27.8 min CN=65 Runoff=6.26 cfs 0.610 af
Subcatchment4S: Post analysis point 1 Runoff Area=2.340 ac 48.29% Impervious Runoff Depth=3.03"
Tc=5.0 min CN=81 Runoff=12.57 cfs 0.591 af
Subcatchment7S: PRE ANALYSISPT 2 Runoff Area=1.110 ac 0.00% Impervious Runoff Depth=1.33"
Flow Length=114' Tc=32.3 min CN=60 Runoff=1.07 cfs 0.123 af
Subcatchment8S: BYPASS 1 Runoff Area=2.120 ac 9.91% Impervious Runoff Depth=1.92"
Flow Length=627' Tc=17.8 min CN=68 Runoff=4.68 cfs 0.338 af
Subcatchment9S: POST ANALYSISPT 2 Runoff Area=1.000 ac 0.00% Impervious Runoff Depth=1.33"
Flow Length=93' Slope=0.0106 '/' Tc=28.5 min CN=60 Runoff=1.05 cfs 0.111 af
Pond 12P: POND Peak Elev=579.63' Storage=12,463 cf Inflow=12.57 cfs 0.591 af
Primary=1.55 cfs 0.591 af Secondary=0.00 cfs 0.000 af Outflow=1.55 cfs 0.591 af
Link 6L: PRE DEV Inflow=6.26 cfs 0.610 af
Primary=6.26 cfs 0.610 af
Link 11 L: POST DEV Inflow=6.21 cfs 0.929 af
Primary=6.21 cfs 0.929 af
Total Runoff Area = 10.910 ac Runoff Volume = 1.773 af Average Runoff Depth = 1.95"
85.88% Pervious = 9.370 ac 14.12% Impervious = 1.540 ac

54647 - Drainage_Pre-Post Type II 24-hr 10-Year Rainfall=5.05"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 54
Summary for Subcatchment 3S: Pre analysis point 1
Runoff = 6.26 cfs @ 12.24 hrs, Volume= 0.610 af, Depth= 1.69"
Routed to Link 6L : PRE DEV
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-Year Rainfall=5.05"
Area (ac) CN Description
3.070 60 Woods, Fair, HSG B
0.320 73 Woods, Fair, HSG C
0.200 79 Woods, Fair, HSG D
0.120 56 Brush, Fair, HSG B
0.080 70 Brush, Fair, HSG C
0.350 77 Brush, Fair, HSG D
0.100 98 Paved parking, HSG B
0.060 98 Paved parking, HSG C
0.040 98 Paved parking, HSG D
4.340 65 Weighted Average
4.140 95.39% Pervious Area
0.200 4.61% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
13.9 100 0.0734 0.12 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 2.68"
3.9 254 0.0477 1.09 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
10.0 270 0.0391 0.45 1.34 Channel Flow, CHANNEL
Area= 3.0 sf Perim= 6.3' r= 0.48'
n= 0.400 Sheet flow: Woods+light brush
27.8 624 Total

54647 - Drainage_Pre-Post Type II 24-hr 10-Year Rainfall=5.05"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 55
Subcatchment 3S: Pre analysis point 1
Hydrograph
I I I I I I 7 1 1 I I 7 1 -
7- 1 I 1 I I 1 I I 1 I 1 1 I I 1 1 ■Runoff
1626.fs I I I 1 I I 1 I I 1 I 1 1 I I 1 1
6L 1 I I 1 I I 1 I I 1 I IType 1*I12411r -
1 1 1 1 1 10-Year, kai 1nf0=ir5.00"
5:- 1 ' 1 ' ' 1 ' ' 'Runoff Area=4.340 ad_ 1 I I 1 I I 1 I I 1 1 I 1 1 I I 1 1
- 1 -+ 1 I 1 -i + 1 d- RuneffVoI611x11e0-.610-a -
w 4� 1 I I 1 I 1 I ilulnQffl1D9P;h71.1,691.1
rt fi 1 rt 1 rt fi 1 r IOrtw'Le-nc1th=624+ -
3_ 1 / 1 I I 1 I I 1 I I 1 1 I 1 1 III
I I 1 I I 1 I I 1 1 1 ITc=27.18 min
2� l 1 1 1 1 11 III 1 1 %f��6ri
1� 1i I
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

54647 - Drainage_Pre-Post Type II 24-hr 10-Year Rainfall=5.05"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 56
Hydrograph for Subcatchment 3S: Pre analysis point 1
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
2.50 0.14 0.00 0.00
5.00 0.32 0.00 0.00
7.50 0.55 0.00 0.00
10.00 0.91 0.00 0.00
12.50 3.71 0.87 3.51
15.00 4.31 1.21 0.44
17.50 4.60 1.40 0.28
20.00 4.81 1.53 0.20
22.50 4.96 1.63 0.17
25.00 5.05 1.69 0.00
27.50 5.05 1.69 0.00
30.00 5.05 1.69 0.00
32.50 5.05 1.69 0.00
35.00 5.05 1.69 0.00
37.50 5.05 1.69 0.00
40.00 5.05 1.69 0.00
42.50 5.05 1.69 0.00
45.00 5.05 1.69 0.00
47.50 5.05 1.69 0.00
50.00 5.05 1.69 0.00
52.50 5.05 1.69 0.00
55.00 5.05 1.69 0.00
57.50 5.05 1.69 0.00
60.00 5.05 1.69 0.00
62.50 5.05 1.69 0.00
65.00 5.05 1.69 0.00
67.50 5.05 1.69 0.00
70.00 5.05 1.69 0.00
72.50 5.05 1.69 0.00
75.00 5.05 1.69 0.00
77.50 5.05 1.69 0.00
80.00 5.05 1.69 0.00
82.50 5.05 1.69 0.00
85.00 5.05 1.69 0.00
87.50 5.05 1.69 0.00
90.00 5.05 1.69 0.00
92.50 5.05 1.69 0.00
95.00 5.05 1.69 0.00
97.50 5.05 1.69 0.00
100.00 5.05 1.69 0.00
102.50 5.05 1.69 0.00
105.00 5.05 1.69 0.00
107.50 5.05 1.69 0.00
110.00 5.05 1.69 0.00
112.50 5.05 1.69 0.00
115.00 5.05 1.69 0.00
117.50 5.05 1.69 0.00
120.00 5.05 1.69 0.00

54647 - Drainage_Pre-Post Type II 24-hr 10-Year Rainfall=5.05"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 57
Summary for Subcatchment 4S: Post analysis point 1
Runoff = 12.57 cfs @ 11.96 hrs, Volume= 0.591 af, Depth= 3.03"
Routed to Pond 12P : POND
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-Year Rainfall=5.05"
Area (ac) CN Description
0.850 61 >75% Grass cover, Good, HSG B
0.010 74 >75% Grass cover, Good, HSG C
0.240 80 >75% Grass cover, Good, HSG D
1.000 98 Paved parking, HSG B
0.130 98 Paved parking, HSG C
0.110 60 Woods, Fair, HSG B
2.340 81 Weighted Average
1.210 51.71% Pervious Area
1.130 48.29% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, DIRECT
Subcatchment 4S: Post analysis point 1
Hydrograph
14_ J _ I I_ J _ I_ L _I_ L -I- L -I - L J - I- _I _ L -I - L _ ■Runoff
13� 112.57 cfs 11 I I 1 1 I I 1 1 I I 1 1 I II 1
124 I 1 1 I I 1 1 I I 1Typelli 24 r
11� / 4I i 1 -I- 1 -1-
1 IO7Year; RIainfaIIT5.b51
10� 1 1 1 1 11 1 I I 1 Ru nbff Awes=1.340 at T 1 T 1- 7 1 T T T 1 1- 7 1- T In TA T _
9� - 4 _1_ 1- I 4 1- 4 I 1- IR LV-oIume=O.59ta
w 8� 1 1 I I I I I
n�i#1Depthb3�'
o = 4- - - -r 1- -1 fi fi 1 r -r Tc F10 ' i� -
LL 1 I III I ILI I I
5- 1 1 I I I I I 1 1 1 1 I Ng811A
4
4- -I 4 - 4 - 1 4 I- T 1 # 1 - 4 I- 4 -1- 4 1 1
1 I I I I I I I
2 / 1 I I I I I I I
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

54647 - Drainage_Pre-Post Type II 24-hr 10-Year Rainfall=5.05"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 58
Hydrograph for Subcatchment 4S: Post analysis point 1
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
2.50 0.14 0.00 0.00
5.00 0.32 0.00 0.00
7.50 0.55 0.00 0.02
10.00 0.91 0.07 0.13
12.50 3.71 1.88 1.02
15.00 4.31 2.38 0.31
17.50 4.60 2.64 0.20
20.00 4.81 2.82 0.14
22.50 4.96 2.95 0.12
25.00 5.05 3.03 0.00
27.50 5.05 3.03 0.00
30.00 5.05 3.03 0.00
32.50 5.05 3.03 0.00
35.00 5.05 3.03 0.00
37.50 5.05 3.03 0.00
40.00 5.05 3.03 0.00
42.50 5.05 3.03 0.00
45.00 5.05 3.03 0.00
47.50 5.05 3.03 0.00
50.00 5.05 3.03 0.00
52.50 5.05 3.03 0.00
55.00 5.05 3.03 0.00
57.50 5.05 3.03 0.00
60.00 5.05 3.03 0.00
62.50 5.05 3.03 0.00
65.00 5.05 3.03 0.00
67.50 5.05 3.03 0.00
70.00 5.05 3.03 0.00
72.50 5.05 3.03 0.00
75.00 5.05 3.03 0.00
77.50 5.05 3.03 0.00
80.00 5.05 3.03 0.00
82.50 5.05 3.03 0.00
85.00 5.05 3.03 0.00
87.50 5.05 3.03 0.00
90.00 5.05 3.03 0.00
92.50 5.05 3.03 0.00
95.00 5.05 3.03 0.00
97.50 5.05 3.03 0.00
100.00 5.05 3.03 0.00
102.50 5.05 3.03 0.00
105.00 5.05 3.03 0.00
107.50 5.05 3.03 0.00
110.00 5.05 3.03 0.00
112.50 5.05 3.03 0.00
115.00 5.05 3.03 0.00
117.50 5.05 3.03 0.00
120.00 5.05 3.03 0.00

54647 - Drainage_Pre-Post Type II 24-hr 10-Year Rainfall=5.05"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 59
Summary for Subcatchment 7S: PRE ANALYSIS PT 2
Runoff = 1.07 cfs @ 12.31 hrs, Volume= 0.123 af, Depth= 1.33"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-Year Rainfall=5.05"
Area (ac) CN Description
1.110 60 Woods, Fair, HSG B
1.110 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
31.9 100 0.0093 0.05 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 2.68"
0.4 14 0.0121 0.55 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
32.3 114 Total
Subcatchment 7S: PRE ANALYSIS PT 2
Hydrograph
1 I I I I I I I
I I I I I I I I ❑Runoff
11.07 cfs 1 1 1 1 1 I I I I I I 1 1 1
j' - t —1 — 1— —i — 1— t —1 — t —1 — 1— 1 - 1 Type-I�24 r
1 / 1 1 1 1 1
./ 1 1 I I 1 110-Yar1 Rlainfall=5.051.
Il
1 1 1 IRunbff Awea=1.110 at
1 1 1 1 1 1 1 1 1 1
/ 1 1 1 1 I 1 RunofflVolume=0.123 of
IT, / 1 1 tu;nOff 11Depth=; 03"
u_
I , 1 1 1 1 RIdwlLength=1114'
,// 1 1 Tc=32.3 min
CN6p
1
1
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

54647 - Drainage_Pre-Post Type II 24-hr 10-Year Rainfall=5.05"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 60
Hydrograph for Subcatchment 7S: PRE ANALYSIS PT 2
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
2.50 0.14 0.00 0.00
5.00 0.32 0.00 0.00
7.50 0.55 0.00 0.00
10.00 0.91 0.00 0.00
12.50 3.71 0.63 0.81
15.00 4.31 0.92 0.10
17.50 4.60 1.08 0.06
20.00 4.81 1.19 0.05
22.50 4.96 1.28 0.04
25.00 5.05 1.33 0.00
27.50 5.05 1.33 0.00
30.00 5.05 1.33 0.00
32.50 5.05 1.33 0.00
35.00 5.05 1.33 0.00
37.50 5.05 1.33 0.00
40.00 5.05 1.33 0.00
42.50 5.05 1.33 0.00
45.00 5.05 1.33 0.00
47.50 5.05 1.33 0.00
50.00 5.05 1.33 0.00
52.50 5.05 1.33 0.00
55.00 5.05 1.33 0.00
57.50 5.05 1.33 0.00
60.00 5.05 1.33 0.00
62.50 5.05 1.33 0.00
65.00 5.05 1.33 0.00
67.50 5.05 1.33 0.00
70.00 5.05 1.33 0.00
72.50 5.05 1.33 0.00
75.00 5.05 1.33 0.00
77.50 5.05 1.33 0.00
80.00 5.05 1.33 0.00
82.50 5.05 1.33 0.00
85.00 5.05 1.33 0.00
87.50 5.05 1.33 0.00
90.00 5.05 1.33 0.00
92.50 5.05 1.33 0.00
95.00 5.05 1.33 0.00
97.50 5.05 1.33 0.00
100.00 5.05 1.33 0.00
102.50 5.05 1.33 0.00
105.00 5.05 1.33 0.00
107.50 5.05 1.33 0.00
110.00 5.05 1.33 0.00
112.50 5.05 1.33 0.00
115.00 5.05 1.33 0.00
117.50 5.05 1.33 0.00
120.00 5.05 1.33 0.00

54647 - Drainage_Pre-Post Type II 24-hr 10-Year Rainfall=5.05"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 61
Summary for Subcatchment 8S: BYPASS 1
Runoff = 4.68 cfs @ 12.11 hrs, Volume= 0.338 af, Depth= 1.92"
Routed to Link 11 L : POST DEV
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-Year Rainfall=5.05"
Area (ac) CN Description
1.180 60 Woods, Fair, HSG B
0.130 73 Woods, Fair, HSG C
0.170 61 >75% Grass cover, Good, HSG B
0.120 74 >75% Grass cover, Good, HSG C
0.310 80 >75% Grass cover, Good, HSG D
0.080 98 Paved parking, HSG B
0.090 98 Paved parking, HSG C
0.040 98 Paved parking, HSG D
2.120 68 Weighted Average
1.910 90.09% Pervious Area
0.210 9.91% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) _ (feet) (ft/ft) (ft/sec) (cfs)
13.9 100 0.0734 0.12 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 2.68"
3.8 249 0.0472 1.09 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.1 278 0.0398 37.88 454.62 Channel Flow,
Area= 12.0 sf Perim= 7.2' r= 1.67'
n= 0.011 Concrete pipe, straight & clean
17.8 627 Total

54647 - Drainage_Pre-Post Type II 24-hr 10-Year Rainfall=5.05"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 62
Subcatchment 8S: BYPASS 1
Hydrograph
11 1 1 1 1 1 11 1
517 I I 1 I I 1 I I 1 I I 1 I 1 1 I 1 1 ■Runoff
1 11468cfs I 1 1 1 1 1 1 1 1 1 1 1 1
1 1 1 1 1 1 1 1 1 1 1 1 1 1Type II124-hr
1 1 1 1 1 1 I1
41 11 / 1 1 1 1 1 1 1 1 1O Y ar kalnfaII 520-5 -
' 1 I ' 1 I ' 1 1Runbff Awea=2.120 ad
I I I 1 1 I 1 1 I 1 1 I 1 1 I I 1 1
T 1 1- 1 1 T 1 1- -Ru noff Yol-u meO-338-af -
y 3 l I I I I I I lu;ngff,Depth 1.p2,'
' / ' 1 1 ' 1 1 ' 1 1 ' Rlbw Length=627'
u 2�/ '1- — ,/ T 1 T 1 7 1 T I T I— 7 I T I T 7 I -
I I I ' I I I I 1 1 I 1 1 I ITci;=17.18 min
1 1 1 1 1 1 1 ({NL6
1-,
1 1 1 1
- 1 / 1 1 1 1 i 1 1
1io ��i�����1�!!!!!!!!!!!!!!!!!!!!!!!! !/!%!!!!!!!!!!!!!!!!!!!
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

54647 - Drainage_Pre-Post Type II 24-hr 10-Year Rainfall=5.05"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 63
Hydrograph for Subcatchment 8S: BYPASS 1
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
2.50 0.14 0.00 0.00
5.00 0.32 0.00 0.00
7.50 0.55 0.00 0.00
10.00 0.91 0.00 0.00
12.50 3.71 1.03 1.17
15.00 4.31 1.41 0.23
17.50 4.60 1.60 0.15
20.00 4.81 1.74 0.10
22.50 4.96 1.85 0.09
25.00 5.05 1.92 0.00
27.50 5.05 1.92 0.00
30.00 5.05 1.92 0.00
32.50 5.05 1.92 0.00
35.00 5.05 1.92 0.00
37.50 5.05 1.92 0.00
40.00 5.05 1.92 0.00
42.50 5.05 1.92 0.00
45.00 5.05 1.92 0.00
47.50 5.05 1.92 0.00
50.00 5.05 1.92 0.00
52.50 5.05 1.92 0.00
55.00 5.05 1.92 0.00
57.50 5.05 1.92 0.00
60.00 5.05 1.92 0.00
62.50 5.05 1.92 0.00
65.00 5.05 1.92 0.00
67.50 5.05 1.92 0.00
70.00 5.05 1.92 0.00
72.50 5.05 1.92 0.00
75.00 5.05 1.92 0.00
77.50 5.05 1.92 0.00
80.00 5.05 1.92 0.00
82.50 5.05 1.92 0.00
85.00 5.05 1.92 0.00
87.50 5.05 1.92 0.00
90.00 5.05 1.92 0.00
92.50 5.05 1.92 0.00
95.00 5.05 1.92 0.00
97.50 5.05 1.92 0.00
100.00 5.05 1.92 0.00
102.50 5.05 1.92 0.00
105.00 5.05 1.92 0.00
107.50 5.05 1.92 0.00
110.00 5.05 1.92 0.00
112.50 5.05 1.92 0.00
115.00 5.05 1.92 0.00
117.50 5.05 1.92 0.00
120.00 5.05 1.92 0.00

54647 - Drainage_Pre-Post Type II 24-hr 10-Year Rainfall=5.05"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 64
Summary for Subcatchment 9S: POST ANALYSIS PT 2
Runoff = 1.05 cfs @ 12.26 hrs, Volume= 0.111 af, Depth= 1.33"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 10-Year Rainfall=5.05"
Area (ac) CN Description
1.000 60 Woods, Fair, HSG B
1.000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
28.5 93 0.0106 0.05 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 2.68"
Subcatchment 9S: POST ANALYSIS PT 2
Hydrograph
/ I I 11 1I1 1I I1 1
I I 1 I I I I I I I I I I I ■Runoff
11.o5 cfs l l I I I I I I I I I I I
1 I I 1 1 I ITyrpe-IIr24 1r`
IO.Year, RlainfaII 5.b5
IRunbff Awea=1.000 at
1 1 , I
Runoff1Volume=0.111 af
1 cu;ncpff pepth=1.,s3i'
11 FIoW Length 93'
I
I Slope=0.0106
Tc=28.5mii
I
I CN=60
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

54647 - Drainage_Pre-Post Type II 24-hr 10-Year Rainfall=5.05"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 65
Hydrograph for Subcatchment 9S: POST ANALYSIS PT 2
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
2.50 0.14 0.00 0.00
5.00 0.32 0.00 0.00
7.50 0.55 0.00 0.00
10.00 0.91 0.00 0.00
12.50 3.71 0.63 0.65
15.00 4.31 0.92 0.09
17.50 4.60 1.08 0.06
20.00 4.81 1.19 0.04
22.50 4.96 1.28 0.04
25.00 5.05 1.33 0.00
27.50 5.05 1.33 0.00
30.00 5.05 1.33 0.00
32.50 5.05 1.33 0.00
35.00 5.05 1.33 0.00
37.50 5.05 1.33 0.00
40.00 5.05 1.33 0.00
42.50 5.05 1.33 0.00
45.00 5.05 1.33 0.00
47.50 5.05 1.33 0.00
50.00 5.05 1.33 0.00
52.50 5.05 1.33 0.00
55.00 5.05 1.33 0.00
57.50 5.05 1.33 0.00
60.00 5.05 1.33 0.00
62.50 5.05 1.33 0.00
65.00 5.05 1.33 0.00
67.50 5.05 1.33 0.00
70.00 5.05 1.33 0.00
72.50 5.05 1.33 0.00
75.00 5.05 1.33 0.00
77.50 5.05 1.33 0.00
80.00 5.05 1.33 0.00
82.50 5.05 1.33 0.00
85.00 5.05 1.33 0.00
87.50 5.05 1.33 0.00
90.00 5.05 1.33 0.00
92.50 5.05 1.33 0.00
95.00 5.05 1.33 0.00
97.50 5.05 1.33 0.00
100.00 5.05 1.33 0.00
102.50 5.05 1.33 0.00
105.00 5.05 1.33 0.00
107.50 5.05 1.33 0.00
110.00 5.05 1.33 0.00
112.50 5.05 1.33 0.00
115.00 5.05 1.33 0.00
117.50 5.05 1.33 0.00
120.00 5.05 1.33 0.00

