SW3240205_Design Calculations_20240307

. • • a •
• •
• t.
TIMMONS GROUP
YOUR VISION ACHIEVED THROUGH OURS.
610 East Morehead Street, Suite 250
Charlotte, North Carolina 28202
NC License No. C-1652
COURTYARDS ON THE GREENWAY
JOB #: 60099
CALCULATIONS FOR:
EROSION CONTROL
STORM DRAINAGE ANALYSIS
WATER QUALITY
UTILITIES
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DATE: 01/15/24 ; _:'c° /I,
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TABLE OF CONTENTS
COURTYARDS ON THE GREENWAY
TIMMONS JOB NO.: 60099
DATE: 1/15/2024 BY: KAC
REVISED: - RVW: AWA
DESCRIPTION SECTION
Summary 1
Erosion Control 2
Skimmer Basin with Riser#1
Skimmer Basin with Riser#2
Sediment Trap#3
Sediment Trap#4
Sediment Trap#5
Temp. Ditch Design Calculations
Storm Drainage Analysis 3
Stormsewers Inlet Diagram
Pipe Capacity
Hydraulic Grade Line
Rip Rap Apron
Stormwater Detention&Water Quality 4
Hydrologic Analysis
Soils Map
Firmettes
Wetpond Design Calculations
Wetpond Structure Flotation Calculation
Network Diagram(HydroCAD)
Detention Analysis(HydroCAD)
Master Network Summary
Design Storms Summary
TC Calculations
CN Calculations
Pond Volumes
Stage-Storage Table
Outlet Structures
Utilities 5
Water Model
Pipe Network Diagram
Hydrant Test Results
Appendix 6
Pre and Post Development Drainage Maps

PROJECT SUMMARY
COURTYARDS ON THE GREENWAY °
TIMMONS JOB NO.: 60099
DATE: 1/15/2024 BY: KAC TIMMONS GROUP
REVISED: - RVW: AWA YOUR VISION ACHIEVED THROUGH OURS.
Project Description
Courtyards on the Greenway is located at 14823 Lawyers Road, NC,28023. The site resides on Parcels 07033003, 07033004,07033005,and
07033008B01,and consists of approximately 49.12 acres and will include the development of 105 single family residential lots. The site is
mostly wooded with a portion being grassed along the existing stream and sewer easement area. The existing topography of the site generally
slopes away from the proposed driveway connection towards the stream. There are existing wetlands on site.No wetlands are planned to be
disturbed as part of this project.
According to Web Soil Survey(2.1-National Cooperative Soil Survey by NRCS), the predominant soil types within the proposed limits of
construction are BaB, CmB, ScA,and TaB soils. The BaB and ScA soils are classified as Type C. The CmB soils are classified as Type D. The
TaB soils are classified as Type B. The majority of soils to be disturbed are Type C soils. Type C soil ground cover was used for calculation
purposes.
The site disturbance will encompass roughly 39.23 acres. There will be 2 proposed driveway connections to the development. The site will
encounter two stages of erosion and sediment control management,beginning with stage 1.Stage 1 will consist of intial clearing,grading and
infrastructure placement including the placement of the permanent outlet control structure and outfall for the two skimmer basins(permanent
wet ponds)and installation of three temporary sediment traps. Stage 2 will include paving and stabilization of the site. 2 permenant basins are
proposed onsite.Accessory features such as inlet protection,silt fence,and concentration outlets will also be used to assist with smaller
areas of concentrated flow.As grading work begins and the storm drainage systems are installed, the two permanent basins(wet ponds)will
need to be regraded to final size,per the final grading plans.After all work has been completed and the two drainage basins are stabilized, the
sediment basins will be converted into permanent wet ponds.
Stormwater Management and Water Quality
The site has 2 main points of discharge and 2 main drainage areas.Drainage Area 1 houses wet pond#1 and a large majority of the
development. The other drainage area houses wet pond#2 and the remaining development area. Water Quality treatment for the 1 year 24 hour
storm is required and is provided within both wet ponds.Due to pond sizing,several of the larger events were detained to be less than pre-
development conditions as well.Runoff summaries are listed below.
Storm Drainage System
Description 11 yr 24 hr I 2 yr I 10 yr I 25 yr I 100 yr
Pre Development Area 30.11 28.45 72.43 103.86 157.88
Post Development Area 12.73 12.50 30.45 59.56 113.01
Field run topo was used to evaluate all proposed storm drainage networks. The storm drainage analysis was conducted to verify pipe capacity
for all pipes for the 10 yr storm and HGL for all structures to be at minimum below the grate. Starting HGL for each system is the 10 yr water
surface elevation of the wet ponds. C-Values were calculated based on the area to each inlet and range from 0.30 to 0.90.All storm systems
were designed to operate per NCDOT Standards.