54647 - Drainage_Pre-Post Type II 24-hr 10-Year Rainfall=5.05"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 66
Summary for Pond 12P: POND
Inflow Area = 2.340 ac, 48.29% Impervious, Inflow Depth = 3.03" for 10-Year event
Inflow = 12.57 cfs @ 11.96 hrs, Volume= 0.591 af
Outflow = 1.55 cfs @ 12.26 hrs, Volume= 0.591 af, Atten= 88%, Lag= 18.2 min
Primary = 1.55 cfs @ 12.26 hrs, Volume= 0.591 af
Routed to Link 11 L : POST DEV
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link 11 L : POST DEV
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 579.63'@ 12.26 hrs Surf.Area= 5,939 sf Storage= 12,463 cf
Plug-Flow detention time=467.4 min calculated for 0.591 af(100% of inflow)
Center-of-Mass det. time=468.2 min ( 1,282.8 - 814.6 )
Volume Invert Avail.Storage Storage Description
#1 577.00' 38,262 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
577.00 3,579 0 0
578.00 4,438 4,009 4,009
579.00 5,335 4,887 8,895
580.00 6,289 5,812 14,707
581.00 7,299 6,794 21,501
582.00 8,366 7,833 29,334
583.00 9,490 8,928 38,262
Device Routing Invert Outlet Devices
#1 Primary 575.50' 15.0" Round Culvert
L= 57.4' RCP, rounded edge headwall, Ke= 0.100
Inlet/ Outlet Invert= 575.50'/ 573.63' S= 0.0326 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.23 sf
#2 Device 1 575.50' SAND FILTER
Head (feet) 0.00 1.00 1.50 2.50 3.50 4.50 5.50 6.50
Disch. (cfs) 0.000 0.032 0.037 0.048 0.058 0.069 0.080 0.090
#3 Device 1 577.67' 1.2" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#4 Device 1 578.60' 15.0" W x 3.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5 Device 1 579.63' 6.0" W x 3.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#6 Device 1 580.20' 6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#7 Device 1 580.80' 1.2' long x 0.5' breadth Broad-Crested Rectangular Weir X 4.00
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
#8 Device 1 581.00' 3.0' long x 0.5' breadth Broad-Crested Rectangular Weir X 4.00
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
#9 Secondary 582.00' 20.0' long x 16.0' breadth EMERGENCY SPILLWAY
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60

54647 - Drainage_Pre-Post Type II 24-hr 10-Year Rainfall=5.05"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 67
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=1.55 cfs @ 12.26 hrs HW=579.63' (Free Discharge)
—1=Culvert (Passes 1.55 cfs of 13.75 cfs potential flow)
—2=SAND FILTER (Custom Controls 0.06 cfs)
—3=Orifice/Grate (Orifice Controls 0.05 cfs @ 6.66 fps)
—4=Orifice/Grate (Orifice Controls 1.43 cfs @ 4.58 fps)
—5=Orifice/Grate (Orifice Controls 0.00 cfs @ 0.16 fps)
—6=Orifice/Grate ( Controls 0.00 cfs)
—7=Broad-Crested Rectangular Weir( Controls 0.00 cfs)
—8=Broad-Crested Rectangular Weir( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=577.00' (Free Discharge)
L9=EMERGENCY SPILLWAY( Controls 0.00 cfs)
Pond 12P: POND
Hydrograph
1 -I -I- r 1 - 1- -r1 -1- i i r -1 - 1- rrt —I— I— t
, 4 1 1 I- 4 1 1 T - 1 1- T -1 1 14 1 1- 4 1 1- T - ❑Inflow
Outflow
1z 57 cfs
, 1- L _i -I - 1- L J _1- 1- 1 L _L 1 - 1-_ � 1- L _ ❑primary
147 fi�1roW I/1re�Z0 lac ❑Secondary
13 / /1 /1 1 1 1 1 1 1 1 1 I Ip
12y 1 I I 1 I 1 I 1 1 1� I Y� r
�
I- 1 -1 - 1- t1 -1- 1- t -1 -1Stotaae►-t2463cf
11 -/ / 4 1 1 T - 1 1- T - 1 1 4 1 _P 1 1 -
10� / ' '
/ 1
9 / z / z /1 I 1 1 1 I I I I I I I I I I I I I I
88y / /1 / 1 1 1 I I I I I I I I I I I I I I
P F T 71717 T T 717 I T 71 717 1 T 71717 T 7 717 I T -
7
c / / /1 1- -h -1 - 1- tt -1- 1- tH -1- f- t -1 - 1- t- -F -1- I- t -
LL 67 / / H - 1_ _1 1 1 L _1 1 1 T _1 1 L _L 1 1 1_ _L 1 1 T -
54 z / / /1_ / I I I I I I I I I I I I I I I I 1 _ 1_ 1
4� �1 1 ' ' 1 1 1 1 1 1 1 1 1 1 1
z 1.55 cfs
_ / , 1.55 cfs /G%L
2
itigir
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

54647 - Drainage_Pre-Post Type II 24-hr 10-Year Rainfall=5.05"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 68
Pond 12P: POND
Stage-Discharge
I I I I I I ❑Total
583 ❑Primary
❑Secondary
EMERGENCY SPILLWAY
582 1 1 I
1
../� Broad-Crested Rectangular Weir
Broad-Crested Rectangular Weir I
581 I
5 O % Orifice/Grate 1
1 1 I
// Orifice/Grate
0 580 %Lij �
Orifice/Grate
579 j
I I I I I I
578 Orifice/Grate I
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70
Discharge (cfs)
Pond 12P: POND
Stage-Area-Storage
Surface/Horizontal/Wetted Area(sq-ft)
0 500 1,000 1,500 2,000 2,500 3,000 3,5004,000 4,500 5,000 5,500 6,000 6,500 7,000 7,500 8,000 8,500 9,000 ID Surface
. . ' . . . ! . . . '
. . . . . . !
. . . I . ( . I
. . . ! . . . I . . . I
. . . 1 , , . I . . . ' . . . 1 . . . I . . . ' . . . ! . . . ❑Storage
:::
� I I I II I I I 1 1 I 1 I I I ////' II I I I
_ I I I I �� 1 I 1 //�� I I I I I
' ,, " I I I II I I I
581
I , / I II I 1 I II 1 11
a 580- 1 I I I II I I I I II I I I
d _ — I H + + I -L I i+ r IH H + II I H r H
W - " I I I I I I II I I I
579
- n — rr1- I1 ttr1r - + II1rtrr
578
II I I I I II I I I
/ / /
- Custom Stage Data / z / /
577
0 5,000 10,000 15,000 20,000 25,000 30,000 35,000
Storage(cubic-feet)

54647 - Drainage_Pre-Post Type II 24-hr 10-Year Rainfall=5.05"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 69
Hydrograph for Pond 12P: POND
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0 577.00 0.00 0.00 0.00
2.50 0.00 0 577.00 0.00 0.00 0.00
5.00 0.00 0 577.00 0.00 0.00 0.00
7.50 0.02 17 577.00 0.00 0.00 0.00
10.00 0.13 368 577.10 0.04 0.04 0.00
12.50 1.02 12,241 579.60 1.52 1.52 0.00
15.00 0.31 7,820 578.79 0.44 0.44 0.00
17.50 0.20 7,337 578.70 0.22 0.22 0.00
20.00 0.14 7,154 578.66 0.16 0.16 0.00
22.50 0.12 7,041 578.64 0.13 0.13 0.00
25.00 0.00 6,690 578.57 0.09 0.09 0.00
27.50 0.00 5,915 578.41 0.08 0.08 0.00
30.00 0.00 5,186 578.26 0.08 0.08 0.00
32.50 0.00 4,506 578.11 0.07 0.07 0.00
35.00 0.00 3,879 577.97 0.07 0.07 0.00
37.50 0.00 3,311 577.84 0.06 0.06 0.00
40.00 0.00 2,822 577.73 0.05 0.05 0.00
42.50 0.00 2,414 577.63 0.04 0.04 0.00
45.00 0.00 2,023 577.53 0.04 0.04 0.00
47.50 0.00 1,642 577.44 0.04 0.04 0.00
50.00 0.00 1,271 577.34 0.04 0.04 0.00
52.50 0.00 909 577.25 0.04 0.04 0.00
55.00 0.00 556 577.15 0.04 0.04 0.00
57.50 0.00 213 577.06 0.04 0.04 0.00
60.00 0.00 44 577.01 0.01 0.01 0.00
62.50 0.00 9 577.00 0.00 0.00 0.00
65.00 0.00 2 577.00 0.00 0.00 0.00
67.50 0.00 0 577.00 0.00 0.00 0.00
70.00 0.00 0 577.00 0.00 0.00 0.00
72.50 0.00 0 577.00 0.00 0.00 0.00
75.00 0.00 0 577.00 0.00 0.00 0.00
77.50 0.00 0 577.00 0.00 0.00 0.00
80.00 0.00 0 577.00 0.00 0.00 0.00
82.50 0.00 0 577.00 0.00 0.00 0.00
85.00 0.00 0 577.00 0.00 0.00 0.00
87.50 0.00 0 577.00 0.00 0.00 0.00
90.00 0.00 0 577.00 0.00 0.00 0.00
92.50 0.00 0 577.00 0.00 0.00 0.00
95.00 0.00 0 577.00 0.00 0.00 0.00
97.50 0.00 0 577.00 0.00 0.00 0.00
100.00 0.00 0 577.00 0.00 0.00 0.00
102.50 0.00 0 577.00 0.00 0.00 0.00
105.00 0.00 0 577.00 0.00 0.00 0.00
107.50 0.00 0 577.00 0.00 0.00 0.00
110.00 0.00 0 577.00 0.00 0.00 0.00
112.50 0.00 0 577.00 0.00 0.00 0.00
115.00 0.00 0 577.00 0.00 0.00 0.00
117.50 0.00 0 577.00 0.00 0.00 0.00
120.00 0.00 0 577.00 0.00 0.00 0.00

54647 - Drainage_Pre-Post Type II 24-hr 10-Year Rainfall=5.05"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 70
Stage-Discharge for Pond 12P: POND
Elevation Discharge Primary Secondary Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (cfs) (feet) (cfs) (cfs) (cfs)
577.00 0.00 0.00 0.00 582.20 21.86 17.06 4.79
577.10 0.04 0.04 0.00 582.30 26.02 17.18 8.84
577.20 0.04 0.04 0.00 582.40 30.96 17.29 13.66
577.30 0.04 0.04 0.00 582.50 36.50 17.41 19.09
577.40 0.04 0.04 0.00 582.60 42.62 17.52 25.10
577.50 0.04 0.04 0.00 582.70 48.91 17.64 31.27
577.60 0.04 0.04 0.00 582.80 55.53 17.75 37.78
577.70 0.05 0.05 0.00 582.90 62.86 17.86 45.00
577.80 0.06 0.06 0.00 583.00 70.57 17.97 52.60
577.90 0.06 0.06 0.00
578.00 0.07 0.07 0.00
578.10 0.07 0.07 0.00
578.20 0.08 0.08 0.00
578.30 0.08 0.08 0.00
578.40 0.08 0.08 0.00
578.50 0.09 0.09 0.00
578.60 0.09 0.09 0.00
578.70 0.22 0.22 0.00
578.80 0.45 0.45 0.00
578.90 0.71 0.71 0.00
579.00 0.88 0.88 0.00
579.10 1.02 1.02 0.00
579.20 1.14 1.14 0.00
579.30 1.25 1.25 0.00
579.40 1.35 1.35 0.00
579.50 1.44 1.44 0.00
579.60 1.52 1.52 0.00
579.70 1.63 1.63 0.00
579.80 1.79 1.79 0.00
579.90 1.97 1.97 0.00
580.00 2.12 2.12 0.00
580.10 2.24 2.24 0.00
580.20 2.36 2.36 0.00
580.30 2.49 2.49 0.00
580.40 2.68 2.68 0.00
580.50 2.89 2.89 0.00
580.60 3.12 3.12 0.00
580.70 3.31 3.31 0.00
580.80 3.49 3.49 0.00
580.90 4.07 4.07 0.00
581.00 4.99 4.99 0.00
581.10 7.25 7.25 0.00
581.20 10.61 10.61 0.00
581.30 14.92 14.92 0.00
581.40 16.10 16.10 0.00
581.50 16.23 16.23 0.00
581.60 16.35 16.35 0.00
581.70 16.47 16.47 0.00
581.80 16.59 16.59 0.00
581.90 16.71 16.71 0.00
582.00 16.83 16.83 0.00
582.10 18.64 16.95 1.69

54647 - Drainage_Pre-Post Type II 24-hr 10-Year Rainfall=5.05"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 71
Stage-Area-Storage for Pond 12P: POND
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
577.00 3,579 0 582.20 8,591 31,029
577.10 3,665 362 582.30 8,703 31,894
577.20 3,751 733 582.40 8,816 32,770
577.30 3,837 1,112 582.50 8,928 33,657
577.40 3,923 1,500 582.60 9,040 34,555
577.50 4,009 1,897 582.70 9,153 35,465
577.60 4,094 2,302 582.80 9,265 36,386
577.70 4,180 2,716 582.90 9,378 37,318
577.80 4,266 3,138 583.00 9,490 38,262
577.90 4,352 3,569
578.00 4,438 4,009
578.10 4,528 4,457
578.20 4,617 4,914
578.30 4,707 5,380
578.40 4,797 5,855
578.50 4,887 6,340
578.60 4,976 6,833
578.70 5,066 7,335
578.80 5,156 7,846
578.90 5,245 8,366
579.00 5,335 8,895
579.10 5,430 9,433
579.20 5,526 9,981
579.30 5,621 10,538
579.40 5,717 11,105
579.50 5,812 11,682
579.60 5,907 12,268
579.70 6,003 12,863
579.80 6,098 13,468
579.90 6,194 14,083
580.00 6,289 14,707
580.10 6,390 15,341
580.20 6,491 15,985
580.30 6,592 16,639
580.40 6,693 17,303
580.50 6,794 17,978
580.60 6,895 18,662
580.70 6,996 19,357
580.80 7,097 20,061
580.90 7,198 20,776
581.00 7,299 21,501
581.10 7,406 22,236
581.20 7,512 22,982
581.30 7,619 23,739
581.40 7,726 24,506
581.50 7,833 25,284
581.60 7,939 26,072
581.70 8,046 26,872
581.80 8,153 27,682
581.90 8,259 28,502
582.00 8,366 29,334
582.10 8,478 30,176

54647 - Drainage_Pre-Post Type II 24-hr 10-Year Rainfall=5.05"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 72
Summary for Link 6L: PRE DEV
Inflow Area = 4.340 ac, 4.61% Impervious, Inflow Depth = 1.69" for 10-Year event
Inflow = 6.26 cfs @ 12.24 hrs, Volume= 0.610 af
Primary = 6.26 cfs @ 12.24 hrs, Volume= 0.610 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 6L: PRE DEV
Hydrograph
7-/-71 I 1
1 1 1 1
1 1 1
1 I ❑Inflow `
- 1626 cfs I I _0 Primary 1
'62 j 1 I IlnflowlArea=4.340lac
6 / 1 1 1 1 1 1 1 1 1 1
/ 1
1 i 1
1 1 1 1
1 1 1
1 I I I I1 1
/ T T — 1— T —I — T T —1— T 1 T 1 — T I 1— 1- —11— T —1
I 1 11 11 I I I I I I I I 1 I
4 / 1 1 1 1 1 1 I I I 1 1
33 / 1 1 1 1 1 1 I I1 11 1 1 1 1 1 1 11 11 -I -1- 4 —I — I— -1 — HI
-1— -1 - 1— -L1 1 1 I I I I
2 1 1 1 1 1 1 1 1 I I I I
7 717 T 717 1 7 —1— r 1— T —' — 1 7 717 T 7171
1 1 1 1 1
0 �
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

54647 - Drainage_Pre-Post Type II 24-hr 10-Year Rainfall=5.05"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 73
Hydrograph for Link 6L: PRE DEV
Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs)
0.00 0.00 0.00 0.00
2.50 0.00 0.00 0.00
5.00 0.00 0.00 0.00
7.50 0.00 0.00 0.00
10.00 0.00 0.00 0.00
12.50 3.51 0.00 3.51
15.00 0.44 0.00 0.44
17.50 0.28 0.00 0.28
20.00 0.20 0.00 0.20
22.50 0.17 0.00 0.17
25.00 0.00 0.00 0.00
27.50 0.00 0.00 0.00
30.00 0.00 0.00 0.00
32.50 0.00 0.00 0.00
35.00 0.00 0.00 0.00
37.50 0.00 0.00 0.00
40.00 0.00 0.00 0.00
42.50 0.00 0.00 0.00
45.00 0.00 0.00 0.00
47.50 0.00 0.00 0.00
50.00 0.00 0.00 0.00
52.50 0.00 0.00 0.00
55.00 0.00 0.00 0.00
57.50 0.00 0.00 0.00
60.00 0.00 0.00 0.00
62.50 0.00 0.00 0.00
65.00 0.00 0.00 0.00
67.50 0.00 0.00 0.00
70.00 0.00 0.00 0.00
72.50 0.00 0.00 0.00
75.00 0.00 0.00 0.00
77.50 0.00 0.00 0.00
80.00 0.00 0.00 0.00
82.50 0.00 0.00 0.00
85.00 0.00 0.00 0.00
87.50 0.00 0.00 0.00
90.00 0.00 0.00 0.00
92.50 0.00 0.00 0.00
95.00 0.00 0.00 0.00
97.50 0.00 0.00 0.00
100.00 0.00 0.00 0.00
102.50 0.00 0.00 0.00
105.00 0.00 0.00 0.00
107.50 0.00 0.00 0.00
110.00 0.00 0.00 0.00
112.50 0.00 0.00 0.00
115.00 0.00 0.00 0.00
117.50 0.00 0.00 0.00
120.00 0.00 0.00 0.00

54647 - Drainage_Pre-Post Type II 24-hr 10-Year Rainfall=5.05"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 74
Summary for Link 11 L: POST DEV
Inflow Area = 4.460 ac, 30.04% Impervious, Inflow Depth = 2.50" for 10-Year event
Inflow = 6.21 cfs @ 12.11 hrs, Volume= 0.929 of
Primary = 6.21 cfs @ 12.11 hrs, Volume= 0.929 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 11 L: POST DEV
Hydrograph
I I I I 1 1 1
I I 1 I 1 I 1 I 1 1 ❑ Inflow `
1621 I ,_❑Primary I
_ I6.21;`5 I I 1 Inflow Area=4.4601ac
67 1 1 1 1 1 1
/ 1 1 1 11 11111
5
N
4 I I I I I
1 1 1 1 I I I I I 1
o
LT- 3 / ' 1 1 1 1 1 1
2 1
1
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

54647 - Drainage_Pre-Post Type II 24-hr 10-Year Rainfall=5.05"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 75
Hydrograph for Link 11 L: POST DEV
Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs)
0.00 0.00 0.00 0.00
2.50 0.00 0.00 0.00
5.00 0.00 0.00 0.00
7.50 0.00 0.00 0.00
10.00 0.04 0.00 0.04
12.50 2.69 0.00 2.69
15.00 0.67 0.00 0.67
17.50 0.37 0.00 0.37
20.00 0.26 0.00 0.26
22.50 0.22 0.00 0.22
25.00 0.09 0.00 0.09
27.50 0.08 0.00 0.08
30.00 0.08 0.00 0.08
32.50 0.07 0.00 0.07
35.00 0.07 0.00 0.07
37.50 0.06 0.00 0.06
40.00 0.05 0.00 0.05
42.50 0.04 0.00 0.04
45.00 0.04 0.00 0.04
47.50 0.04 0.00 0.04
50.00 0.04 0.00 0.04
52.50 0.04 0.00 0.04
55.00 0.04 0.00 0.04
57.50 0.04 0.00 0.04
60.00 0.01 0.00 0.01
62.50 0.00 0.00 0.00
65.00 0.00 0.00 0.00
67.50 0.00 0.00 0.00
70.00 0.00 0.00 0.00
72.50 0.00 0.00 0.00
75.00 0.00 0.00 0.00
77.50 0.00 0.00 0.00
80.00 0.00 0.00 0.00
82.50 0.00 0.00 0.00
85.00 0.00 0.00 0.00
87.50 0.00 0.00 0.00
90.00 0.00 0.00 0.00
92.50 0.00 0.00 0.00
95.00 0.00 0.00 0.00
97.50 0.00 0.00 0.00
100.00 0.00 0.00 0.00
102.50 0.00 0.00 0.00
105.00 0.00 0.00 0.00
107.50 0.00 0.00 0.00
110.00 0.00 0.00 0.00
112.50 0.00 0.00 0.00
115.00 0.00 0.00 0.00
117.50 0.00 0.00 0.00
120.00 0.00 0.00 0.00

54647 - Drainage_Pre-Post Type II 24-hr 25-Year Rainfall=6.00"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 76
Time span=0.00-120.00 hrs, dt=0.05 hrs, 2401 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment3S: Pre analysis point 1 Runoff Area=4.340 ac 4.61% Impervious Runoff Depth=2.35"
Flow Length=624' Tc=27.8 min CN=65 Runoff=8.98 cfs 0.850 af
Subcatchment4S: Post analysis point 1 Runoff Area=2.340 ac 48.29% Impervious Runoff Depth=3.88"
Tc=5.0 min CN=81 Runoff=15.94 cfs 0.757 af
Subcatchment7S: PRE ANALYSISPT 2 Runoff Area=1.110 ac 0.00% Impervious Runoff Depth=1.92"
Flow Length=114' Tc=32.3 min CN=60 Runoff=1.63 cfs 0.178 af
Subcatchment8S: BYPASS 1 Runoff Area=2.120 ac 9.91% Impervious Runoff Depth=2.62"
Flow Length=627' Tc=17.8 min CN=68 Runoff=6.50 cfs 0.463 af
Subcatchment9S: POST ANALYSISPT 2 Runoff Area=1.000 ac 0.00% Impervious Runoff Depth=1.92"
Flow Length=93' Slope=0.0106 '/' Tc=28.5 min CN=60 Runoff=1.60 cfs 0.160 af
Pond 12P: POND Peak Elev=580.20' Storage=15,998 cf Inflow=15.94 cfs 0.757 af
Primary=2.36 cfs 0.757 af Secondary=0.00 cfs 0.000 af Outflow=2.36 cfs 0.757 af
Link 6L: PRE DEV Inflow=8.98 cfs 0.850 af
Primary=8.98 cfs 0.850 af
Link 11 L: POST DEV Inflow=8.85 cfs 1.220 af
Primary=8.85 cfs 1.220 af
Total Runoff Area = 10.910 ac Runoff Volume = 2.409 af Average Runoff Depth = 2.65"
85.88% Pervious = 9.370 ac 14.12% Impervious = 1.540 ac

54647 - Drainage_Pre-Post Type II 24-hr 25-Year Rainfall=6.00"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 77
Summary for Subcatchment 3S: Pre analysis point 1
Runoff = 8.98 cfs @ 12.23 hrs, Volume= 0.850 af, Depth= 2.35"
Routed to Link 6L : PRE DEV
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Year Rainfall=6.00"
Area (ac) CN Description
3.070 60 Woods, Fair, HSG B
0.320 73 Woods, Fair, HSG C
0.200 79 Woods, Fair, HSG D
0.120 56 Brush, Fair, HSG B
0.080 70 Brush, Fair, HSG C
0.350 77 Brush, Fair, HSG D
0.100 98 Paved parking, HSG B
0.060 98 Paved parking, HSG C
0.040 98 Paved parking, HSG D
4.340 65 Weighted Average
4.140 95.39% Pervious Area
0.200 4.61% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs) _
13.9 100 0.0734 0.12 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 2.68"
3.9 254 0.0477 1.09 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
10.0 270 0.0391 0.45 1.34 Channel Flow, CHANNEL
Area= 3.0 sf Perim= 6.3' r= 0.48'
n= 0.400 Sheet flow: Woods+light brush
27.8 624 Total

54647 - Drainage_Pre-Post Type II 24-hr 25-Year Rainfall=6.00"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 78
Subcatchment 3S: Pre analysis point 1
Hydrograph
1 - 1- rt -1- , 1 - 1- -I - 1 1 1 , - r -1 - 1- rt - 1- 1 - -r -1 - I- -
10 1 1 1 I I 1 I I 1 1 I I 1 1 I I 1 I 1 1 ■Runoff
/— i 8.98 cfs -r 1- 1 7 T T 1 7 I- - T I- -
9� I I I I I I I I I I I I ITyrpe lli 24-hr
81/ i I I I --1 -.ear RainfaIIT6.b0l
7- 1 I I I Ru nbf Awes=4.340 ad
- / 1 1 1 1 1 1 1 1 1 },1 11 1 1 1 1
1 1 1 1 IRuTno flrVolunfe-0.850 a# -
w 6_ / *tin 1 Depth ` 5�" -
51 '/ I I I I I
L° : 4- / 1 1 I I I 1 F_IOw Length=-624' -
41-' / 1 I I I I I I 1 1
T
I / 1 1 1 1 1 'Tc=27.88 min -
31 �/ NL6
21/ 1 1 1 I I I I I
11/
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

54647 - Drainage_Pre-Post Type II 24-hr 25-Year Rainfall=6.00"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 79
Hydrograph for Subcatchment 3S: Pre analysis point 1
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
2.50 0.17 0.00 0.00
5.00 0.38 0.00 0.00
7.50 0.66 0.00 0.00
10.00 1.09 0.00 0.00
12.50 4.41 1.27 4.89
15.00 5.12 1.73 0.58
17.50 5.47 1.97 0.37
20.00 5.71 2.14 0.26
22.50 5.90 2.28 0.23
25.00 6.00 2.35 0.00
27.50 6.00 2.35 0.00
30.00 6.00 2.35 0.00
32.50 6.00 2.35 0.00
35.00 6.00 2.35 0.00
37.50 6.00 2.35 0.00
40.00 6.00 2.35 0.00
42.50 6.00 2.35 0.00
45.00 6.00 2.35 0.00
47.50 6.00 2.35 0.00
50.00 6.00 2.35 0.00
52.50 6.00 2.35 0.00
55.00 6.00 2.35 0.00
57.50 6.00 2.35 0.00
60.00 6.00 2.35 0.00
62.50 6.00 2.35 0.00
65.00 6.00 2.35 0.00
67.50 6.00 2.35 0.00
70.00 6.00 2.35 0.00
72.50 6.00 2.35 0.00
75.00 6.00 2.35 0.00
77.50 6.00 2.35 0.00
80.00 6.00 2.35 0.00
82.50 6.00 2.35 0.00
85.00 6.00 2.35 0.00
87.50 6.00 2.35 0.00
90.00 6.00 2.35 0.00
92.50 6.00 2.35 0.00
95.00 6.00 2.35 0.00
97.50 6.00 2.35 0.00
100.00 6.00 2.35 0.00
102.50 6.00 2.35 0.00
105.00 6.00 2.35 0.00
107.50 6.00 2.35 0.00
110.00 6.00 2.35 0.00
112.50 6.00 2.35 0.00
115.00 6.00 2.35 0.00
117.50 6.00 2.35 0.00
120.00 6.00 2.35 0.00

54647 - Drainage_Pre-Post Type II 24-hr 25-Year Rainfall=6.00"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 80
Summary for Subcatchment 4S: Post analysis point 1
Runoff = 15.94 cfs @ 11.95 hrs, Volume= 0.757 af, Depth= 3.88"
Routed to Pond 12P : POND
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Year Rainfall=6.00"
Area (ac) CN Description
0.850 61 >75% Grass cover, Good, HSG B
0.010 74 >75% Grass cover, Good, HSG C
0.240 80 >75% Grass cover, Good, HSG D
1.000 98 Paved parking, HSG B
0.130 98 Paved parking, HSG C
0.110 60 Woods, Fair, HSG B _
2.340 81 Weighted Average
1.210 51.71% Pervious Area
1.130 48.29% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, DIRECT
Subcatchment 4S: Post analysis point 1
Hydrograph
1 1 1 1 i 1 1 1 1 1 1 1
I 1 1 I I 1 1 I I 1 1 I I 1 1 I I 1 1 I 1 1 ■Runoff
177' - 1 15.94 cfs I T -I- T -I - T T - I- T -I- T -I- T -I - T 7 - I- T�--II- T -I - T -
16� -i fi -1 t 1 - r -1 - 1- r 1 t 1- r -1 - r -t - 1Type-It24-hr
15tz 4- - - H -I- t 1 - H 1 -1 T -I 1 r - 1 + -1- t n�
14� -4/ + I T I L A I 4 I + I _p5�TY yar /�ain �11 . �J� -
13� - I T I L 1 I T 1 Rllinbff /','� =134
11� I I I 1 1 I Rurioff_V_olume0.75_7_af
w 101 1 1 1 1 1 1 1 1 1 Im 1 1I PQIL _
3 g� I I I I I I I I I I I I T '1Y I I � 7`2'I""I
$y 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 Tc#5 f1
74-/ 1 I I 1 I I I I I I I I I I I I I I 1 1
6�
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 CA 8rl
- T 1 T -I 1 7 I T 1 7 I r 7 I T 1 T -
5 "
r 1 t r 1 r t 1 r r rt r 1 t r
4y + 1 t r ± t 1 r t 1 t r
1 T 1 - H H - 1- 4 -I- T -1- I - r 4 - 14 -1- T I - L
2� -1 -1- T 1 - 1 I - 1- 4 -I- T -1- 1 I - r 4 - 14 -I- T I - I
I I
I I
I I
0"
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

54647 - Drainage_Pre-Post Type II 24-hr 25-Year Rainfall=6.00"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 81
Hydrograph for Subcatchment 4S: Post analysis point 1
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
2.50 0.17 0.00 0.00
5.00 0.38 0.00 0.00
7.50 0.66 0.01 0.04
10.00 1.09 0.13 0.20
12.50 4.41 2.47 1.27
15.00 5.12 3.09 0.38
17.50 5.47 3.40 0.25
20.00 5.71 3.62 0.17
22.50 5.90 3.79 0.15
25.00 6.00 3.88 0.00
27.50 6.00 3.88 0.00
30.00 6.00 3.88 0.00
32.50 6.00 3.88 0.00
35.00 6.00 3.88 0.00
37.50 6.00 3.88 0.00
40.00 6.00 3.88 0.00
42.50 6.00 3.88 0.00
45.00 6.00 3.88 0.00
47.50 6.00 3.88 0.00
50.00 6.00 3.88 0.00
52.50 6.00 3.88 0.00
55.00 6.00 3.88 0.00
57.50 6.00 3.88 0.00
60.00 6.00 3.88 0.00
62.50 6.00 3.88 0.00
65.00 6.00 3.88 0.00
67.50 6.00 3.88 0.00
70.00 6.00 3.88 0.00
72.50 6.00 3.88 0.00
75.00 6.00 3.88 0.00
77.50 6.00 3.88 0.00
80.00 6.00 3.88 0.00
82.50 6.00 3.88 0.00
85.00 6.00 3.88 0.00
87.50 6.00 3.88 0.00
90.00 6.00 3.88 0.00
92.50 6.00 3.88 0.00
95.00 6.00 3.88 0.00
97.50 6.00 3.88 0.00
100.00 6.00 3.88 0.00
102.50 6.00 3.88 0.00
105.00 6.00 3.88 0.00
107.50 6.00 3.88 0.00
110.00 6.00 3.88 0.00
112.50 6.00 3.88 0.00
115.00 6.00 3.88 0.00
117.50 6.00 3.88 0.00
120.00 6.00 3.88 0.00

54647 - Drainage_Pre-Post Type II 24-hr 25-Year Rainfall=6.00"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 82
Summary for Subcatchment 7S: PRE ANALYSIS PT 2
Runoff = 1.63 cfs @ 12.30 hrs, Volume= 0.178 af, Depth= 1.92"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Year Rainfall=6.00"
Area (ac) CN Description
1.110 60 Woods, Fair, HSG B
1.110 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
31.9 100 0.0093 0.05 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 2.68"
0.4 14 0.0121 0.55 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
32.3 114 Total
Subcatchment 7S: PRE ANALYSIS PT 2
Hydrograph
I I I I I I
I I I I 1 I I ❑Runoff
1 1 s3 cfs 1 I i 1 1 I I I I I I I I I I I
1 I 1 1 I I 1 1 I IType Ili 24-hr
/ 1 i 1 i I 1 I 45-Year, Rlainfall=6.b0�'
/ 1 1
1 ' I 1 ' 'Runbff Awea=1.110 at
/ 1 I 1 I I 1 I IIIII I 1 1
1 I I 1 Runoff Volume=0.178 of
w 1 / 11 Itu;nCff 11Depth=1.p2l'
/ ' 1 I FIdwlLength=1114'
/ Tc=32.3 min
/ CN6p
,%iiiiz ,, ii ,
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

54647 - Drainage_Pre-Post Type II 24-hr 25-Year Rainfall=6.00"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 83
Hydrograph for Subcatchment 7S: PRE ANALYSIS PT 2
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
2.50 0.17 0.00 0.00
5.00 0.38 0.00 0.00
7.50 0.66 0.00 0.00
10.00 1.09 0.00 0.00
12.50 4.41 0.97 1.19
15.00 5.12 1.37 0.13
17.50 5.47 1.58 0.08
20.00 5.71 1.74 0.06
22.50 5.90 1.85 0.05
25.00 6.00 1.92 0.00
27.50 6.00 1.92 0.00
30.00 6.00 1.92 0.00
32.50 6.00 1.92 0.00
35.00 6.00 1.92 0.00
37.50 6.00 1.92 0.00
40.00 6.00 1.92 0.00
42.50 6.00 1.92 0.00
45.00 6.00 1.92 0.00
47.50 6.00 1.92 0.00
50.00 6.00 1.92 0.00
52.50 6.00 1.92 0.00
55.00 6.00 1.92 0.00
57.50 6.00 1.92 0.00
60.00 6.00 1.92 0.00
62.50 6.00 1.92 0.00
65.00 6.00 1.92 0.00
67.50 6.00 1.92 0.00
70.00 6.00 1.92 0.00
72.50 6.00 1.92 0.00
75.00 6.00 1.92 0.00
77.50 6.00 1.92 0.00
80.00 6.00 1.92 0.00
82.50 6.00 1.92 0.00
85.00 6.00 1.92 0.00
87.50 6.00 1.92 0.00
90.00 6.00 1.92 0.00
92.50 6.00 1.92 0.00
95.00 6.00 1.92 0.00
97.50 6.00 1.92 0.00
100.00 6.00 1.92 0.00
102.50 6.00 1.92 0.00
105.00 6.00 1.92 0.00
107.50 6.00 1.92 0.00
110.00 6.00 1.92 0.00
112.50 6.00 1.92 0.00
115.00 6.00 1.92 0.00
117.50 6.00 1.92 0.00
120.00 6.00 1.92 0.00

54647 - Drainage_Pre-Post Type II 24-hr 25-Year Rainfall=6.00"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 84
Summary for Subcatchment 8S: BYPASS 1
Runoff = 6.50 cfs @ 12.11 hrs, Volume= 0.463 af, Depth= 2.62"
Routed to Link 11 L : POST DEV
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Year Rainfall=6.00"
Area (ac) CN Description
1.180 60 Woods, Fair, HSG B
0.130 73 Woods, Fair, HSG C
0.170 61 >75% Grass cover, Good, HSG B
0.120 74 >75% Grass cover, Good, HSG C
0.310 80 >75% Grass cover, Good, HSG D
0.080 98 Paved parking, HSG B
0.090 98 Paved parking, HSG C
0.040 98 Paved parking, HSG D
2.120 68 Weighted Average
1.910 90.09% Pervious Area
0.210 9.91% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) _ (feet) (ft/ft) (ft/sec) (cfs)
13.9 100 0.0734 0.12 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 2.68"
3.8 249 0.0472 1.09 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.1 278 0.0398 37.88 454.62 Channel Flow,
Area= 12.0 sf Perim= 7.2' r= 1.67'
n= 0.011 Concrete pipe, straight & clean
17.8 627 Total

54647 - Drainage_Pre-Post Type II 24-hr 25-Year Rainfall=6.00"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 85
Subcatchment 8S: BYPASS 1
Hydrograph
/f I I I I I 1 I I I -
7:./ I I I 1 I I 1 I I 1 1 ' I 1 1 ■Runoff
Il 6.50 cfs 11 I I 1 I I 1 ' I 1 1 I 1 1
J 2 L —I - 1— _i —I- 1 -1— L Type-I1-24-iK -
6- 1 1 11 I I 1 5.Year1I��ainfallT6.p0�'
I I I I I I I I I I
� 1 rt 1 fi 1 1 I I T 1 fi 'Runbff�Awea=2 1-20 arc -
5- 1 I I I 1 I I 1 1 I 1 1 I 1 1 I I 1 1
I I 1 I I 1 Runoff Volumle0.463 of
4� 1 / 1 I Ou;ngff 11Depih42.1,62�'
1
o - J— _ ,/ L —I — 1_ _i —I— 1 —1— L —I — I_ _i ciw ten t�1=6271 -
LL 3� 1 1 1 1 1 1 1 1 1 g 1 1 1
' 1 1 1 1 1 1 1 1 ' Tc=17.18 min
1 -1 - 1- -r -1- T —1— T —1 — I— —i — 1— [�A'�—
2- 1 1 1 I I 1 1 1 1 �f'Y 16
1 1 1 1 1 1 1 1 I I I I I I
1 1 ' ' 1 ' 1 1 1
1_ 1
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

54647 - Drainage_Pre-Post Type II 24-hr 25-Year Rainfall=6.00"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 86
Hydrograph for Subcatchment 8S: BYPASS 1
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
2.50 0.17 0.00 0.00
5.00 0.38 0.00 0.00
7.50 0.66 0.00 0.00
10.00 1.09 0.00 0.02
12.50 4.41 1.47 1.56
15.00 5.12 1.97 0.29
17.50 5.47 2.22 0.19
20.00 5.71 2.40 0.13
22.50 5.90 2.54 0.12
25.00 6.00 2.62 0.00
27.50 6.00 2.62 0.00
30.00 6.00 2.62 0.00
32.50 6.00 2.62 0.00
35.00 6.00 2.62 0.00
37.50 6.00 2.62 0.00
40.00 6.00 2.62 0.00
42.50 6.00 2.62 0.00
45.00 6.00 2.62 0.00
47.50 6.00 2.62 0.00
50.00 6.00 2.62 0.00
52.50 6.00 2.62 0.00
55.00 6.00 2.62 0.00
57.50 6.00 2.62 0.00
60.00 6.00 2.62 0.00
62.50 6.00 2.62 0.00
65.00 6.00 2.62 0.00
67.50 6.00 2.62 0.00
70.00 6.00 2.62 0.00
72.50 6.00 2.62 0.00
75.00 6.00 2.62 0.00
77.50 6.00 2.62 0.00
80.00 6.00 2.62 0.00
82.50 6.00 2.62 0.00
85.00 6.00 2.62 0.00
87.50 6.00 2.62 0.00
90.00 6.00 2.62 0.00
92.50 6.00 2.62 0.00
95.00 6.00 2.62 0.00
97.50 6.00 2.62 0.00
100.00 6.00 2.62 0.00
102.50 6.00 2.62 0.00
105.00 6.00 2.62 0.00
107.50 6.00 2.62 0.00
110.00 6.00 2.62 0.00
112.50 6.00 2.62 0.00
115.00 6.00 2.62 0.00
117.50 6.00 2.62 0.00
120.00 6.00 2.62 0.00

54647 - Drainage_Pre-Post Type II 24-hr 25-Year Rainfall=6.00"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 87
Summary for Subcatchment 9S: POST ANALYSIS PT 2
Runoff = 1.60 cfs @ 12.25 hrs, Volume= 0.160 af, Depth= 1.92"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 25-Year Rainfall=6.00"
Area (ac) CN Description
1.000 60 Woods, Fair, HSG B
1.000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
28.5 93 0.0106 0.05 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 2.68"
Subcatchment 9S: POST ANALYSIS PT 2
Hydrograph
/ 1I I 1 I I I I 1 1
1 I I 1 I I 1 I I I I I ❑Runoff
11.6o cfsl I I I I I I I I I I
I I I I I I I 1 Type II 24-hr
1 I 1 i I 1 I 5-rlYear1 Rl,ainfallT6.00 '
I I I I I I I IRunbff Area=1.000 at
, 1 1 1 1 1 1 1 1 1 1
L ✓ 1 1 1 Runoff 1 Vo l u mle=0.169_af
,1 / I u;ngff(Depth=1.021'
LL 1 I I I Flow Length=93'
1 I 1 1 Slope=0.0106 '/'
11 1 1 Tc=28.5 mi In
1 1 1 1'
1 1 1 CN=60
1 1 1
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

54647 - Drainage_Pre-Post Type II 24-hr 25-Year Rainfall=6.00"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 88
Hydrograph for Subcatchment 9S: POST ANALYSIS PT 2
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
2.50 0.17 0.00 0.00
5.00 0.38 0.00 0.00
7.50 0.66 0.00 0.00
10.00 1.09 0.00 0.00
12.50 4.41 0.97 0.95
15.00 5.12 1.37 0.12
17.50 5.47 1.58 0.08
20.00 5.71 1.74 0.05
22.50 5.90 1.85 0.05
25.00 6.00 1.92 0.00
27.50 6.00 1.92 0.00
30.00 6.00 1.92 0.00
32.50 6.00 1.92 0.00
35.00 6.00 1.92 0.00
37.50 6.00 1.92 0.00
40.00 6.00 1.92 0.00
42.50 6.00 1.92 0.00
45.00 6.00 1.92 0.00
47.50 6.00 1.92 0.00
50.00 6.00 1.92 0.00
52.50 6.00 1.92 0.00
55.00 6.00 1.92 0.00
57.50 6.00 1.92 0.00
60.00 6.00 1.92 0.00
62.50 6.00 1.92 0.00
65.00 6.00 1.92 0.00
67.50 6.00 1.92 0.00
70.00 6.00 1.92 0.00
72.50 6.00 1.92 0.00
75.00 6.00 1.92 0.00
77.50 6.00 1.92 0.00
80.00 6.00 1.92 0.00
82.50 6.00 1.92 0.00
85.00 6.00 1.92 0.00
87.50 6.00 1.92 0.00
90.00 6.00 1.92 0.00
92.50 6.00 1.92 0.00
95.00 6.00 1.92 0.00
97.50 6.00 1.92 0.00
100.00 6.00 1.92 0.00
102.50 6.00 1.92 0.00
105.00 6.00 1.92 0.00
107.50 6.00 1.92 0.00
110.00 6.00 1.92 0.00
112.50 6.00 1.92 0.00
115.00 6.00 1.92 0.00
117.50 6.00 1.92 0.00
120.00 6.00 1.92 0.00

54647 - Drainage_Pre-Post Type II 24-hr 25-Year Rainfall=6.00"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 89
Summary for Pond 12P: POND
Inflow Area = 2.340 ac, 48.29% Impervious, Inflow Depth = 3.88" for 25-Year event
Inflow = 15.94 cfs @ 11.95 hrs, Volume= 0.757 af
Outflow = 2.36 cfs @ 12.17 hrs, Volume= 0.757 af, Atten= 85%, Lag= 13.0 min
Primary = 2.36 cfs @ 12.17 hrs, Volume= 0.757 af
Routed to Link 11 L : POST DEV
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link 11 L : POST DEV
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 580.20'@ 12.17 hrs Surf.Area= 6,493 sf Storage= 15,998 cf
Plug-Flow detention time=384.4 min calculated for 0.757 af(100% of inflow)
Center-of-Mass det. time= 385.2 min ( 1,192.7 - 807.6 )
Volume Invert Avail.Storage Storage Description
#1 577.00' 38,262 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
577.00 3,579 0 0
578.00 4,438 4,009 4,009
579.00 5,335 4,887 8,895
580.00 6,289 5,812 14,707
581.00 7,299 6,794 21,501
582.00 8,366 7,833 29,334
583.00 9,490 8,928 38,262
Device Routing Invert Outlet Devices
#1 Primary 575.50' 15.0" Round Culvert
L= 57.4' RCP, rounded edge headwall, Ke= 0.100
Inlet/ Outlet Invert= 575.50'/ 573.63' S= 0.0326 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.23 sf
#2 Device 1 575.50' SAND FILTER
Head (feet) 0.00 1.00 1.50 2.50 3.50 4.50 5.50 6.50
Disch. (cfs) 0.000 0.032 0.037 0.048 0.058 0.069 0.080 0.090
#3 Device 1 577.67' 1.2" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#4 Device 1 578.60' 15.0" W x 3.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5 Device 1 579.63' 6.0" W x 3.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#6 Device 1 580.20' 6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#7 Device 1 580.80' 1.2' long x 0.5' breadth Broad-Crested Rectangular Weir X 4.00
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
#8 Device 1 581.00' 3.0' long x 0.5' breadth Broad-Crested Rectangular Weir X 4.00
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
#9 Secondary 582.00' 20.0' long x 16.0' breadth EMERGENCY SPILLWAY
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60