EROSION CONTROL

SEDIMENT BASIN CALCULATIONS ••s•••f
COURTYARDS ON THE GREENWAY • • •
TIMMONS JOB NO.:60099 T I M M O N S GROUP
DATE: 1/15/2024 BY: KAC
REVISED: RVW: AWA
FAIRCLOTH SKIMMER TYPE BASIN DESIGN WITH RISER#1 Stage 1
DRAINAGE AREAS/REQ'D STORAGE I I ESTIMATED BASIN SIZE(RECTANGULAR)
Total drainage area(TDA) 17.03 ac Length(ft) Width(ft)
Disturbed area(DA) 17.03 ac Bottom 85 36
Rqd sediment storage 1800xDA I 3065411sf Top 133 84
BASIN CONFIGURATION I 'PLANNED BASIN SIZE (REFER TO EROSION CONTROL PLAN(I
Proposed sediment depth _ 6.5 ft _ I Elev. Area(SF) Cumulative Volume(CF)
Depth of flow over spillway 1 ft _ 616 13232 1 0
Bottom elevation of basin 616 msl _ 617 28731 20982
Skimmer Invert elevation 617 msl _ 618 43133 56914
Sediment Storage elevation 626 msl _ 619 59808 108384
Spillway crest(OCS) 626 msl _ 620 63975 170276
Top of Berm 628 msl 621 68200 236363
622 72480 306703
623 76760 381323
624 81040 460223
625 85320 543403
626 89600 630863
627 93880 722603
628 98160 _ 818623
0
BASIN EFFICIENCY
Sediment storage required: 30654 cf
Sediment storage provided: 630863 sf
Surface area required: 33060 sf
Surface area provided: 89600 sf
SKIMMER/ORIFICE DESIGN
Basin# 1 Required Volume
Total Required Sediment Storage: 30654 cf
Skimmer Size*: 5 in.
#Of Skimmers: 1
Draw Down Time(Days) Flow Rate(ft^3/day) Required Orifice Diameter(in.)
2 _ 3283.00 _ 3.45
3 4926.00 2.81
4 6568.00 2.44
5 8210.00 2.18
Orifice Size= 5.00 in.
SKIMMER CONNECTION PIPE LENGTH= 13.5 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 for a 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 volume
2"Skimmer 3283 1 day 1123 5"Skimmer 32832 1 day 1642 by the corresponding Factor.The
6566 2 days 2246 65664 2 days 3283 factors are taken from the table and
9849 3 days 3369 98496 3 days 4926 were generated assuming a constant
13132 4 days 4492 131328 4 days 6568 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*(J(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