54647 - Drainage_Pre-Post Type II 24-hr 25-Year Rainfall=6.00"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 90
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=2.36 cfs @ 12.17 hrs HW=580.20' (Free Discharge)
—1=Culvert (Passes 2.36 cfs of 14.55 cfs potential flow)
—2=SAND FILTER (Custom Controls 0.07 cfs)
—3=Orifice/Grate (Orifice Controls 0.06 cfs @ 7.58 fps)
—4=Orifice/Grate (Orifice Controls 1.83 cfs @ 5.85 fps)
—5=Orifice/Grate (Orifice Controls 0.40 cfs @ 3.20 fps)
—6=Orifice/Grate ( Controls 0.00 cfs)
—7=Broad-Crested Rectangular Weir( Controls 0.00 cfs)
—8=Broad-Crested Rectangular Weir( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=577.00' (Free Discharge)
4-9=EMERGENCY SPILLWAY( Controls 0.00 cfs)
Pond 12P: POND
Hydrograph
1 1 1 1 1 1 1 1 1 1 I I I I I I I I
i 1 1 I 1 I I 1 I I I I I I I I ■Inflow
I15.94 cfs
t1 El Outflow
i ❑Primary
z / 1 1 1 1 1 1 1 t �wiA�ea -1 lilac ❑Secondary)
17 / , / i1� I 1 1 1 1 1 1 1 1DJfta -EIe sp- of _
16 i 1 1 1 1 1 1 1 1 1
�p
15= , i1_ 1 1 1 1 1 1 (Storage=15998-cf -
14 /I_ 1 1 1 h 1 1 1
-/
12- i -1- L -1 - 1- _L _I -1- 1- _1 -1- 1 _L -1 - 1- J_ _L -1- 1- -
11" i 1 HH -1 1 -L4 -1- 1 HH -1 HH -1 - 1 H 4 -1 1 H -
9� 14 1- 1- 4 -1 - 1- -L -I -1- 1- 4 -1- 14 -1 - 1- J- 4 -1- 1- -
3 8� / H 1- I- + -1 - 1- * + -1- 1- + H -1- H + -1 - 1- + 4 -1- 1- + -
`L 7� / i / /H -+ 1 H H -' - 1 t H 1- 1 + H -1 H + -1 - I- + H -1- 1 H -
6 / / / / /H 1- - H -1- 1- + -1 -1- Ht -1 - 1- H -t -1 t -
5-' 1236 cfs - ± —I I— -' '— I -
4/ EMI 1 -I I H I - - r -
3€ / � 1 7.
o.o ors v ,,'
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

54647 - Drainage_Pre-Post Type II 24-hr 25-Year Rainfall=6.00"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 91
Pond 12P: POND
Stage-Discharge
I I I I I I ❑Total
583 ❑Primary
❑Secondary
EMERGENCY SPILLWAY
582 1 1 I
1
../� Broad-Crested Rectangular Weir
Broad-Crested Rectangular Weir I
581 I
5 O % Orifice/Grate 1
1 1 I
// Orifice/Grate
0 580 %Lij �
Orifice/Grate
579 j
I I I I I I
578 Orifice/Grate I
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70
Discharge (cfs)
Pond 12P: POND
Stage-Area-Storage
Surface/Horizontal/Wetted Area(sq-ft)
0 500 1,000 1,500 2,000 2,500 3,000 3,5004,000 4,500 5,000 5,500 6,000 6,500 7,000 7,500 8,000 8,500 9,000 ID Surface
. . ' . . . ! . . . '
. . . . . . !
. . . I . ( . I
. . . ! . . . I . . . I
. . . 1 , , . I . . . ' . . . 1 . . . I . . . ' . . . ! . . . ❑Storage
:::
� I I I II I I I 1 1 I 1 I I I ////' II I I I
_ I I I I �� 1 I 1 //�� I I I I I
' ,, " I I I II I I I
581
I , / I II I 1 I II 1 11
a 580- 1 I I I II I I I I II I I I
d _ — I H + + I -L I i+ r IH H + II I H r H
W - " I I I I I I II I I I
579
- n — rr1- I1 ttr1r - + II1rtrr
578
II I I I I II I I I
/ / /
- Custom Stage Data / z / /
577
0 5,000 10,000 15,000 20,000 25,000 30,000 35,000
Storage(cubic-feet)

54647 - Drainage_Pre-Post Type II 24-hr 25-Year Rainfall=6.00"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 92
Hydrograph for Pond 12P: POND
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0 577.00 0.00 0.00 0.00
2.50 0.00 0 577.00 0.00 0.00 0.00
5.00 0.00 0 577.00 0.00 0.00 0.00
7.50 0.04 79 577.02 0.01 0.01 0.00
10.00 0.20 718 577.20 0.04 0.04 0.00
12.50 1.27 15,299 580.09 2.24 2.24 0.00
15.00 0.38 8,417 578.91 0.73 0.73 0.00
17.50 0.25 7,465 578.73 0.27 0.27 0.00
20.00 0.17 7,255 578.68 0.19 0.19 0.00
22.50 0.15 7,147 578.66 0.16 0.16 0.00
25.00 0.00 6,756 578.58 0.09 0.09 0.00
27.50 0.00 5,978 578.43 0.08 0.08 0.00
30.00 0.00 5,245 578.27 0.08 0.08 0.00
32.50 0.00 4,561 578.12 0.07 0.07 0.00
35.00 0.00 3,928 577.98 0.07 0.07 0.00
37.50 0.00 3,355 577.85 0.06 0.06 0.00
40.00 0.00 2,858 577.73 0.05 0.05 0.00
42.50 0.00 2,446 577.64 0.04 0.04 0.00
45.00 0.00 2,055 577.54 0.04 0.04 0.00
47.50 0.00 1,674 577.44 0.04 0.04 0.00
50.00 0.00 1,301 577.35 0.04 0.04 0.00
52.50 0.00 939 577.25 0.04 0.04 0.00
55.00 0.00 585 577.16 0.04 0.04 0.00
57.50 0.00 241 577.07 0.04 0.04 0.00
60.00 0.00 51 577.01 0.01 0.01 0.00
62.50 0.00 11 577.00 0.00 0.00 0.00
65.00 0.00 2 577.00 0.00 0.00 0.00
67.50 0.00 0 577.00 0.00 0.00 0.00
70.00 0.00 0 577.00 0.00 0.00 0.00
72.50 0.00 0 577.00 0.00 0.00 0.00
75.00 0.00 0 577.00 0.00 0.00 0.00
77.50 0.00 0 577.00 0.00 0.00 0.00
80.00 0.00 0 577.00 0.00 0.00 0.00
82.50 0.00 0 577.00 0.00 0.00 0.00
85.00 0.00 0 577.00 0.00 0.00 0.00
87.50 0.00 0 577.00 0.00 0.00 0.00
90.00 0.00 0 577.00 0.00 0.00 0.00
92.50 0.00 0 577.00 0.00 0.00 0.00
95.00 0.00 0 577.00 0.00 0.00 0.00
97.50 0.00 0 577.00 0.00 0.00 0.00
100.00 0.00 0 577.00 0.00 0.00 0.00
102.50 0.00 0 577.00 0.00 0.00 0.00
105.00 0.00 0 577.00 0.00 0.00 0.00
107.50 0.00 0 577.00 0.00 0.00 0.00
110.00 0.00 0 577.00 0.00 0.00 0.00
112.50 0.00 0 577.00 0.00 0.00 0.00
115.00 0.00 0 577.00 0.00 0.00 0.00
117.50 0.00 0 577.00 0.00 0.00 0.00
120.00 0.00 0 577.00 0.00 0.00 0.00

54647 - Drainage_Pre-Post Type II 24-hr 25-Year Rainfall=6.00"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 93
Stage-Discharge for Pond 12P: POND
Elevation Discharge Primary Secondary Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (cfs) (feet) (cfs) (cfs) (cfs)
577.00 0.00 0.00 0.00 582.20 21.86 17.06 4.79
577.10 0.04 0.04 0.00 582.30 26.02 17.18 8.84
577.20 0.04 0.04 0.00 582.40 30.96 17.29 13.66
577.30 0.04 0.04 0.00 582.50 36.50 17.41 19.09
577.40 0.04 0.04 0.00 582.60 42.62 17.52 25.10
577.50 0.04 0.04 0.00 582.70 48.91 17.64 31.27
577.60 0.04 0.04 0.00 582.80 55.53 17.75 37.78
577.70 0.05 0.05 0.00 582.90 62.86 17.86 45.00
577.80 0.06 0.06 0.00 583.00 70.57 17.97 52.60
577.90 0.06 0.06 0.00
578.00 0.07 0.07 0.00
578.10 0.07 0.07 0.00
578.20 0.08 0.08 0.00
578.30 0.08 0.08 0.00
578.40 0.08 0.08 0.00
578.50 0.09 0.09 0.00
578.60 0.09 0.09 0.00
578.70 0.22 0.22 0.00
578.80 0.45 0.45 0.00
578.90 0.71 0.71 0.00
579.00 0.88 0.88 0.00
579.10 1.02 1.02 0.00
579.20 1.14 1.14 0.00
579.30 1.25 1.25 0.00
579.40 1.35 1.35 0.00
579.50 1.44 1.44 0.00
579.60 1.52 1.52 0.00
579.70 1.63 1.63 0.00
579.80 1.79 1.79 0.00
579.90 1.97 1.97 0.00
580.00 2.12 2.12 0.00
580.10 2.24 2.24 0.00
580.20 2.36 2.36 0.00
580.30 2.49 2.49 0.00
580.40 2.68 2.68 0.00
580.50 2.89 2.89 0.00
580.60 3.12 3.12 0.00
580.70 3.31 3.31 0.00
580.80 3.49 3.49 0.00
580.90 4.07 4.07 0.00
581.00 4.99 4.99 0.00
581.10 7.25 7.25 0.00
581.20 10.61 10.61 0.00
581.30 14.92 14.92 0.00
581.40 16.10 16.10 0.00
581.50 16.23 16.23 0.00
581.60 16.35 16.35 0.00
581.70 16.47 16.47 0.00
581.80 16.59 16.59 0.00
581.90 16.71 16.71 0.00
582.00 16.83 16.83 0.00
582.10 18.64 16.95 1.69

54647 - Drainage_Pre-Post Type II 24-hr 25-Year Rainfall=6.00"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 94
Stage-Area-Storage for Pond 12P: POND
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
577.00 3,579 0 582.20 8,591 31,029
577.10 3,665 362 582.30 8,703 31,894
577.20 3,751 733 582.40 8,816 32,770
577.30 3,837 1,112 582.50 8,928 33,657
577.40 3,923 1,500 582.60 9,040 34,555
577.50 4,009 1,897 582.70 9,153 35,465
577.60 4,094 2,302 582.80 9,265 36,386
577.70 4,180 2,716 582.90 9,378 37,318
577.80 4,266 3,138 583.00 9,490 38,262
577.90 4,352 3,569
578.00 4,438 4,009
578.10 4,528 4,457
578.20 4,617 4,914
578.30 4,707 5,380
578.40 4,797 5,855
578.50 4,887 6,340
578.60 4,976 6,833
578.70 5,066 7,335
578.80 5,156 7,846
578.90 5,245 8,366
579.00 5,335 8,895
579.10 5,430 9,433
579.20 5,526 9,981
579.30 5,621 10,538
579.40 5,717 11,105
579.50 5,812 11,682
579.60 5,907 12,268
579.70 6,003 12,863
579.80 6,098 13,468
579.90 6,194 14,083
580.00 6,289 14,707
580.10 6,390 15,341
580.20 6,491 15,985
580.30 6,592 16,639
580.40 6,693 17,303
580.50 6,794 17,978
580.60 6,895 18,662
580.70 6,996 19,357
580.80 7,097 20,061
580.90 7,198 20,776
581.00 7,299 21,501
581.10 7,406 22,236
581.20 7,512 22,982
581.30 7,619 23,739
581.40 7,726 24,506
581.50 7,833 25,284
581.60 7,939 26,072
581.70 8,046 26,872
581.80 8,153 27,682
581.90 8,259 28,502
582.00 8,366 29,334
582.10 8,478 30,176

54647 - Drainage_Pre-Post Type II 24-hr 25-Year Rainfall=6.00"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 95
Summary for Link 6L: PRE DEV
Inflow Area = 4.340 ac, 4.61% Impervious, Inflow Depth = 2.35" for 25-Year event
Inflow = 8.98 cfs @ 12.23 hrs, Volume= 0.850 af
Primary = 8.98 cfs @ 12.23 hrs, Volume= 0.850 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 6L: PRE DEV
Hydrograph
rt -I- fi -1 - I- rt -1- r rt -1- t —I — I— rt —I— fi —I — I— rt —I— r -I -
io-/-
1 I I I I I 1 I 1 I 1 1 I 1 1 I 11 ■Inflow 1
`
- /- 1 ass cfs I I I I I I I I I I I I I I I I I I I I El Primary
9� i �I89� 1 I 1 I 1 inflow lArea=4.1340lac
, ' I I 1 I 1 I 1 I 1 I 1 1 I
8� 1/ I I I 1 I 1 I 1 I 1 I 1
fi -
_ , 1 I I 11 11 11 11 11
7� 1/ I 1 I 1 I 1 I 1 I 1
= , I I 11 11 11 11 11
6 -/ ,_ — / —I — I— 4 —I— i— 4 — I— + 1 — I— 4 1— 4 1— 4 —1 I— —I — -
• 5L/ IV
LL / 1 I 1 I 1 I 1 I 1 I 1
4_ fi / rt r + rt
I
2 I 1 I 1 I 1 I 1 I 1
' I
2 1 1 1 1 1 1 1 1 1
1- 1 1 1 1 1 1 1 1 1
7
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

54647 - Drainage_Pre-Post Type II 24-hr 25-Year Rainfall=6.00"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 96
Hydrograph for Link 6L: PRE DEV
Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs)
0.00 0.00 0.00 0.00
2.50 0.00 0.00 0.00
5.00 0.00 0.00 0.00
7.50 0.00 0.00 0.00
10.00 0.00 0.00 0.00
12.50 4.89 0.00 4.89
15.00 0.58 0.00 0.58
17.50 0.37 0.00 0.37
20.00 0.26 0.00 0.26
22.50 0.23 0.00 0.23
25.00 0.00 0.00 0.00
27.50 0.00 0.00 0.00
30.00 0.00 0.00 0.00
32.50 0.00 0.00 0.00
35.00 0.00 0.00 0.00
37.50 0.00 0.00 0.00
40.00 0.00 0.00 0.00
42.50 0.00 0.00 0.00
45.00 0.00 0.00 0.00
47.50 0.00 0.00 0.00
50.00 0.00 0.00 0.00
52.50 0.00 0.00 0.00
55.00 0.00 0.00 0.00
57.50 0.00 0.00 0.00
60.00 0.00 0.00 0.00
62.50 0.00 0.00 0.00
65.00 0.00 0.00 0.00
67.50 0.00 0.00 0.00
70.00 0.00 0.00 0.00
72.50 0.00 0.00 0.00
75.00 0.00 0.00 0.00
77.50 0.00 0.00 0.00
80.00 0.00 0.00 0.00
82.50 0.00 0.00 0.00
85.00 0.00 0.00 0.00
87.50 0.00 0.00 0.00
90.00 0.00 0.00 0.00
92.50 0.00 0.00 0.00
95.00 0.00 0.00 0.00
97.50 0.00 0.00 0.00
100.00 0.00 0.00 0.00
102.50 0.00 0.00 0.00
105.00 0.00 0.00 0.00
107.50 0.00 0.00 0.00
110.00 0.00 0.00 0.00
112.50 0.00 0.00 0.00
115.00 0.00 0.00 0.00
117.50 0.00 0.00 0.00
120.00 0.00 0.00 0.00

54647 - Drainage_Pre-Post Type II 24-hr 25-Year Rainfall=6.00"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 97
Summary for Link 11 L: POST DEV
Inflow Area = 4.460 ac, 30.04% Impervious, Inflow Depth = 3.28" for 25-Year event
Inflow = 8.85 cfs @ 12.11 hrs, Volume= 1.220 of
Primary = 8.85 cfs @ 12.11 hrs, Volume= 1.220 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 11 L: POST DEV
Hydrograph
/ 1
I I
I I
I 1
I 1 1
I I I ❑Inflow
1 8.85 cfs I 1 1 0 Primary
9- I8.8 cfs 1 1 1 I11 at!ow 1Area=4�460 I�ac-
1 1 1 1 I I I I 1 1 1 1 1 1 1 1
8 / L444T414LJ —I— LI — I— TI — LII— LJI— L —I
1 1 1 1 I I I I I I I I I I 1 1
7 / L - — I— T —1 — 4 —1— L 1 — I— T —1 — 4 —1— L —1 I— T —I
6 ✓ I I I I I I I I I I I I I I I I I I I I I
I— H — I— + —1 — H —F —1— I— —1 — I— + —1 — H —F —1— H H — I— + —1 —
/ " " I I I I I I 1 1
0 5 / t —1 — 1 1 —1— fi -I — I— rt -1 -
II 4 I I I I I I 11
— T 1 — T I I— T -1 1— T —
3 I 1 1 1 1 1 1
I I I I I I I
2 I I I I I I I
1 1 I I I I I 1
1 1 1 1 1 1
7
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

54647 - Drainage_Pre-Post Type II 24-hr 25-Year Rainfall=6.00"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 98
Hydrograph for Link 11 L: POST DEV
Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs)
0.00 0.00 0.00 0.00
2.50 0.00 0.00 0.00
5.00 0.00 0.00 0.00
7.50 0.01 0.00 0.01
10.00 0.06 0.00 0.06
12.50 3.80 0.00 3.80
15.00 1.02 0.00 1.02
17.50 0.46 0.00 0.46
20.00 0.32 0.00 0.32
22.50 0.28 0.00 0.28
25.00 0.09 0.00 0.09
27.50 0.08 0.00 0.08
30.00 0.08 0.00 0.08
32.50 0.07 0.00 0.07
35.00 0.07 0.00 0.07
37.50 0.06 0.00 0.06
40.00 0.05 0.00 0.05
42.50 0.04 0.00 0.04
45.00 0.04 0.00 0.04
47.50 0.04 0.00 0.04
50.00 0.04 0.00 0.04
52.50 0.04 0.00 0.04
55.00 0.04 0.00 0.04
57.50 0.04 0.00 0.04
60.00 0.01 0.00 0.01
62.50 0.00 0.00 0.00
65.00 0.00 0.00 0.00
67.50 0.00 0.00 0.00
70.00 0.00 0.00 0.00
72.50 0.00 0.00 0.00
75.00 0.00 0.00 0.00
77.50 0.00 0.00 0.00
80.00 0.00 0.00 0.00
82.50 0.00 0.00 0.00
85.00 0.00 0.00 0.00
87.50 0.00 0.00 0.00
90.00 0.00 0.00 0.00
92.50 0.00 0.00 0.00
95.00 0.00 0.00 0.00
97.50 0.00 0.00 0.00
100.00 0.00 0.00 0.00
102.50 0.00 0.00 0.00
105.00 0.00 0.00 0.00
107.50 0.00 0.00 0.00
110.00 0.00 0.00 0.00
112.50 0.00 0.00 0.00
115.00 0.00 0.00 0.00
117.50 0.00 0.00 0.00
120.00 0.00 0.00 0.00

54647 - Drainage_Pre-Post Type II 24-hr 50-Year Rainfall=6.75"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 99
Time span=0.00-120.00 hrs, dt=0.05 hrs, 2401 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment3S: Pre analysis point 1 Runoff Area=4.340 ac 4.61% Impervious Runoff Depth=2.91"
Flow Length=624' Tc=27.8 min CN=65 Runoff=11.26 cfs 1.053 af
Subcatchment4S: Post analysis point 1 Runoff Area=2.340 ac 48.29% Impervious Runoff Depth=4.57"
Tc=5.0 min CN=81 Runoff=18.62 cfs 0.892 af
Subcatchment7S: PRE ANALYSISPT 2 Runoff Area=1.110 ac 0.00% Impervious Runoff Depth=2.43"
Flow Length=114' Tc=32.3 min CN=60 Runoff=2.11 cfs 0.225 af
Subcatchment8S: BYPASS 1 Runoff Area=2.120 ac 9.91% Impervious Runoff Depth=3.21"
Flow Length=627' Tc=17.8 min CN=68 Runoff=8.01 cfs 0.567 af
Subcatchment9S: POST ANALYSISPT 2 Runoff Area=1.000 ac 0.00% Impervious Runoff Depth=2.43"
Flow Length=93' Slope=0.0106 '/' Tc=28.5 min CN=60 Runoff=2.07 cfs 0.202 af
Pond 12P: POND Peak Elev=580.62' Storage=18,799 cf Inflow=18.62 cfs 0.892 af
Primary=3.16 cfs 0.892 af Secondary=0.00 cfs 0.000 af Outflow=3.16 cfs 0.892 af
Link 6L: PRE DEV Inflow=11.26 cfs 1.053 af
Primary=11.26 cfs 1.053 af
Link 11 L: POST DEV Inflow=11.16 cfs 1.459 af
Primary=11.16 cfs 1.459 af
Total Runoff Area = 10.910 ac Runoff Volume = 2.938 af Average Runoff Depth = 3.23"
85.88% Pervious = 9.370 ac 14.12% Impervious = 1.540 ac

54647 - Drainage_Pre-Post Type II 24-hr 50-Year Rainfall=6.75"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 100
Summary for Subcatchment 3S: Pre analysis point 1
Runoff = 11.26 cfs @ 12.23 hrs, Volume= 1.053 af, Depth= 2.91"
Routed to Link 6L : PRE DEV
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 50-Year Rainfall=6.75"
Area (ac) CN Description
3.070 60 Woods, Fair, HSG B
0.320 73 Woods, Fair, HSG C
0.200 79 Woods, Fair, HSG D
0.120 56 Brush, Fair, HSG B
0.080 70 Brush, Fair, HSG C
0.350 77 Brush, Fair, HSG D
0.100 98 Paved parking, HSG B
0.060 98 Paved parking, HSG C
0.040 98 Paved parking, HSG D
4.340 65 Weighted Average
4.140 95.39% Pervious Area
0.200 4.61% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs) _
13.9 100 0.0734 0.12 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 2.68"
3.9 254 0.0477 1.09 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
10.0 270 0.0391 0.45 1.34 Channel Flow, CHANNEL
Area= 3.0 sf Perim= 6.3' r= 0.48'
n= 0.400 Sheet flow: Woods+light brush
27.8 624 Total

54647 - Drainage_Pre-Post Type II 24-hr 50-Year Rainfall=6.75"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 101
Subcatchment 3S: Pre analysis point 1
Hydrograph
1 1 1 1 1 1 1 1 1 1 11 1
12� 1 1 I I I I I I I I I I I I I 1 1 ■Runoff
I1126cfsIL LL _ I_ 1 _I_ L _I_ L _I _ L _L _ I_ I _ L _I - L _
I I I 1 1 I I 1 1 I I Type 11124-hr
10� � /
OrYeai IilainfaIIT6.`l51 _
9 I 1 I I I Ru nbff Area=4.340 ad
4 / r -I - r I I -I- fi -1 - 1- rt - I- -r -1- r -1 - r -
8� 1 I 1 1 I 1Runoffl Volumle�1.053 of
U 7_ T ,/ I I I I I I n I ppI „ I �o
/ t - H - I -- -1- + -1- � pff113Fi� h ---11- -
6� / I I I I I I 1 FJOw Len�h=624
u 5L-' I
3- - % + + -II + I + I + I + + II-C=27A-rain -
4� (� L
3_
I I I I I I I 1 I I 1 1 1 ‘'f'w I "P
2 I I I I I 1 1 1
1:-' I I I I I 1 1
0 , �/������� ������ ��������������������������
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

54647 - Drainage_Pre-Post Type II 24-hr 50-Year Rainfall=6.75"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 102
Hydrograph for Subcatchment 3S: Pre analysis point 1
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
2.50 0.19 0.00 0.00
5.00 0.43 0.00 0.00
7.50 0.74 0.00 0.00
10.00 1.22 0.00 0.02
12.50 4.96 1.63 6.03
15.00 5.76 2.18 0.69
17.50 6.15 2.46 0.44
20.00 6.43 2.67 0.31
22.50 6.63 2.82 0.27
25.00 6.75 2.91 0.00
27.50 6.75 2.91 0.00
30.00 6.75 2.91 0.00
32.50 6.75 2.91 0.00
35.00 6.75 2.91 0.00
37.50 6.75 2.91 0.00
40.00 6.75 2.91 0.00
42.50 6.75 2.91 0.00
45.00 6.75 2.91 0.00
47.50 6.75 2.91 0.00
50.00 6.75 2.91 0.00
52.50 6.75 2.91 0.00
55.00 6.75 2.91 0.00
57.50 6.75 2.91 0.00
60.00 6.75 2.91 0.00
62.50 6.75 2.91 0.00
65.00 6.75 2.91 0.00
67.50 6.75 2.91 0.00
70.00 6.75 2.91 0.00
72.50 6.75 2.91 0.00
75.00 6.75 2.91 0.00
77.50 6.75 2.91 0.00
80.00 6.75 2.91 0.00
82.50 6.75 2.91 0.00
85.00 6.75 2.91 0.00
87.50 6.75 2.91 0.00
90.00 6.75 2.91 0.00
92.50 6.75 2.91 0.00
95.00 6.75 2.91 0.00
97.50 6.75 2.91 0.00
100.00 6.75 2.91 0.00
102.50 6.75 2.91 0.00
105.00 6.75 2.91 0.00
107.50 6.75 2.91 0.00
110.00 6.75 2.91 0.00
112.50 6.75 2.91 0.00
115.00 6.75 2.91 0.00
117.50 6.75 2.91 0.00
120.00 6.75 2.91 0.00

54647 - Drainage_Pre-Post Type II 24-hr 50-Year Rainfall=6.75"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 103
Summary for Subcatchment 4S: Post analysis point 1
Runoff = 18.62 cfs @ 11.95 hrs, Volume= 0.892 af, Depth= 4.57"
Routed to Pond 12P : POND
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 50-Year Rainfall=6.75"
Area (ac) CN Description
0.850 61 >75% Grass cover, Good, HSG B
0.010 74 >75% Grass cover, Good, HSG C
0.240 80 >75% Grass cover, Good, HSG D
1.000 98 Paved parking, HSG B
0.130 98 Paved parking, HSG C
0.110 60 Woods, Fair, HSG B
2.340 81 Weighted Average
1.210 51.71% Pervious Area
1.130 48.29% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, DIRECT
Subcatchment 4S: Post analysis point 1
Hydrograph
y 1 1 1 1 I I I I 1 1 1 1 1 1 1
20 -/ I I I I I I I I I I I I I I I I I I I I I — ■Runoff
19� _ 118.62 cfs 1 1 I I 1 1 I I 1 1 I I 1 1 I I 1 1 I I 1 1
18 I I 1 1 I I 1 1 I I 1 1 I I IType]F244ir
17 ,- _i - 1 I L I LI 11 I L I I- I 1 1 I IH -
16� ,_ I - / . _I- L -1 - L I - I- 1 -1- L -I_ _pu�T�i yk�ar /K�ainra11Z 1/ JL —
15� ,— - - 4 I L 1 t I I 1 I L I Runbff /'� =2. 0_at
144-/ - - - 4 -I- L I - L I - I- 1 -I L -Ip- 4 I L`,4 - I H -In ALAII - L -
13 —1— + —1 — I— H — 1- 4 -I- + -IRu lto =O.892-a f -
42 12i/ - — — t I H -1 — t1 — I t I H I H -- HH I ± HA I�7
c, � —
, 11 ,_ — — -r 1 L 1 1- I 1 rt 1 T 1 1- - -1411Qf 11-/ -7h7` 'I5' 1
010 -1- T -I - 7 -I - I- 7 -I- 7 -1- 7 -1 - r7 - I-Tc 51Omin -
LL 9
-1- T -I - 7 71 - I- 7 -I- T -1- T -I - 1 7 - IT T -1-�+TAA-I - 7A -
8� - 1 1 1 I I I I I I I 1 1 1 C II -
6 I 11 1 1 I I I I I I I I 1 1 1 1 1 1 1 -
5 / 1 1 I I I I I I I 1 1 1 1 1 1
44,/ I 1 1 1 1 I I I I I I I11 1 1 1 1 1 1
3 / ,_ I 1 -1 I I I I I I I I . - I- 1 - 1 1 1 1 1 _
2� ,_ I 1 ! 1 I I 1 1 ! 1 1 1
_Ali
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

54647 - Drainage_Pre-Post Type II 24-hr 50-Year Rainfall=6.75"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 104
Hydrograph for Subcatchment 4S: Post analysis point 1
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
2.50 0.19 0.00 0.00
5.00 0.43 0.00 0.00
7.50 0.74 0.03 0.06
10.00 1.22 0.18 0.26
12.50 4.96 2.95 1.47
15.00 5.76 3.67 0.44
17.50 6.15 4.02 0.28
20.00 6.43 4.27 0.19
22.50 6.63 4.47 0.17
25.00 6.75 4.57 0.00
27.50 6.75 4.57 0.00
30.00 6.75 4.57 0.00
32.50 6.75 4.57 0.00
35.00 6.75 4.57 0.00
37.50 6.75 4.57 0.00
40.00 6.75 4.57 0.00
42.50 6.75 4.57 0.00
45.00 6.75 4.57 0.00
47.50 6.75 4.57 0.00
50.00 6.75 4.57 0.00
52.50 6.75 4.57 0.00
55.00 6.75 4.57 0.00
57.50 6.75 4.57 0.00
60.00 6.75 4.57 0.00
62.50 6.75 4.57 0.00
65.00 6.75 4.57 0.00
67.50 6.75 4.57 0.00
70.00 6.75 4.57 0.00
72.50 6.75 4.57 0.00
75.00 6.75 4.57 0.00
77.50 6.75 4.57 0.00
80.00 6.75 4.57 0.00
82.50 6.75 4.57 0.00
85.00 6.75 4.57 0.00
87.50 6.75 4.57 0.00
90.00 6.75 4.57 0.00
92.50 6.75 4.57 0.00
95.00 6.75 4.57 0.00
97.50 6.75 4.57 0.00
100.00 6.75 4.57 0.00
102.50 6.75 4.57 0.00
105.00 6.75 4.57 0.00
107.50 6.75 4.57 0.00
110.00 6.75 4.57 0.00
112.50 6.75 4.57 0.00
115.00 6.75 4.57 0.00
117.50 6.75 4.57 0.00
120.00 6.75 4.57 0.00

54647 - Drainage_Pre-Post Type II 24-hr 50-Year Rainfall=6.75"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 105
Summary for Subcatchment 7S: PRE ANALYSIS PT 2
Runoff = 2.11 cfs @ 12.29 hrs, Volume= 0.225 af, Depth= 2.43"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 50-Year Rainfall=6.75"
Area (ac) CN Description
1.110 60 Woods, Fair, HSG B
1.110 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
31.9 100 0.0093 0.05 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 2.68"
0.4 14 0.0121 0.55 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
32.3 114 Total
Subcatchment 7S: PRE ANALYSIS PT 2
Hydrograph
I I I I I I I I
I I I I I I I I I 1 I I I I e Runoff
- 1 1l2.11cfsI I 1 I I 1 1 I I I I I I I I I I I
T 11 7 + 1 T1 + ITYPe 1I 24-hr
2 "' 1 / 1 1 1 1 �
/ 1 1 1 1 1 1 1 so-Yearl Rlainfall=6.`751.
11 I I 1 1 1 1Runbff Awea=1.110 at
/ 1 I 1 I I 1 1 1 I 1 1 I 1 I 1 1
1 1 I I 1 1 Runoff Volume=0.225 af
y / 1 11 I I 1 1 II Oun 1ff 1De th 2.43"
o / + 1 I + + I + H + —Fi ciw I LeIIti �I'1 t1-4�
fL 1 1/ 1 1 1 1 1 1 1 1 1 1 1
1 1 I 1 1 I 1 1 1 Tc=32.3 m i n
/ CN6p
1 1 1 1 1 1 ' 1 1
1 1 1 1 1
1 1 1 1 1 1 1
o rz z ,, iiiiiii�i���liiiiiiiiiiJiiiJiiiiiiiiiiiJiii�iiiiiiiiiiiiiiiiiiiiiiiiiiiii�,
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

54647 - Drainage_Pre-Post Type II 24-hr 50-Year Rainfall=6.75"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 106
Hydrograph for Subcatchment 7S: PRE ANALYSIS PT 2
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
2.50 0.19 0.00 0.00
5.00 0.43 0.00 0.00
7.50 0.74 0.00 0.00
10.00 1.22 0.00 0.00
12.50 4.96 1.28 1.52
15.00 5.76 1.77 0.16
17.50 6.15 2.02 0.10
20.00 6.43 2.21 0.07
22.50 6.63 2.35 0.06
25.00 6.75 2.43 0.00
27.50 6.75 2.43 0.00
30.00 6.75 2.43 0.00
32.50 6.75 2.43 0.00
35.00 6.75 2.43 0.00
37.50 6.75 2.43 0.00
40.00 6.75 2.43 0.00
42.50 6.75 2.43 0.00
45.00 6.75 2.43 0.00
47.50 6.75 2.43 0.00
50.00 6.75 2.43 0.00
52.50 6.75 2.43 0.00
55.00 6.75 2.43 0.00
57.50 6.75 2.43 0.00
60.00 6.75 2.43 0.00
62.50 6.75 2.43 0.00
65.00 6.75 2.43 0.00
67.50 6.75 2.43 0.00
70.00 6.75 2.43 0.00
72.50 6.75 2.43 0.00
75.00 6.75 2.43 0.00
77.50 6.75 2.43 0.00
80.00 6.75 2.43 0.00
82.50 6.75 2.43 0.00
85.00 6.75 2.43 0.00
87.50 6.75 2.43 0.00
90.00 6.75 2.43 0.00
92.50 6.75 2.43 0.00
95.00 6.75 2.43 0.00
97.50 6.75 2.43 0.00
100.00 6.75 2.43 0.00
102.50 6.75 2.43 0.00
105.00 6.75 2.43 0.00
107.50 6.75 2.43 0.00
110.00 6.75 2.43 0.00
112.50 6.75 2.43 0.00
115.00 6.75 2.43 0.00
117.50 6.75 2.43 0.00
120.00 6.75 2.43 0.00

54647 - Drainage_Pre-Post Type II 24-hr 50-Year Rainfall=6.75"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 107
Summary for Subcatchment 8S: BYPASS 1
Runoff = 8.01 cfs @ 12.11 hrs, Volume= 0.567 af, Depth= 3.21"
Routed to Link 11 L : POST DEV
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 50-Year Rainfall=6.75"
Area (ac) CN Description
1.180 60 Woods, Fair, HSG B
0.130 73 Woods, Fair, HSG C
0.170 61 >75% Grass cover, Good, HSG B
0.120 74 >75% Grass cover, Good, HSG C
0.310 80 >75% Grass cover, Good, HSG D
0.080 98 Paved parking, HSG B
0.090 98 Paved parking, HSG C
0.040 98 Paved parking, HSG D
2.120 68 Weighted Average
1.910 90.09% Pervious Area
0.210 9.91% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) _ (feet) (ft/ft) (ft/sec) (cfs)
13.9 100 0.0734 0.12 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 2.68"
3.8 249 0.0472 1.09 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.1 278 0.0398 37.88 454.62 Channel Flow,
Area= 12.0 sf Perim= 7.2' r= 1.67'
n= 0.011 Concrete pipe, straight & clean
17.8 627 Total

54647 - Drainage_Pre-Post Type II 24-hr 50-Year Rainfall=6.75"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 108
Subcatchment 8S: BYPASS 1
Hydrograph
1 1 1 I I I I I I I I
I I 1 1 I I 1 I I 1 I I 1 1 I 1 1 I 1 1 ■Runoff
fi 18.olds l -r —I— fi —1 — I— rt —1— -r —1— fi —I — 1— rt — 1— -r —1 — — rt —1— -
8� 1 j I I 1 I I 1 I I 1 1 I Type 11124-hr
71/ I -I - - -i- -1- -i - �Y r Iinfl ' rI OaaalT6l5
L -1 - - _L -1- 1 -1- L - - Rtinb-ff-Ares-2A20 ad- -
61/ 1 1 1 1 1 1 I I I I I I I I I I I
1 1 1 1 I 1 I Runoff VQIIJrne O 567saf _
y 5� / 1 u;ngff 1D p h�3.416'
`0 4� 1 / 1 1 1 1 1 1 1 1 FIOw(Length=627'
1 I 1 1 1 1 1 1 1 1 1 1 7 1 1 1
3
1 / 1 1 1 1 1 1 1 1 1 1 I Tc=17.18 rrri n- -
1 1 1 1 1 1 1 1 1 1 1 1 1 ''7L60- -
1 1 - 1- -I
2� 1 1 1 1 1 1 1 I 1 1
1L/ 1 1 1 1 1 1 1
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100' 105 110 115 120
Time (hours)

54647 - Drainage_Pre-Post Type II 24-hr 50-Year Rainfall=6.75"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 109
Hydrograph for Subcatchment 8S: BYPASS 1
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
2.50 0.19 0.00 0.00
5.00 0.43 0.00 0.00
7.50 0.74 0.00 0.00
10.00 1.22 0.02 0.04
12.50 4.96 1.85 1.88
15.00 5.76 2.44 0.35
17.50 6.15 2.74 0.22
20.00 6.43 2.95 0.16
22.50 6.63 3.12 0.14
25.00 6.75 3.21 0.00
27.50 6.75 3.21 0.00
30.00 6.75 3.21 0.00
32.50 6.75 3.21 0.00
35.00 6.75 3.21 0.00
37.50 6.75 3.21 0.00
40.00 6.75 3.21 0.00
42.50 6.75 3.21 0.00
45.00 6.75 3.21 0.00
47.50 6.75 3.21 0.00
50.00 6.75 3.21 0.00
52.50 6.75 3.21 0.00
55.00 6.75 3.21 0.00
57.50 6.75 3.21 0.00
60.00 6.75 3.21 0.00
62.50 6.75 3.21 0.00
65.00 6.75 3.21 0.00
67.50 6.75 3.21 0.00
70.00 6.75 3.21 0.00
72.50 6.75 3.21 0.00
75.00 6.75 3.21 0.00
77.50 6.75 3.21 0.00
80.00 6.75 3.21 0.00
82.50 6.75 3.21 0.00
85.00 6.75 3.21 0.00
87.50 6.75 3.21 0.00
90.00 6.75 3.21 0.00
92.50 6.75 3.21 0.00
95.00 6.75 3.21 0.00
97.50 6.75 3.21 0.00
100.00 6.75 3.21 0.00
102.50 6.75 3.21 0.00
105.00 6.75 3.21 0.00
107.50 6.75 3.21 0.00
110.00 6.75 3.21 0.00
112.50 6.75 3.21 0.00
115.00 6.75 3.21 0.00
117.50 6.75 3.21 0.00
120.00 6.75 3.21 0.00

54647 - Drainage_Pre-Post Type II 24-hr 50-Year Rainfall=6.75"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 110
Summary for Subcatchment 9S: POST ANALYSIS PT 2
Runoff = 2.07 cfs @ 12.24 hrs, Volume= 0.202 af, Depth= 2.43"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 50-Year Rainfall=6.75"
Area (ac) CN Description
1.000 60 Woods, Fair, HSG B
1.000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
28.5 93 0.0106 0.05 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 2.68"
Subcatchment 9S: POST ANALYSIS PT 2
Hydrograph
/ I I 1 I I I I I I 1 1
I 1 I I 1 I I I I I ■Runoff
12.07 cfs I I I I I 1 I I 1 1 I I 1
pe 1
2 . 2 I I I I I I 1 Ty7 124 4 =
/ 1 1 1 I 1 $0-Year, Rl,ainfallT6.`75 '
/ I IRunbff Awea=1.000 at
• 1 Runoff Volume=0.202 af
/ 1 I I I Ou;ngff(Depth=2.43"
o / T 7 T 7 1 1FFoW 1-1—e4gth 931-
-
u_ 1 / 1 1 1 1 I I I II 1 1 1
j1 11 11 1 I I I 1 Slope=0.0106 '/'
/ 1 1 1 1 1 1 1Tc=28.5 mi i
1 1 1 1 1 1 1'
1 1 1 1 1 1 CN=60
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

54647 - Drainage_Pre-Post Type II 24-hr 50-Year Rainfall=6.75"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 111
Hydrograph for Subcatchment 9S: POST ANALYSIS PT 2
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
2.50 0.19 0.00 0.00
5.00 0.43 0.00 0.00
7.50 0.74 0.00 0.00
10.00 1.22 0.00 0.00
12.50 4.96 1.28 1.20
15.00 5.76 1.77 0.14
17.50 6.15 2.02 0.09
20.00 6.43 2.21 0.06
22.50 6.63 2.35 0.06
25.00 6.75 2.43 0.00
27.50 6.75 2.43 0.00
30.00 6.75 2.43 0.00
32.50 6.75 2.43 0.00
35.00 6.75 2.43 0.00
37.50 6.75 2.43 0.00
40.00 6.75 2.43 0.00
42.50 6.75 2.43 0.00
45.00 6.75 2.43 0.00
47.50 6.75 2.43 0.00
50.00 6.75 2.43 0.00
52.50 6.75 2.43 0.00
55.00 6.75 2.43 0.00
57.50 6.75 2.43 0.00
60.00 6.75 2.43 0.00
62.50 6.75 2.43 0.00
65.00 6.75 2.43 0.00
67.50 6.75 2.43 0.00
70.00 6.75 2.43 0.00
72.50 6.75 2.43 0.00
75.00 6.75 2.43 0.00
77.50 6.75 2.43 0.00
80.00 6.75 2.43 0.00
82.50 6.75 2.43 0.00
85.00 6.75 2.43 0.00
87.50 6.75 2.43 0.00
90.00 6.75 2.43 0.00
92.50 6.75 2.43 0.00
95.00 6.75 2.43 0.00
97.50 6.75 2.43 0.00
100.00 6.75 2.43 0.00
102.50 6.75 2.43 0.00
105.00 6.75 2.43 0.00
107.50 6.75 2.43 0.00
110.00 6.75 2.43 0.00
112.50 6.75 2.43 0.00
115.00 6.75 2.43 0.00
117.50 6.75 2.43 0.00
120.00 6.75 2.43 0.00

54647 - Drainage_Pre-Post Type II 24-hr 50-Year Rainfall=6.75"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 112
Summary for Pond 12P: POND
Inflow Area = 2.340 ac, 48.29% Impervious, Inflow Depth = 4.57" for 50-Year event
Inflow = 18.62 cfs @ 11.95 hrs, Volume= 0.892 af
Outflow = 3.16 cfs @ 12.15 hrs, Volume= 0.892 af, Atten= 83%, Lag= 11.6 min
Primary = 3.16 cfs @ 12.15 hrs, Volume= 0.892 af
Routed to Link 11 L : POST DEV
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link 11 L : POST DEV
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 580.62'@ 12.15 hrs Surf.Area= 6,915 sf Storage= 18,799 cf
Plug-Flow detention time=339.8 min calculated for 0.891 af(100% of inflow)
Center-of-Mass det. time= 340.6 min ( 1,143.5 - 802.9 )
Volume Invert Avail.Storage Storage Description
#1 577.00' 38,262 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
577.00 3,579 0 0
578.00 4,438 4,009 4,009
579.00 5,335 4,887 8,895
580.00 6,289 5,812 14,707
581.00 7,299 6,794 21,501
582.00 8,366 7,833 29,334
583.00 9,490 8,928 38,262
Device Routing Invert Outlet Devices
#1 Primary 575.50' 15.0" Round Culvert
L= 57.4' RCP, rounded edge headwall, Ke= 0.100
Inlet/ Outlet Invert= 575.50'/ 573.63' S= 0.0326 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.23 sf
#2 Device 1 575.50' SAND FILTER
Head (feet) 0.00 1.00 1.50 2.50 3.50 4.50 5.50 6.50
Disch. (cfs) 0.000 0.032 0.037 0.048 0.058 0.069 0.080 0.090
#3 Device 1 577.67' 1.2" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#4 Device 1 578.60' 15.0" W x 3.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5 Device 1 579.63' 6.0" W x 3.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#6 Device 1 580.20' 6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#7 Device 1 580.80' 1.2' long x 0.5' breadth Broad-Crested Rectangular Weir X 4.00
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
#8 Device 1 581.00' 3.0' long x 0.5' breadth Broad-Crested Rectangular Weir X 4.00
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
#9 Secondary 582.00' 20.0' long x 16.0' breadth EMERGENCY SPILLWAY
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60

54647 - Drainage_Pre-Post Type II 24-hr 50-Year Rainfall=6.75"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 113
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=3.16 cfs @ 12.15 hrs HW=580.62' (Free Discharge)
-1=Culvert (Passes 3.16 cfs of 15.11 cfs potential flow)
-2=SAND FILTER (Custom Controls 0.08 cfs)
-3=Orifice/Grate (Orifice Controls 0.06 cfs @ 8.20 fps)
-4=Orifice/Grate (Orifice Controls 2.07 cfs @ 6.63 fps)
-5=Orifice/Grate (Orifice Controls 0.56 cfs @ 4.47 fps)
-6=Orifice/Grate (Orifice Controls 0.39 cfs @ 2.20 fps)
-7=Broad-Crested Rectangular Weir( Controls 0.00 cfs)
-8=Broad-Crested Rectangular Weir( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=577.00' (Free Discharge)
L9=EMERGENCY SPILLWAY( Controls 0.00 cfs)
Pond 12P: POND
Hydrograph
1 I 1 I
■Inflow
� •
laszcfs)1 El Outflow
z / ,1 I- -I 1 I - - 1 1 1 4 1 1 1 - ElPrimary
- rt - 1 rt -I - I- t -I- I- t IArg lac - 0 Secondary)
20 -/ i i 1_ T r T T T T - T
19 it P a-C Ei 8 0
17=' i / / 'I 1 I L -L 1 I L _I I 1 1 _I _IS V1age=1&799
164-/ / / / 1- i- + -1 - 1- T + -1- 1- + H -1- H + - I- 4 -1- 1- + -
15 / / / - T r T 71717 T T 71717 T 71717 r T 71717 r H 71717 T
14 i / / /1 1 I I I I I I I I I I I I I I I I I I I I I
w12 / / / 1 1- LL -1 - 1- LJ _1- 1- 1J _1- L1 -1 - 1- LH _1- 1- L -
� 114/ / / / 4 1- I- 4 -1 - 1- T4 -1- I- 4 -I -1- I- 4 -1 - I- H4 -1- I- 4 -
3 10. z / i - t 1- I- t I 1 t t 1- I t -I 1- I- t I I I- -I1- I t -
� ,
7 i1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
6� 3.16 cfs I I -L -I I I -H -I I L I I I I_
5 ' , , .13.16 cfs I- - - -I- I- + - -I- - - - -
44/ i
2. �%
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

54647 - Drainage_Pre-Post Type II 24-hr 50-Year Rainfall=6.75"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 114
Pond 12P: POND
Stage-Discharge
I I I I I I ❑Total
583 ❑Primary
❑Secondary
EMERGENCY SPILLWAY
582 1 1 I
1
../� Broad-Crested Rectangular Weir
Broad-Crested Rectangular Weir I
581 I
5 O % Orifice/Grate 1
1 1 I
// Orifice/Grate
0 580 %Lij �
Orifice/Grate
579 j
I I I I I I
578 Orifice/Grate I
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70
Discharge (cfs)
Pond 12P: POND
Stage-Area-Storage
Surface/Horizontal/Wetted Area(sq-ft)
0 500 1,000 1,500 2,000 2,500 3,000 3,5004,000 4,500 5,000 5,500 6,000 6,500 7,000 7,500 8,000 8,500 9,000 ID Surface
. . ' . . . ! . . . '
. . . . . . !
. . . I . ( . I
. . . ! . . . I . . . I
. . . 1 , , . I . . . ' . . . 1 . . . I . . . ' . . . ! . . . ❑Storage
:::
� I I I II I I I 1 1 I 1 I I I ////' II I I I
_ I I I I �� 1 I 1 //�� I I I I I
' ,, " I I I II I I I
581
I , / I II I 1 I II 1 11
a 580- 1 I I I II I I I I II I I I
d _ — I H + + I -L I i+ r IH H + II I H r H
W - " I I I I I I II I I I
579
- n — rr1- I1 ttr1r - + II1rtrr
578
II I I I I II I I I
/ / /
- Custom Stage Data / z / /
577
0 5,000 10,000 15,000 20,000 25,000 30,000 35,000
Storage(cubic-feet)

54647 - Drainage_Pre-Post Type II 24-hr 50-Year Rainfall=6.75"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 115
Hydrograph for Pond 12P: POND
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0 577.00 0.00 0.00 0.00
2.50 0.00 0 577.00 0.00 0.00 0.00
5.00 0.00 0 577.00 0.00 0.00 0.00
7.50 0.06 149 577.04 0.03 0.03 0.00
10.00 0.26 1,077 577.29 0.04 0.04 0.00
12.50 1.47 17,604 580.44 2.77 2.77 0.00
15.00 0.44 9,050 579.03 0.92 0.92 0.00
17.50 0.28 7,557 578.74 0.31 0.31 0.00
20.00 0.19 7,324 578.70 0.22 0.22 0.00
22.50 0.17 7,224 578.68 0.18 0.18 0.00
25.00 0.00 6,800 578.59 0.09 0.09 0.00
27.50 0.00 6,019 578.43 0.08 0.08 0.00
30.00 0.00 5,283 578.28 0.08 0.08 0.00
32.50 0.00 4,596 578.13 0.07 0.07 0.00
35.00 0.00 3,961 577.99 0.07 0.07 0.00
37.50 0.00 3,385 577.86 0.06 0.06 0.00
40.00 0.00 2,883 577.74 0.05 0.05 0.00
42.50 0.00 2,468 577.64 0.04 0.04 0.00
45.00 0.00 2,076 577.54 0.04 0.04 0.00
47.50 0.00 1,694 577.45 0.04 0.04 0.00
50.00 0.00 1,321 577.35 0.04 0.04 0.00
52.50 0.00 958 577.26 0.04 0.04 0.00
55.00 0.00 604 577.17 0.04 0.04 0.00
57.50 0.00 259 577.07 0.04 0.04 0.00
60.00 0.00 55 577.02 0.01 0.01 0.00
62.50 0.00 11 577.00 0.00 0.00 0.00
65.00 0.00 2 577.00 0.00 0.00 0.00
67.50 0.00 0 577.00 0.00 0.00 0.00
70.00 0.00 0 577.00 0.00 0.00 0.00
72.50 0.00 0 577.00 0.00 0.00 0.00
75.00 0.00 0 577.00 0.00 0.00 0.00
77.50 0.00 0 577.00 0.00 0.00 0.00
80.00 0.00 0 577.00 0.00 0.00 0.00
82.50 0.00 0 577.00 0.00 0.00 0.00
85.00 0.00 0 577.00 0.00 0.00 0.00
87.50 0.00 0 577.00 0.00 0.00 0.00
90.00 0.00 0 577.00 0.00 0.00 0.00
92.50 0.00 0 577.00 0.00 0.00 0.00
95.00 0.00 0 577.00 0.00 0.00 0.00
97.50 0.00 0 577.00 0.00 0.00 0.00
100.00 0.00 0 577.00 0.00 0.00 0.00
102.50 0.00 0 577.00 0.00 0.00 0.00
105.00 0.00 0 577.00 0.00 0.00 0.00
107.50 0.00 0 577.00 0.00 0.00 0.00
110.00 0.00 0 577.00 0.00 0.00 0.00
112.50 0.00 0 577.00 0.00 0.00 0.00
115.00 0.00 0 577.00 0.00 0.00 0.00
117.50 0.00 0 577.00 0.00 0.00 0.00
120.00 0.00 0 577.00 0.00 0.00 0.00

54647 - Drainage_Pre-Post Type II 24-hr 50-Year Rainfall=6.75"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 116
Stage-Discharge for Pond 12P: POND
Elevation Discharge Primary Secondary Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (cfs) (feet) (cfs) (cfs) (cfs)
577.00 0.00 0.00 0.00 582.20 21.86 17.06 4.79
577.10 0.04 0.04 0.00 582.30 26.02 17.18 8.84
577.20 0.04 0.04 0.00 582.40 30.96 17.29 13.66
577.30 0.04 0.04 0.00 582.50 36.50 17.41 19.09
577.40 0.04 0.04 0.00 582.60 42.62 17.52 25.10
577.50 0.04 0.04 0.00 582.70 48.91 17.64 31.27
577.60 0.04 0.04 0.00 582.80 55.53 17.75 37.78
577.70 0.05 0.05 0.00 582.90 62.86 17.86 45.00
577.80 0.06 0.06 0.00 583.00 70.57 17.97 52.60
577.90 0.06 0.06 0.00
578.00 0.07 0.07 0.00
578.10 0.07 0.07 0.00
578.20 0.08 0.08 0.00
578.30 0.08 0.08 0.00
578.40 0.08 0.08 0.00
578.50 0.09 0.09 0.00
578.60 0.09 0.09 0.00
578.70 0.22 0.22 0.00
578.80 0.45 0.45 0.00
578.90 0.71 0.71 0.00
579.00 0.88 0.88 0.00
579.10 1.02 1.02 0.00
579.20 1.14 1.14 0.00
579.30 1.25 1.25 0.00
579.40 1.35 1.35 0.00
579.50 1.44 1.44 0.00
579.60 1.52 1.52 0.00
579.70 1.63 1.63 0.00
579.80 1.79 1.79 0.00
579.90 1.97 1.97 0.00
580.00 2.12 2.12 0.00
580.10 2.24 2.24 0.00
580.20 2.36 2.36 0.00
580.30 2.49 2.49 0.00
580.40 2.68 2.68 0.00
580.50 2.89 2.89 0.00
580.60 3.12 3.12 0.00
580.70 3.31 3.31 0.00
580.80 3.49 3.49 0.00
580.90 4.07 4.07 0.00
581.00 4.99 4.99 0.00
581.10 7.25 7.25 0.00
581.20 10.61 10.61 0.00
581.30 14.92 14.92 0.00
581.40 16.10 16.10 0.00
581.50 16.23 16.23 0.00
581.60 16.35 16.35 0.00
581.70 16.47 16.47 0.00
581.80 16.59 16.59 0.00
581.90 16.71 16.71 0.00
582.00 16.83 16.83 0.00
582.10 18.64 16.95 1.69

54647 - Drainage_Pre-Post Type II 24-hr 50-Year Rainfall=6.75"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 117
Stage-Area-Storage for Pond 12P: POND
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
577.00 3,579 0 582.20 8,591 31,029
577.10 3,665 362 582.30 8,703 31,894
577.20 3,751 733 582.40 8,816 32,770
577.30 3,837 1,112 582.50 8,928 33,657
577.40 3,923 1,500 582.60 9,040 34,555
577.50 4,009 1,897 582.70 9,153 35,465
577.60 4,094 2,302 582.80 9,265 36,386
577.70 4,180 2,716 582.90 9,378 37,318
577.80 4,266 3,138 583.00 9,490 38,262
577.90 4,352 3,569
578.00 4,438 4,009
578.10 4,528 4,457
578.20 4,617 4,914
578.30 4,707 5,380
578.40 4,797 5,855
578.50 4,887 6,340
578.60 4,976 6,833
578.70 5,066 7,335
578.80 5,156 7,846
578.90 5,245 8,366
579.00 5,335 8,895
579.10 5,430 9,433
579.20 5,526 9,981
579.30 5,621 10,538
579.40 5,717 11,105
579.50 5,812 11,682
579.60 5,907 12,268
579.70 6,003 12,863
579.80 6,098 13,468
579.90 6,194 14,083
580.00 6,289 14,707
580.10 6,390 15,341
580.20 6,491 15,985
580.30 6,592 16,639
580.40 6,693 17,303
580.50 6,794 17,978
580.60 6,895 18,662
580.70 6,996 19,357
580.80 7,097 20,061
580.90 7,198 20,776
581.00 7,299 21,501
581.10 7,406 22,236
581.20 7,512 22,982
581.30 7,619 23,739
581.40 7,726 24,506
581.50 7,833 25,284
581.60 7,939 26,072
581.70 8,046 26,872
581.80 8,153 27,682
581.90 8,259 28,502
582.00 8,366 29,334
582.10 8,478 30,176

54647 - Drainage_Pre-Post Type II 24-hr 50-Year Rainfall=6.75"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 118
Summary for Link 6L: PRE DEV
Inflow Area = 4.340 ac, 4.61% Impervious, Inflow Depth = 2.91" for 50-Year event
Inflow = 11.26 cfs @ 12.23 hrs, Volume= 1.053 af
Primary = 11.26 cfs @ 12.23 hrs, Volume= 1.053 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 6L: PRE DEV
Hydrograph
I I I I I I I I I I I I I I I I I I I I
I I I I I I I I I I I I I I I I I I I I I ■Inflow `
❑Prima 1
12� J 11.26 cfs I L 1— J _1_ i— _1 _ 1_ + 1 H 4 1 H _1 1 _L 1 i— _1 _ 1_ ry
: / i 11.26cfs V 1 1 1 1 1 1 InflowlArea=4.13401ac
10 i 111111 11 II III II
- /
101! -1 1— -1 — I— -k -1 — I— -1 -1- 4- -1 - 1- 4- -1 - 1— - - 1-
- / 11 1 1 1 1 1 1 11 11 III 11
9� 1 1 1 1 1 1 1 11 II III
- /
8� 4 4 —I — I- 4 —I— t- 4 - 1— + 1 — I- 4 -1- 4 - - 1— + —I - 1 - — — -
-
7- z 1/ H
1 1 1 1 1 1 H
11 1 1 1 1a 6 ' 40 — — - 4 -1— {- 4 - 1— + 1 — - 1— H41- 4 -1HH — -
LL - I
5 -/- i I I I I I I I I I 11 I II III
4� ! 1— -h —1— i— -h — 1— + —1 — I— -h —1— t H — 1— t —1 — I
/3 0 1 1 1 1 1 1 1 1 1 1 1 I I
1,/ I I I I I 1 1 1 1 1 1
2 I P 1 1 1 1 1 1 I I
1 '�% // % %
o % ////////////////////////////////////////////////////////////////////////////%
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

54647 - Drainage_Pre-Post Type II 24-hr 50-Year Rainfall=6.75"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 119
Hydrograph for Link 6L: PRE DEV
Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs)
0.00 0.00 0.00 0.00
2.50 0.00 0.00 0.00
5.00 0.00 0.00 0.00
7.50 0.00 0.00 0.00
10.00 0.02 0.00 0.02
12.50 6.03 0.00 6.03
15.00 0.69 0.00 0.69
17.50 0.44 0.00 0.44
20.00 0.31 0.00 0.31
22.50 0.27 0.00 0.27
25.00 0.00 0.00 0.00
27.50 0.00 0.00 0.00
30.00 0.00 0.00 0.00
32.50 0.00 0.00 0.00
35.00 0.00 0.00 0.00
37.50 0.00 0.00 0.00
40.00 0.00 0.00 0.00
42.50 0.00 0.00 0.00
45.00 0.00 0.00 0.00
47.50 0.00 0.00 0.00
50.00 0.00 0.00 0.00
52.50 0.00 0.00 0.00
55.00 0.00 0.00 0.00
57.50 0.00 0.00 0.00
60.00 0.00 0.00 0.00
62.50 0.00 0.00 0.00
65.00 0.00 0.00 0.00
67.50 0.00 0.00 0.00
70.00 0.00 0.00 0.00
72.50 0.00 0.00 0.00
75.00 0.00 0.00 0.00
77.50 0.00 0.00 0.00
80.00 0.00 0.00 0.00
82.50 0.00 0.00 0.00
85.00 0.00 0.00 0.00
87.50 0.00 0.00 0.00
90.00 0.00 0.00 0.00
92.50 0.00 0.00 0.00
95.00 0.00 0.00 0.00
97.50 0.00 0.00 0.00
100.00 0.00 0.00 0.00
102.50 0.00 0.00 0.00
105.00 0.00 0.00 0.00
107.50 0.00 0.00 0.00
110.00 0.00 0.00 0.00
112.50 0.00 0.00 0.00
115.00 0.00 0.00 0.00
117.50 0.00 0.00 0.00
120.00 0.00 0.00 0.00

54647 - Drainage_Pre-Post Type II 24-hr 50-Year Rainfall=6.75"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 120
Summary for Link 11 L: POST DEV
Inflow Area = 4.460 ac, 30.04% Impervious, Inflow Depth = 3.92" for 50-Year event
Inflow = 11.16 cfs @ 12.11 hrs, Volume= 1.459 af
Primary = 11.16 cfs @ 12.11 hrs, Volume= 1.459 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 11 L: POST DEV
Hydrograph
/ _ I I I I I I I I I I I I I I
� I I I I I I I I I I I I I I I I I ■Inflow I
121 — -I1116cfs1 —1 — 1— H —1— {— H — 1— + 1 H H 1 H/�H 1 H 1 H H — 1 - El Primary
= , l iiiscrs[/ 1 1 1 1 1 1 1 1 1 I11fl41W 11�11'e'a=4.1460 11a�i _
10 -/ k -/ -1 _ I_ 4 -1- {- -[ - 1- + 1 - - -[ 1- - 4 1 1- -I - -
= / 1 1 1 1 1 1 1 1 1 1 1 1 1
9� 1_/ 1 1 1I I I I I I 1 1 1 1 1
8 -/ k H/ —1 — '— H —1— i— H — I— + 1 — — A 1— H H — H —1 1— H — -
1 1 1 1 1 1 1 1 1 1 1
Zul 7� _
o /
3 61/ A— 1 I— —1 — 1— t —1 — I— —1 —1— t - — I— t —1 — 1— - —
5- T
I
4 -/ k fi —1 I I
3y
- z 1 1 1
2 -/ A— 1 — 1— H 1 t I H H H H — -
A
1 -/
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

54647 - Drainage_Pre-Post Type II 24-hr 50-Year Rainfall=6.75"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 121
Hydrograph for Link 11 L: POST DEV
Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs)
0.00 0.00 0.00 0.00
2.50 0.00 0.00 0.00
5.00 0.00 0.00 0.00
7.50 0.03 0.00 0.03
10.00 0.08 0.00 0.08
12.50 4.65 0.00 4.65
15.00 1.27 0.00 1.27
17.50 0.54 0.00 0.54
20.00 0.37 0.00 0.37
22.50 0.32 0.00 0.32
25.00 0.09 0.00 0.09
27.50 0.08 0.00 0.08
30.00 0.08 0.00 0.08
32.50 0.07 0.00 0.07
35.00 0.07 0.00 0.07
37.50 0.06 0.00 0.06
40.00 0.05 0.00 0.05
42.50 0.04 0.00 0.04
45.00 0.04 0.00 0.04
47.50 0.04 0.00 0.04
50.00 0.04 0.00 0.04
52.50 0.04 0.00 0.04
55.00 0.04 0.00 0.04
57.50 0.04 0.00 0.04
60.00 0.01 0.00 0.01
62.50 0.00 0.00 0.00
65.00 0.00 0.00 0.00
67.50 0.00 0.00 0.00
70.00 0.00 0.00 0.00
72.50 0.00 0.00 0.00
75.00 0.00 0.00 0.00
77.50 0.00 0.00 0.00
80.00 0.00 0.00 0.00
82.50 0.00 0.00 0.00
85.00 0.00 0.00 0.00
87.50 0.00 0.00 0.00
90.00 0.00 0.00 0.00
92.50 0.00 0.00 0.00
95.00 0.00 0.00 0.00
97.50 0.00 0.00 0.00
100.00 0.00 0.00 0.00
102.50 0.00 0.00 0.00
105.00 0.00 0.00 0.00
107.50 0.00 0.00 0.00
110.00 0.00 0.00 0.00
112.50 0.00 0.00 0.00
115.00 0.00 0.00 0.00
117.50 0.00 0.00 0.00
120.00 0.00 0.00 0.00

54647 - Drainage_Pre-Post Type II 24-hr 100-Year Rainfall=7.53"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 122
Time span=0.00-120.00 hrs, dt=0.05 hrs, 2401 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
Subcatchment3S: Pre analysis point 1 Runoff Area=4.340 ac 4.61% Impervious Runoff Depth=3.52"
Flow Length=624' Tc=27.8 min CN=65 Runoff=13.75 cfs 1.272 af
Subcatchment4S: Post analysis point 1 Runoff Area=2.340 ac 48.29% Impervious Runoff Depth=5.30"
Tc=5.0 min CN=81 Runoff=21.41 cfs 1.034 af
Subcatchment7S: PRE ANALYSISPT 2 Runoff Area=1.110 ac 0.00% Impervious Runoff Depth=2.99"
Flow Length=114' Tc=32.3 min CN=60 Runoff=2.64 cfs 0.276 af
Subcatchment8S: BYPASS 1 Runoff Area=2.120 ac 9.91% Impervious Runoff Depth=3.84"
Flow Length=627' Tc=17.8 min CN=68 Runoff=9.62 cfs 0.679 af
Subcatchment9S: POST ANALYSISPT 2 Runoff Area=1.000 ac 0.00% Impervious Runoff Depth=2.99"
Flow Length=93' Slope=0.0106 '/' Tc=28.5 min CN=60 Runoff=2.59 cfs 0.249 af
Pond 12P: POND Peak Elev=581.00' Storage=21,511 cf Inflow=21.41 cfs 1.034 af
Primary=5.00 cfs 1.034 af Secondary=0.00 cfs 0.000 af Outflow=5.00 cfs 1.034 af
Link 6L: PRE DEV Inflow=13.75 cfs 1.272 of
Primary=13.75 cfs 1.272 af
Link 11 L: POST DEV Inflow=14.61 cfs 1.713 of
Primary=14.61 cfs 1.713 of
Total Runoff Area = 10.910 ac Runoff Volume = 3.510 af Average Runoff Depth = 3.86"
85.88% Pervious = 9.370 ac 14.12% Impervious = 1.540 ac

54647 - Drainage_Pre-Post Type II 24-hr 100-Year Rainfall=7.53"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 123
Summary for Subcatchment 3S: Pre analysis point 1
Runoff = 13.75 cfs @ 12.22 hrs, Volume= 1.272 af, Depth= 3.52"
Routed to Link 6L : PRE DEV
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-Year Rainfall=7.53"
Area (ac) CN Description
3.070 60 Woods, Fair, HSG B
0.320 73 Woods, Fair, HSG C
0.200 79 Woods, Fair, HSG D
0.120 56 Brush, Fair, HSG B
0.080 70 Brush, Fair, HSG C
0.350 77 Brush, Fair, HSG D
0.100 98 Paved parking, HSG B
0.060 98 Paved parking, HSG C
0.040 98 Paved parking, HSG D
4.340 65 Weighted Average
4.140 95.39% Pervious Area
0.200 4.61% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs) _
13.9 100 0.0734 0.12 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 2.68"
3.9 254 0.0477 1.09 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
10.0 270 0.0391 0.45 1.34 Channel Flow, CHANNEL
Area= 3.0 sf Perim= 6.3' r= 0.48'
n= 0.400 Sheet flow: Woods+light brush
27.8 624 Total

54647 - Drainage_Pre-Post Type II 24-hr 100-Year Rainfall=7.53"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 124
Subcatchment 3S: Pre analysis point 1
Hydrograph
/_ A I 1 L J L I L I L A I 1 I L I L
15� I 1 1 I I I I I I I I I I I I I I I I ■Runoff
14 -/ 113.75 cfs I I I I 1 1 I I 1 1 I I 1 1 I I 1 1
- i I F -I - TT - 1- 7 -1- T -1- T -1 - TT 1Type-1IT2441r
13� k 1 —I — — I— — — + — — — — I — —I
12 1 I I 1 1*OTYVail I�au1TaIIT7.53,
11 1 1 I 1 1 I I 1 1 nbff Area=4..34D ad -
10� ✓ 1 1 I I I I 1 I 1
- -r 1- -1 - 1- rt 1- T -Runoff -2-a# -
w 9� ,_ - - 4 4 -I 1 4 1 T 1 L [ . L In
8� 1 1 I 1 1 I 1 unQ 1"a1�#11T I-
7� / 1 i 1 1 1 I I 1 1 F]Ow',LengtlL Q24
6 -/ —/ -r — — fi 1 1— -1 1 rt 1 fi -1- fi 1 1rt 1Tc=2218-min -
5- -/ 4 - - L I I- -11 4 1 T I L I I- 4 1 -k I_r6Kr k
4;' 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 'f"I�l'
3 / / 1 1 I I I I I I I I I 1 1 1 1 I I
� 1 1 1 1 1 1 1 1 1 1 1 I 1 1
2� 4 '% 1- H - 1- fi -I- t -1- H -1 - HH - 1 1 - H -
1- 4,.... //��������� IIIIII/
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

54647 - Drainage_Pre-Post Type II 24-hr 100-Year Rainfall=7.53"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 125
Hydrograph for Subcatchment 3S: Pre analysis point 1
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
2.50 0.21 0.00 0.00
5.00 0.47 0.00 0.00
7.50 0.82 0.00 0.00
10.00 1.36 0.01 0.07
12.50 5.53 2.02 7.25
15.00 6.43 2.67 0.81
17.50 6.87 3.00 0.51
20.00 7.17 3.23 0.36
22.50 7.40 3.42 0.31
25.00 7.53 3.52 0.01
27.50 7.53 3.52 0.00
30.00 7.53 3.52 0.00
32.50 7.53 3.52 0.00
35.00 7.53 3.52 0.00
37.50 7.53 3.52 0.00
40.00 7.53 3.52 0.00
42.50 7.53 3.52 0.00
45.00 7.53 3.52 0.00
47.50 7.53 3.52 0.00
50.00 7.53 3.52 0.00
52.50 7.53 3.52 0.00
55.00 7.53 3.52 0.00
57.50 7.53 3.52 0.00
60.00 7.53 3.52 0.00
62.50 7.53 3.52 0.00
65.00 7.53 3.52 0.00
67.50 7.53 3.52 0.00
70.00 7.53 3.52 0.00
72.50 7.53 3.52 0.00
75.00 7.53 3.52 0.00
77.50 7.53 3.52 0.00
80.00 7.53 3.52 0.00
82.50 7.53 3.52 0.00
85.00 7.53 3.52 0.00
87.50 7.53 3.52 0.00
90.00 7.53 3.52 0.00
92.50 7.53 3.52 0.00
95.00 7.53 3.52 0.00
97.50 7.53 3.52 0.00
100.00 7.53 3.52 0.00
102.50 7.53 3.52 0.00
105.00 7.53 3.52 0.00
107.50 7.53 3.52 0.00
110.00 7.53 3.52 0.00
112.50 7.53 3.52 0.00
115.00 7.53 3.52 0.00
117.50 7.53 3.52 0.00
120.00 7.53 3.52 0.00

54647 - Drainage_Pre-Post Type II 24-hr 100-Year Rainfall=7.53"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 126
Summary for Subcatchment 4S: Post analysis point 1
Runoff = 21.41 cfs @ 11.95 hrs, Volume= 1.034 af, Depth= 5.30"
Routed to Pond 12P : POND
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-Year Rainfall=7.53"
Area (ac) CN Description
0.850 61 >75% Grass cover, Good, HSG B
0.010 74 >75% Grass cover, Good, HSG C
0.240 80 >75% Grass cover, Good, HSG D
1.000 98 Paved parking, HSG B
0.130 98 Paved parking, HSG C
0.110 60 Woods, Fair, HSG B _
2.340 81 Weighted Average
1.210 51.71% Pervious Area
1.130 48.29% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, DIRECT
Subcatchment 4S: Post analysis point 1
Hydrograph
11 1 1 I I I I 1 1 11 1
23' _ ■Runoff
224-/ 421.4/7 1 L -I- -1 - H H - I- 4 -I- H -I- H -I - H 4 - IT- H -II- H -wwI - H -
21 - - I- -I- ± -1 - 4 H - I- 4 -1- + -I- d- -I - H � - ITypel�Z-F
19' / a*OT1F a�; I�airrfaN-773;
17� - L I L I L L 1 L 1 1 RUnbff Aiea 2- 340_ad
164/ ! - H -I- H I - 4 4 - I- H -I- H -I- 4 I - 4 4 - I I- H I - H
15 -r -1- t I rt t -IR =1.034a
13 -
; Q"11"FF 1"1
3 12� � _ _ I I I I I I I I I I I I �y_�
611 - - 4 -I- � I - 4- -4 - I- -I- � -I- -I - 4 - I-�" -� �1'111h
LL 10 r -1- t -1 - - I- rt -1- t -I- t -1 - rt - 1- t -I �+t -1 - r
1 I I 1 1 I I 1 1 I I 1 1 I I 1 1 I Cw 1
-
7 1 I I I I I I I I I I I I I I I I I I I I
64-/ I- -I- H -1 - I- H - I- 4 -I- H -I- 4 -I - H 4 - I- H -I- 4 -I - H -
5� t I t 4 4 I H 1 t I # 1 - H 4 H I t 1 I- -
4
3` -
24-/ l l l r
l l l l l l l l l l l I I I
11/
0'
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

54647 - Drainage_Pre-Post Type II 24-hr 100-Year Rainfall=7.53"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 127
Hydrograph for Subcatchment 4S: Post analysis point 1
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
2.50 0.21 0.00 0.00
5.00 0.47 0.00 0.00
7.50 0.82 0.05 0.09
10.00 1.36 0.25 0.32
12.50 5.53 3.46 1.67
15.00 6.43 4.27 0.50
17.50 6.87 4.68 0.32
20.00 7.17 4.96 0.22
22.50 7.40 5.18 0.20
25.00 7.53 5.30 0.00
27.50 7.53 5.30 0.00
30.00 7.53 5.30 0.00
32.50 7.53 5.30 0.00
35.00 7.53 5.30 0.00
37.50 7.53 5.30 0.00
40.00 7.53 5.30 0.00
42.50 7.53 5.30 0.00
45.00 7.53 5.30 0.00
47.50 7.53 5.30 0.00
50.00 7.53 5.30 0.00
52.50 7.53 5.30 0.00
55.00 7.53 5.30 0.00
57.50 7.53 5.30 0.00
60.00 7.53 5.30 0.00
62.50 7.53 5.30 0.00
65.00 7.53 5.30 0.00
67.50 7.53 5.30 0.00
70.00 7.53 5.30 0.00
72.50 7.53 5.30 0.00
75.00 7.53 5.30 0.00
77.50 7.53 5.30 0.00
80.00 7.53 5.30 0.00
82.50 7.53 5.30 0.00
85.00 7.53 5.30 0.00
87.50 7.53 5.30 0.00
90.00 7.53 5.30 0.00
92.50 7.53 5.30 0.00
95.00 7.53 5.30 0.00
97.50 7.53 5.30 0.00
100.00 7.53 5.30 0.00
102.50 7.53 5.30 0.00
105.00 7.53 5.30 0.00
107.50 7.53 5.30 0.00
110.00 7.53 5.30 0.00
112.50 7.53 5.30 0.00
115.00 7.53 5.30 0.00
117.50 7.53 5.30 0.00
120.00 7.53 5.30 0.00

54647 - Drainage_Pre-Post Type II 24-hr 100-Year Rainfall=7.53"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 128
Summary for Subcatchment 7S: PRE ANALYSIS PT 2
Runoff = 2.64 cfs @ 12.29 hrs, Volume= 0.276 af, Depth= 2.99"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-Year Rainfall=7.53"
Area (ac) CN Description
1.110 60 Woods, Fair, HSG B
1.110 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
31.9 100 0.0093 0.05 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 2.68"
0.4 14 0.0121 0.55 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
32.3 114 Total
Subcatchment 7S: PRE ANALYSIS PT 2
Hydrograph
' I I I I I I
I I I I 1 I I ❑Runoff
l 2s4 cfs 1 i 1 1 1 I I I I I I I I I I I
I 1 1 I IType Ili 24-hr
II 11 11100-Year, kainfall=7.03 '
1 1 R inbffAwea=1:110 at-
2 / 1 1 1 1 I I I I I 1 1 1
1 11 1 1 Runoff Volume=0.276 af
w / 1tu'n off 1Depth=;2.$9,'
1 1 1 1 1 Q
u_
✓ 1 1 1 1 1 1 1 RIdwlLength=114'
1 Tc=32.i3 m1n
11 0 N 61
/Milli ,, iiiiiiiii���liiiiiiiiiiJiii�iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii�,
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

54647 - Drainage_Pre-Post Type II 24-hr 100-Year Rainfall=7.53"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 129
Hydrograph for Subcatchment 7S: PRE ANALYSIS PT 2
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
2.50 0.21 0.00 0.00
5.00 0.47 0.00 0.00
7.50 0.82 0.00 0.00
10.00 1.36 0.00 0.00
12.50 5.53 1.62 1.87
15.00 6.43 2.21 0.19
17.50 6.87 2.51 0.12
20.00 7.17 2.72 0.09
22.50 7.40 2.89 0.07
25.00 7.53 2.99 0.00
27.50 7.53 2.99 0.00
30.00 7.53 2.99 0.00
32.50 7.53 2.99 0.00
35.00 7.53 2.99 0.00
37.50 7.53 2.99 0.00
40.00 7.53 2.99 0.00
42.50 7.53 2.99 0.00
45.00 7.53 2.99 0.00
47.50 7.53 2.99 0.00
50.00 7.53 2.99 0.00
52.50 7.53 2.99 0.00
55.00 7.53 2.99 0.00
57.50 7.53 2.99 0.00
60.00 7.53 2.99 0.00
62.50 7.53 2.99 0.00
65.00 7.53 2.99 0.00
67.50 7.53 2.99 0.00
70.00 7.53 2.99 0.00
72.50 7.53 2.99 0.00
75.00 7.53 2.99 0.00
77.50 7.53 2.99 0.00
80.00 7.53 2.99 0.00
82.50 7.53 2.99 0.00
85.00 7.53 2.99 0.00
87.50 7.53 2.99 0.00
90.00 7.53 2.99 0.00
92.50 7.53 2.99 0.00
95.00 7.53 2.99 0.00
97.50 7.53 2.99 0.00
100.00 7.53 2.99 0.00
102.50 7.53 2.99 0.00
105.00 7.53 2.99 0.00
107.50 7.53 2.99 0.00
110.00 7.53 2.99 0.00
112.50 7.53 2.99 0.00
115.00 7.53 2.99 0.00
117.50 7.53 2.99 0.00
120.00 7.53 2.99 0.00

54647 - Drainage_Pre-Post Type II 24-hr 100-Year Rainfall=7.53"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 130
Summary for Subcatchment 8S: BYPASS 1
Runoff = 9.62 cfs @ 12.10 hrs, Volume= 0.679 af, Depth= 3.84"
Routed to Link 11 L : POST DEV
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-Year Rainfall=7.53"
Area (ac) CN Description
1.180 60 Woods, Fair, HSG B
0.130 73 Woods, Fair, HSG C
0.170 61 >75% Grass cover, Good, HSG B
0.120 74 >75% Grass cover, Good, HSG C
0.310 80 >75% Grass cover, Good, HSG D
0.080 98 Paved parking, HSG B
0.090 98 Paved parking, HSG C
0.040 98 Paved parking, HSG D
2.120 68 Weighted Average
1.910 90.09% Pervious Area
0.210 9.91% Impervious Area
Tc Length Slope Velocity Capacity Description
(min) _ (feet) (ft/ft) (ft/sec) (cfs)
13.9 100 0.0734 0.12 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 2.68"
3.8 249 0.0472 1.09 Shallow Concentrated Flow,
Woodland Kv= 5.0 fps
0.1 278 0.0398 37.88 454.62 Channel Flow,
Area= 12.0 sf Perim= 7.2' r= 1.67'
n= 0.011 Concrete pipe, straight & clean
17.8 627 Total

54647 - Drainage_Pre-Post Type II 24-hr 100-Year Rainfall=7.53"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 131
Subcatchment 8S: BYPASS 1
Hydrograph
11 1 1 1 1 1 1 1 1 1 1 1
-I 14 I 4 -I 17 I 1 I - - 1- -I- T -I 4 - ■Runoff
10 -/ 1 9.62 cts 1 1 1 1 1 1 1 1 1 1 1 1 1 1
4- H -i - I- H - 1- -1- -1- Type-II�24-hr� -
- - - 7 7 -I I- 7 -I T -1 a 11 I `I"'.•I I ai� ' 117 'al- -
8- / 1 I 1 1 I I Runoffmea=2.1-20_ad
71-' 1 I I I I I I I I I I I I I I I
- J _I 1 1 I 1 1 I Runoff VoIum1eQ.679af —
6� OLLngf 1DgpthT3.,04H"
o 5� / 1 1 1 I I 1 1 I FIbw Length=627'
4� I 1 1 I I I I I I I ITci;=17.18 min
y - -1 1 1- -1 - 1- 7 -I- T -I- 7 - - I- 7 - I- T —1—[.A'L
3- 1 1 1 1 1 1 1 1 1 �r'Y 16
2:-/
I 1 I 1 1 1 ' 1 1
1 1 1
: i
o
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

54647 - Drainage_Pre-Post Type II 24-hr 100-Year Rainfall=7.53"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 132
Hydrograph for Subcatchment 8S: BYPASS 1
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
2.50 0.21 0.00 0.00
5.00 0.47 0.00 0.00
7.50 0.82 0.00 0.00
10.00 1.36 0.03 0.08
12.50 5.53 2.27 2.22
15.00 6.43 2.95 0.40
17.50 6.87 3.30 0.26
20.00 7.17 3.55 0.18
22.50 7.40 3.74 0.16
25.00 7.53 3.84 0.00
27.50 7.53 3.84 0.00
30.00 7.53 3.84 0.00
32.50 7.53 3.84 0.00
35.00 7.53 3.84 0.00
37.50 7.53 3.84 0.00
40.00 7.53 3.84 0.00
42.50 7.53 3.84 0.00
45.00 7.53 3.84 0.00
47.50 7.53 3.84 0.00
50.00 7.53 3.84 0.00
52.50 7.53 3.84 0.00
55.00 7.53 3.84 0.00
57.50 7.53 3.84 0.00
60.00 7.53 3.84 0.00
62.50 7.53 3.84 0.00
65.00 7.53 3.84 0.00
67.50 7.53 3.84 0.00
70.00 7.53 3.84 0.00
72.50 7.53 3.84 0.00
75.00 7.53 3.84 0.00
77.50 7.53 3.84 0.00
80.00 7.53 3.84 0.00
82.50 7.53 3.84 0.00
85.00 7.53 3.84 0.00
87.50 7.53 3.84 0.00
90.00 7.53 3.84 0.00
92.50 7.53 3.84 0.00
95.00 7.53 3.84 0.00
97.50 7.53 3.84 0.00
100.00 7.53 3.84 0.00
102.50 7.53 3.84 0.00
105.00 7.53 3.84 0.00
107.50 7.53 3.84 0.00
110.00 7.53 3.84 0.00
112.50 7.53 3.84 0.00
115.00 7.53 3.84 0.00
117.50 7.53 3.84 0.00
120.00 7.53 3.84 0.00

54647 - Drainage_Pre-Post Type II 24-hr 100-Year Rainfall=7.53"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 133
Summary for Subcatchment 9S: POST ANALYSIS PT 2
Runoff = 2.59 cfs @ 12.24 hrs, Volume= 0.249 af, Depth= 2.99"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Type II 24-hr 100-Year Rainfall=7.53"
Area (ac) CN Description
1.000 60 Woods, Fair, HSG B
1.000 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
28.5 93 0.0106 0.05 Sheet Flow,
Woods: Light underbrush n= 0.400 P2= 2.68"
Subcatchment 9S: POST ANALYSIS PT 2
Hydrograph
/ 1I I 1 I I I I 1 1
1 I I 1 I I 1 1 I I I I I ❑Runoff
12.59 cfs l l I I I I I I I I I I
2 1 I I I I I I I I 1 Type II 24-hr
/ 11 I 1 i I 1 ; 10O-rlYear, kainfaII71r7.153 '
2-- / — I— 7 T —I — r — Runbfi Awes=1-VVO arc
/ 11 1 1 Runoff Volume=0.249 af
/ 1 1 1 I I Ou;ngff(Depth=2.$91;'
I
/ 11 1 1 I FIovV Length=93'
LL * �r
11 II I 1 I I 1 I I 1 1� Slope=0.0 106-
Tc=28.5 mi'
/ I I ri
CN=60
o /, „....,.,15 20 25 30 35,/ ���,/����45 40 ��������55 0 ����60����65����70����������75 80 ���,/�����������������������
0 5 10 5 85 90 95 100 105 110 115 120
Time (hours)

54647 - Drainage_Pre-Post Type II 24-hr 100-Year Rainfall=7.53"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 134
Hydrograph for Subcatchment 9S: POST ANALYSIS PT 2
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
2.50 0.21 0.00 0.00
5.00 0.47 0.00 0.00
7.50 0.82 0.00 0.00
10.00 1.36 0.00 0.00
12.50 5.53 1.62 1.47
15.00 6.43 2.21 0.17
17.50 6.87 2.51 0.11
20.00 7.17 2.72 0.08
22.50 7.40 2.89 0.07
25.00 7.53 2.99 0.00
27.50 7.53 2.99 0.00
30.00 7.53 2.99 0.00
32.50 7.53 2.99 0.00
35.00 7.53 2.99 0.00
37.50 7.53 2.99 0.00
40.00 7.53 2.99 0.00
42.50 7.53 2.99 0.00
45.00 7.53 2.99 0.00
47.50 7.53 2.99 0.00
50.00 7.53 2.99 0.00
52.50 7.53 2.99 0.00
55.00 7.53 2.99 0.00
57.50 7.53 2.99 0.00
60.00 7.53 2.99 0.00
62.50 7.53 2.99 0.00
65.00 7.53 2.99 0.00
67.50 7.53 2.99 0.00
70.00 7.53 2.99 0.00
72.50 7.53 2.99 0.00
75.00 7.53 2.99 0.00
77.50 7.53 2.99 0.00
80.00 7.53 2.99 0.00
82.50 7.53 2.99 0.00
85.00 7.53 2.99 0.00
87.50 7.53 2.99 0.00
90.00 7.53 2.99 0.00
92.50 7.53 2.99 0.00
95.00 7.53 2.99 0.00
97.50 7.53 2.99 0.00
100.00 7.53 2.99 0.00
102.50 7.53 2.99 0.00
105.00 7.53 2.99 0.00
107.50 7.53 2.99 0.00
110.00 7.53 2.99 0.00
112.50 7.53 2.99 0.00
115.00 7.53 2.99 0.00
117.50 7.53 2.99 0.00
120.00 7.53 2.99 0.00

54647 - Drainage_Pre-Post Type II 24-hr 100-Year Rainfall=7.53"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 135
Summary for Pond 12P: POND
Inflow Area = 2.340 ac, 48.29% Impervious, Inflow Depth = 5.30" for 100-Year event
Inflow = 21.41 cfs @ 11.95 hrs, Volume= 1.034 af
Outflow = 5.00 cfs @ 12.11 hrs, Volume= 1.034 af, Atten= 77%, Lag= 9.5 min
Primary = 5.00 cfs @ 12.11 hrs, Volume= 1.034 of
Routed to Link 11 L : POST DEV
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link 11 L : POST DEV
Routing by Stor-Ind method, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Peak Elev= 581.00'@ 12.11 hrs Surf.Area= 7,301 sf Storage= 21,511 cf
Plug-Flow detention time=303.8 min calculated for 1.033 af(100% of inflow)
Center-of-Mass det. time= 304.6 min ( 1,103.4 - 798.7 )
Volume Invert Avail.Storage Storage Description
#1 577.00' 38,262 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
577.00 3,579 0 0
578.00 4,438 4,009 4,009
579.00 5,335 4,887 8,895
580.00 6,289 5,812 14,707
581.00 7,299 6,794 21,501
582.00 8,366 7,833 29,334
583.00 9,490 8,928 38,262
Device Routing Invert Outlet Devices
#1 Primary 575.50' 15.0" Round Culvert
L= 57.4' RCP, rounded edge headwall, Ke= 0.100
Inlet/ Outlet Invert= 575.50'/ 573.63' S= 0.0326 '/' Cc= 0.900
n= 0.013 Concrete pipe, bends & connections, Flow Area= 1.23 sf
#2 Device 1 575.50' SAND FILTER
Head (feet) 0.00 1.00 1.50 2.50 3.50 4.50 5.50 6.50
Disch. (cfs) 0.000 0.032 0.037 0.048 0.058 0.069 0.080 0.090
#3 Device 1 577.67' 1.2" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#4 Device 1 578.60' 15.0" W x 3.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#5 Device 1 579.63' 6.0" W x 3.0" H Vert. Orifice/Grate C= 0.600
Limited to weir flow at low heads
#6 Device 1 580.20' 6.0" Vert. Orifice/Grate C= 0.600 Limited to weir flow at low heads
#7 Device 1 580.80' 1.2' long x 0.5' breadth Broad-Crested Rectangular Weir X 4.00
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
#8 Device 1 581.00' 3.0' long x 0.5' breadth Broad-Crested Rectangular Weir X 4.00
Head (feet) 0.20 0.40 0.60 0.80 1.00
Coef. (English) 2.80 2.92 3.08 3.30 3.32
#9 Secondary 582.00' 20.0' long x 16.0' breadth EMERGENCY SPILLWAY
Head (feet) 0.20 0.40 0.60 0.80 1.00 1.20 1.40 1.60

54647 - Drainage_Pre-Post Type II 24-hr 100-Year Rainfall=7.53"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 136
Coef. (English) 2.68 2.70 2.70 2.64 2.63 2.64 2.64 2.63
Primary OutFlow Max=4.93 cfs @ 12.11 hrs HW=580.99' (Free Discharge)
-1=Culvert (Passes 4.93 cfs of 15.59 cfs potential flow)
-2=SAND FILTER (Custom Controls 0.08 cfs)
-3=Orifice/Grate (Orifice Controls 0.07 cfs @ 8.71 fps)
-4=Orifice/Grate (Orifice Controls 2.27 cfs @ 7.25 fps)
-5=Orifice/Grate (Orifice Controls 0.67 cfs @ 5.36 fps)
-6=Orifice/Grate (Orifice Controls 0.70 cfs @ 3.55 fps)
-7=Broad-Crested Rectangular Weir(Weir Controls 1.14 cfs @ 1.23 fps)
-8=Broad-Crested Rectangular Weir( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=577.00' (Free Discharge)
4-9=EMERGENCY SPILLWAY( Controls 0.00 cfs)
Pond 12P: POND
Hydrograph
I I I 1 I I I I I I I 1 I I I I I I I I
11 -I -1- L1 -I - 1- L1 -1- I- 1 _I -1- I- 1 -I - I- 1 _L -1- I- 1 - ■Inflow
/
121.41 ors I ■Outflow
/�, ■Primary
1 1 ' 1 1 1 1 1 i �w IA ea=z a lac ■Secondary
22 -/ / i+ i 1 1 I -I I + I I Palk 0 -kci (�
Ik 1" "20� / I I I
- / Stoi-ae=21 511 c'f
18 -/ / /r r I ` r -1- - r -1 -1- 1- r r -P -I 1- r -
L1 _ L -1- - 1J -1- L1 -I - I- L _L -1- I- L -
16-v / z1
i
y 14 -/ i /1 1 / I 1 I 1 1 I 1 II I I I I I I I 1
3 12" / / 1 4 1 - 1- -1 -1- - -I -1- I- 4 -1 - 1- J- 4 -1- 1- -
o - i i 1 I 1 1 I 1 1 1 1 I 1 I I 1 I 1 1
`_ 10 -/ / /1 1 1 1 1 1 1 1 1 ' 1 1 1 1 ' 1
- i i
8i/ /1-Lo cfs 1 - H -I- I- H H -1 t -
- i / 8.00 cis61" 1 1 1 I 1 1 1
6� z ,I7 1 1 1 1 1 1
2J /��j � 1�����������Z
0.00 cfs
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

54647 - Drainage_Pre-Post Type II 24-hr 100-Year Rainfall=7.53"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 137
Pond 12P: POND
Stage-Discharge
I I I I I I ❑Total
583 ❑Primary
❑Secondary
EMERGENCY SPILLWAY
582 1 1 I
1
../� Broad-Crested Rectangular Weir
Broad-Crested Rectangular Weir I
581 I
5 O % Orifice/Grate 1
1 1 I
// Orifice/Grate
0 580 %Lij �
Orifice/Grate
579 j
I I I I I I
578 Orifice/Grate I
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70
Discharge (cfs)
Pond 12P: POND
Stage-Area-Storage
Surface/Horizontal/Wetted Area(sq-ft)
0 500 1,000 1,500 2,000 2,500 3,000 3,5004,000 4,500 5,000 5,500 6,000 6,500 7,000 7,500 8,000 8,500 9,000 ID Surface
. . ' . . . ! . . . '
. . . . . . !
. . . I . ( . I
. . . ! . . . I . . . I
. . . 1 , , . I . . . ' . . . 1 . . . I . . . ' . . . ! . . . ❑Storage
:::
� I I I II I I I 1 1 I 1 I I I ////' II I I I
_ I I I I �� 1 I 1 //�� I I I I I
' ,, " I I I II I I I
581
I , / I II I 1 I II 1 11
a 580- 1 I I I II I I I I II I I I
d _ — I H + + I -L I i+ r IH H + II I H r H
W - " I I I I I I II I I I
579
- n — rr1- I1 ttr1r - + II1rtrr
578
II I I I I II I I I
/ / /
- Custom Stage Data / z / /
577
0 5,000 10,000 15,000 20,000 25,000 30,000 35,000
Storage(cubic-feet)

54647 - Drainage_Pre-Post Type II 24-hr 100-Year Rainfall=7.53"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 138
Hydrograph for Pond 12P: POND
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0 577.00 0.00 0.00 0.00
2.50 0.00 0 577.00 0.00 0.00 0.00
5.00 0.00 0 577.00 0.00 0.00 0.00
7.50 0.09 238 577.07 0.04 0.04 0.00
10.00 0.32 1,521 577.41 0.04 0.04 0.00
12.50 1.67 19,441 580.71 3.34 3.34 0.00
15.00 0.50 9,646 579.14 1.07 1.07 0.00
17.50 0.32 7,649 578.76 0.36 0.36 0.00
20.00 0.22 7,395 578.71 0.25 0.25 0.00
22.50 0.20 7,283 578.69 0.20 0.20 0.00
25.00 0.00 6,832 578.60 0.09 0.09 0.00
27.50 0.00 6,049 578.44 0.08 0.08 0.00
30.00 0.00 5,312 578.29 0.08 0.08 0.00
32.50 0.00 4,623 578.14 0.07 0.07 0.00
35.00 0.00 3,986 577.99 0.07 0.07 0.00
37.50 0.00 3,407 577.86 0.06 0.06 0.00
40.00 0.00 2,901 577.74 0.05 0.05 0.00
42.50 0.00 2,484 577.64 0.04 0.04 0.00
45.00 0.00 2,092 577.55 0.04 0.04 0.00
47.50 0.00 1,709 577.45 0.04 0.04 0.00
50.00 0.00 1,336 577.36 0.04 0.04 0.00
52.50 0.00 973 577.26 0.04 0.04 0.00
55.00 0.00 618 577.17 0.04 0.04 0.00
57.50 0.00 273 577.08 0.04 0.04 0.00
60.00 0.00 59 577.02 0.01 0.01 0.00
62.50 0.00 12 577.00 0.00 0.00 0.00
65.00 0.00 3 577.00 0.00 0.00 0.00
67.50 0.00 1 577.00 0.00 0.00 0.00
70.00 0.00 0 577.00 0.00 0.00 0.00
72.50 0.00 0 577.00 0.00 0.00 0.00
75.00 0.00 0 577.00 0.00 0.00 0.00
77.50 0.00 0 577.00 0.00 0.00 0.00
80.00 0.00 0 577.00 0.00 0.00 0.00
82.50 0.00 0 577.00 0.00 0.00 0.00
85.00 0.00 0 577.00 0.00 0.00 0.00
87.50 0.00 0 577.00 0.00 0.00 0.00
90.00 0.00 0 577.00 0.00 0.00 0.00
92.50 0.00 0 577.00 0.00 0.00 0.00
95.00 0.00 0 577.00 0.00 0.00 0.00
97.50 0.00 0 577.00 0.00 0.00 0.00
100.00 0.00 0 577.00 0.00 0.00 0.00
102.50 0.00 0 577.00 0.00 0.00 0.00
105.00 0.00 0 577.00 0.00 0.00 0.00
107.50 0.00 0 577.00 0.00 0.00 0.00
110.00 0.00 0 577.00 0.00 0.00 0.00
112.50 0.00 0 577.00 0.00 0.00 0.00
115.00 0.00 0 577.00 0.00 0.00 0.00
117.50 0.00 0 577.00 0.00 0.00 0.00
120.00 0.00 0 577.00 0.00 0.00 0.00

54647 - Drainage_Pre-Post Type II 24-hr 100-Year Rainfall=7.53"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 139
Stage-Discharge for Pond 12P: POND
Elevation Discharge Primary Secondary Elevation Discharge Primary Secondary
(feet) (cfs) (cfs) (cfs) (feet) (cfs) (cfs) (cfs)
577.00 0.00 0.00 0.00 582.20 21.86 17.06 4.79
577.10 0.04 0.04 0.00 582.30 26.02 17.18 8.84
577.20 0.04 0.04 0.00 582.40 30.96 17.29 13.66
577.30 0.04 0.04 0.00 582.50 36.50 17.41 19.09
577.40 0.04 0.04 0.00 582.60 42.62 17.52 25.10
577.50 0.04 0.04 0.00 582.70 48.91 17.64 31.27
577.60 0.04 0.04 0.00 582.80 55.53 17.75 37.78
577.70 0.05 0.05 0.00 582.90 62.86 17.86 45.00
577.80 0.06 0.06 0.00 583.00 70.57 17.97 52.60
577.90 0.06 0.06 0.00
578.00 0.07 0.07 0.00
578.10 0.07 0.07 0.00
578.20 0.08 0.08 0.00
578.30 0.08 0.08 0.00
578.40 0.08 0.08 0.00
578.50 0.09 0.09 0.00
578.60 0.09 0.09 0.00
578.70 0.22 0.22 0.00
578.80 0.45 0.45 0.00
578.90 0.71 0.71 0.00
579.00 0.88 0.88 0.00
579.10 1.02 1.02 0.00
579.20 1.14 1.14 0.00
579.30 1.25 1.25 0.00
579.40 1.35 1.35 0.00
579.50 1.44 1.44 0.00
579.60 1.52 1.52 0.00
579.70 1.63 1.63 0.00
579.80 1.79 1.79 0.00
579.90 1.97 1.97 0.00
580.00 2.12 2.12 0.00
580.10 2.24 2.24 0.00
580.20 2.36 2.36 0.00
580.30 2.49 2.49 0.00
580.40 2.68 2.68 0.00
580.50 2.89 2.89 0.00
580.60 3.12 3.12 0.00
580.70 3.31 3.31 0.00
580.80 3.49 3.49 0.00
580.90 4.07 4.07 0.00
581.00 4.99 4.99 0.00
581.10 7.25 7.25 0.00
581.20 10.61 10.61 0.00
581.30 14.92 14.92 0.00
581.40 16.10 16.10 0.00
581.50 16.23 16.23 0.00
581.60 16.35 16.35 0.00
581.70 16.47 16.47 0.00
581.80 16.59 16.59 0.00
581.90 16.71 16.71 0.00
582.00 16.83 16.83 0.00
582.10 18.64 16.95 1.69

54647 - Drainage_Pre-Post Type II 24-hr 100-Year Rainfall=7.53"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 140
Stage-Area-Storage for Pond 12P: POND
Elevation Surface Storage Elevation Surface Storage
(feet) (sq-ft) (cubic-feet) (feet) (sq-ft) (cubic-feet)
577.00 3,579 0 582.20 8,591 31,029
577.10 3,665 362 582.30 8,703 31,894
577.20 3,751 733 582.40 8,816 32,770
577.30 3,837 1,112 582.50 8,928 33,657
577.40 3,923 1,500 582.60 9,040 34,555
577.50 4,009 1,897 582.70 9,153 35,465
577.60 4,094 2,302 582.80 9,265 36,386
577.70 4,180 2,716 582.90 9,378 37,318
577.80 4,266 3,138 583.00 9,490 38,262
577.90 4,352 3,569
578.00 4,438 4,009
578.10 4,528 4,457
578.20 4,617 4,914
578.30 4,707 5,380
578.40 4,797 5,855
578.50 4,887 6,340
578.60 4,976 6,833
578.70 5,066 7,335
578.80 5,156 7,846
578.90 5,245 8,366
579.00 5,335 8,895
579.10 5,430 9,433
579.20 5,526 9,981
579.30 5,621 10,538
579.40 5,717 11,105
579.50 5,812 11,682
579.60 5,907 12,268
579.70 6,003 12,863
579.80 6,098 13,468
579.90 6,194 14,083
580.00 6,289 14,707
580.10 6,390 15,341
580.20 6,491 15,985
580.30 6,592 16,639
580.40 6,693 17,303
580.50 6,794 17,978
580.60 6,895 18,662
580.70 6,996 19,357
580.80 7,097 20,061
580.90 7,198 20,776
581.00 7,299 21,501
581.10 7,406 22,236
581.20 7,512 22,982
581.30 7,619 23,739
581.40 7,726 24,506
581.50 7,833 25,284
581.60 7,939 26,072
581.70 8,046 26,872
581.80 8,153 27,682
581.90 8,259 28,502
582.00 8,366 29,334
582.10 8,478 30,176

54647 - Drainage_Pre-Post Type II 24-hr 100-Year Rainfall=7.53"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 141
Summary for Link 6L: PRE DEV
Inflow Area = 4.340 ac, 4.61% Impervious, Inflow Depth = 3.52" for 100-Year event
Inflow = 13.75 cfs @ 12.22 hrs, Volume= 1.272 af
Primary = 13.75 cfs @ 12.22 hrs, Volume= 1.272 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 6L: PRE DEV
Hydrograph
L I L I I 1 1 r L 1 1 I L J 1 L J I L I L L I -
I I I I I I I I I I I I I I I I I I I I I I ■Inflow
15i-/ / 'r 113.75 cfs 1 I I I I I I I I I I I I I I I I I I I I ❑Primary
14 -/ 13 i s I I I I I In fflolw Ared=4.I3407aC
13 -z z z- -' -1 - '- + -I- r1 - 1 T 1 1- 1 1 -r1 1 T 1 1- 1 1
124 � � - - + - - - - - � � - - - - HH - I-
= ' I 1 1 I 1 I 1 I 1 1 I 1 1 1
11 -/ /
10 -/ / 1 I I I I I 1 1 I I I I
8y fi - - 1- -1- 1- -1 - 1- T 1 - - -1 1- fiH 1- T -1 r - - -
33 7y ' _L -1- 1- _1 - 1- 1 -1 - I- _1 -1- _1 - 1- _L -1 - 1
Li- - / 1 I I I I I I I I 1 1 I
6' / I I I I I I I I I I I 1 I 1 1 1
54z / ^ I I I I I I I I I I I 1 I I I I
4y ' - T 1 I- J -1- r T - 1- T 1 - I -1 1- T -I1- T -I T T
3� / k - 1 -1 - '- 4 —1— I— H — 1— + 1 — I— H —I— H H — 1— H -I - H H - - -
2- z I J - 1- 1 -1 - I_ J -1- L J - 1- 1 _ I
_� 1 I 1 1 I 1 1 I I I 1
0-
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

54647 - Drainage_Pre-Post Type II 24-hr 100-Year Rainfall=7.53"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 142
Hydrograph for Link 6L: PRE DEV
Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs)
0.00 0.00 0.00 0.00
2.50 0.00 0.00 0.00
5.00 0.00 0.00 0.00
7.50 0.00 0.00 0.00
10.00 0.07 0.00 0.07
12.50 7.25 0.00 7.25
15.00 0.81 0.00 0.81
17.50 0.51 0.00 0.51
20.00 0.36 0.00 0.36
22.50 0.31 0.00 0.31
25.00 0.01 0.00 0.01
27.50 0.00 0.00 0.00
30.00 0.00 0.00 0.00
32.50 0.00 0.00 0.00
35.00 0.00 0.00 0.00
37.50 0.00 0.00 0.00
40.00 0.00 0.00 0.00
42.50 0.00 0.00 0.00
45.00 0.00 0.00 0.00
47.50 0.00 0.00 0.00
50.00 0.00 0.00 0.00
52.50 0.00 0.00 0.00
55.00 0.00 0.00 0.00
57.50 0.00 0.00 0.00
60.00 0.00 0.00 0.00
62.50 0.00 0.00 0.00
65.00 0.00 0.00 0.00
67.50 0.00 0.00 0.00
70.00 0.00 0.00 0.00
72.50 0.00 0.00 0.00
75.00 0.00 0.00 0.00
77.50 0.00 0.00 0.00
80.00 0.00 0.00 0.00
82.50 0.00 0.00 0.00
85.00 0.00 0.00 0.00
87.50 0.00 0.00 0.00
90.00 0.00 0.00 0.00
92.50 0.00 0.00 0.00
95.00 0.00 0.00 0.00
97.50 0.00 0.00 0.00
100.00 0.00 0.00 0.00
102.50 0.00 0.00 0.00
105.00 0.00 0.00 0.00
107.50 0.00 0.00 0.00
110.00 0.00 0.00 0.00
112.50 0.00 0.00 0.00
115.00 0.00 0.00 0.00
117.50 0.00 0.00 0.00
120.00 0.00 0.00 0.00

54647 - Drainage_Pre-Post Type II 24-hr 100-Year Rainfall=7.53"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 143
Summary for Link 11 L: POST DEV
Inflow Area = 4.460 ac, 30.04% Impervious, Inflow Depth = 4.61" for 100-Year event
Inflow = 14.61 cfs @ 12.11 hrs, Volume= 1.713 af
Primary = 14.61 cfs @ 12.11 hrs, Volume= 1.713 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-120.00 hrs, dt= 0.05 hrs
Link 11 L: POST DEV
Hydrograph
/, J I f - — I- 4 -1 I- 4 I— 1- 1 H4 1 4 - 14 I H4 I
i 1 I I I 1 I I I I I I I I I I I I I _ ■Inflow
16� / /— 114.61 cfs l I I I 1 I 1 1 I 1 1 I 1 1 I 1 1 I ❑Primary
15 , /114.6�/( ' 1 I I 1 I 1 CnfI01W I Ar@d 4146O 1c
14� / " ✓ 1 I I I 1 I I I I I I I I I I I I I
13 / / rt
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
12 1 - 1- -1- r1 - 1- + 1 — I I 1— r - 1- rt 1 1- 1 - -
11� / �-. / -h -1 - 1- 4 -1- {- H - 1- + -1 - I- H -1- HH - 1- + -1- I- H
1 - I- 4 -1- I- - 1- -k -1 — - 4 -1— —I - 1- 4 -1- 1— -
10 /
Iii _
o 9� i � / 1 1 1 1 1 1 1 1 1 1 1 1 1
3 8� / /— / 1 1 1 1 1 1 1 1 1 1 1 1 1
0
6 / /— / 1 1 1 1 1 1 1 1 1 I 1
5_ r —1 - 1 -r 1 r -r - 1- + 1 — I I 1— r - 1— rt -1 I1 — -
4 A_ 1—
— 1 —F 1 I— H — 1— + 1 — I H 1— H H 1— + — H H — -
1- 4 -1— I— —I - 1— -k -1 — I— —I -1— - - 1- 4 1
3 / 1_ 1 _1_ L J _ I_ 1 —1 _ I_ J _1_ L J _ I_ 1 _ I
2 /— I I I I I I I
1
0
0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 105 110 115 120
Time (hours)

54647 - Drainage_Pre-Post Type II 24-hr 100-Year Rainfall=7.53"
Prepared by Timmons Group Printed 8/14/2023
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 144
Hydrograph for Link 11 L: POST DEV
Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs)
0.00 0.00 0.00 0.00
2.50 0.00 0.00 0.00
5.00 0.00 0.00 0.00
7.50 0.04 0.00 0.04
10.00 0.12 0.00 0.12
12.50 5.56 0.00 5.56
15.00 1.47 0.00 1.47
17.50 0.62 0.00 0.62
20.00 0.43 0.00 0.43
22.50 0.36 0.00 0.36
25.00 0.09 0.00 0.09
27.50 0.08 0.00 0.08
30.00 0.08 0.00 0.08
32.50 0.07 0.00 0.07
35.00 0.07 0.00 0.07
37.50 0.06 0.00 0.06
40.00 0.05 0.00 0.05
42.50 0.04 0.00 0.04
45.00 0.04 0.00 0.04
47.50 0.04 0.00 0.04
50.00 0.04 0.00 0.04
52.50 0.04 0.00 0.04
55.00 0.04 0.00 0.04
57.50 0.04 0.00 0.04
60.00 0.01 0.00 0.01
62.50 0.00 0.00 0.00
65.00 0.00 0.00 0.00
67.50 0.00 0.00 0.00
70.00 0.00 0.00 0.00
72.50 0.00 0.00 0.00
75.00 0.00 0.00 0.00
77.50 0.00 0.00 0.00
80.00 0.00 0.00 0.00
82.50 0.00 0.00 0.00
85.00 0.00 0.00 0.00
87.50 0.00 0.00 0.00
90.00 0.00 0.00 0.00
92.50 0.00 0.00 0.00
95.00 0.00 0.00 0.00
97.50 0.00 0.00 0.00
100.00 0.00 0.00 0.00
102.50 0.00 0.00 0.00
105.00 0.00 0.00 0.00
107.50 0.00 0.00 0.00
110.00 0.00 0.00 0.00
112.50 0.00 0.00 0.00
115.00 0.00 0.00 0.00
117.50 0.00 0.00 0.00
120.00 0.00 0.00 0.00