SEDIMENT BASIN CALCULATIONS .it•••
COURTYARDS ON THE GREENWAY 4 �t
TIMMONS JOB NO.:60099 T I M M O N S GROUP
DATE: 1/15/2024 BY: KAC
CHIEVED THROUGH Oi_
REVISED: RVW: AWA
FAIRCLOTH SKIMMER TYPE BASIN DESIGN WITH RISER#-Stage 1
DRAINAGE AREAS/REQ'D STORAGE I I ESTIMATED BASIN SIZE(RECTANGULAR)
Total drainage area(TDA) pp 5.67 ac Length(ft) Width(ft)
Disturbed area(DA) 5.67 ac Bottom 35 10
Rqd sediment storage 1800xDA 10206IIcf Top 75 50
BASIN CONFIGURATION I 'PLANNED BASIN SIZE (REFER TO EROSION CONTROL PLAN)I
Proposed sediment depth 8 ft I Elev. Area(SF) Cumulative Volume(CF)
Depth of flow over spillway 1 ft 620 13232 0
Bottom elevation of basin 620 msl 621 28731 20982
Skimmer Invert elevation 621.72 msl 622 43133 56914
Sediment Storage elevation 628 msl 623 59808 108384
Spillway crest(OCS) 628 msl 624 63975 170276
Top of Berm 630 msl 625 68200 236363
626 72480 306703
627 76760 381323
628 81040 460223
629 85320 543403
630 89600 630863
0
0
0
BASIN EFFICIENCY
Sediment storage required: 10206 cf
Sediment storage provided: 460223 sf
Surface area required: 8125 sf
Surface area provided: 81040 sf
SKIMMER/ORIFICE DESIGN
Basin# 2 Required Volume
Total Required Sediment Storage: 10206 cf
Skimmer Size*: in.
#Of Skimmers:
Draw Down Time(Days) Flow Rate(ft^3/day) Required Orifice Diameter(in.)
2 2246.00 2.41
3 3369.00 1.96
4 4492.00 1.70
5 5615.00 1.52
Orifice Size= 2.00 in.
SKIMMER CONNECTION PIPE LENGTH= 9.42 FT.
*Calculations reflect J.W.Farrcloth 8 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 for a 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 volume
2"Skimmer 3283 1 day 1123 5"Skimmer 32832 1 day 1642 by the corresponding Factor.The
6566 2 days 2246 65664 2 days 3283 factors are taken from the table and
9849 3 days 3369 98496 3 days 4926 were generated assuming a constant
13132 4 days 4492 131328 4 days 6568 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

SEDIMENT TRAP CALCULATIONS • • It •
COURTYARDS ON THE GREENWAY •
• • t
TIMMONS JOB NO.: 60099
DATE: 1/15/2024 BY: KAC TIMMONS GROUP
REVISED: RVW: AWA YOUR VISION ACHIEVED THROUGH OURS.
Temporary Sediment Trap #3
DRAINAGE AREAS/REQD STORAGE DESIGN CRITERIA
Total drainage area(TDA) 3.47 ac Proposed sediment depth 2.5 ft
Disturbed area(DA) 3.35 ac Bottom elevation of basin 643 msl
Required sediment storage 3600xDA 12060 la Depth of flow over spillway 0.5 ft
BASIN CONFIGURATION PLANNED BASIN SIZE
Bottom elevation 643 msl (REFER TO EROSION CONTROL PLAN)
Sediment Storage elevation 645.5 msl Elev. Area(SF) Cumulative Volume(CF)
Spillway crest 645.5 msl 643 4992 0
Top of Berm 647.0 msl 644 5928 5460
645 6936 11892
ESTIMATED BASIN SIZE(RECTANGULAR) 645.5 7467 15493
Length(ft) Width(ft) 646 8016 19364
Bottom 94 45 647 9168 27956
Top 110 61
BASIN EFFICIENCY
Sediment storage required: 12060 cf
Sediment storage provided: 15493 cf
Surface area required: 6960 sf
Surface area provided: 7467 sf
SPILLWAY DESIGN
DESIGN FLOW (Q=CIA) SPILLWAY SIZE
Composite soil coefficient'C'= 0.6 Spillway design:(L=Q/(C*h^1.5)); C= 3.0
Area A'= 3.5 ac h= 0.50
10 yr.storm rainfall intensity, 'I'= 7.48 in/hr Spillway length @ flow depth 16
Computed flow from site, 'Q'= 16.0 cfs

SEDIMENT TRAP CALCULATIONS • • It •
COURTYARDS ON THE GREENWAY •
• • t
TIMMONS JOB NO.: 60099
DATE: 1/15/2024 BY: KAC TIMMONS GROUP
REVISED: RVW: AWA YOUR VISION ACHIEVED THROUGH OURS.
Temporary Sediment Trap #4
DRAINAGE AREAS/REQD STORAGE DESIGN CRITERIA
Total drainage area(TDA) 1.34 ac Proposed sediment depth 2.5 ft
Disturbed area(DA) 1.28 ac Bottom elevation of basin 624 msl
Required sediment storage 3600xDA 4608 la Depth of flow over spillway 0.5 ft
BASIN CONFIGURATION PLANNED BASIN SIZE
Bottom elevation 624 msl (REFER TO EROSION CONTROL PLAN)
Sediment Storage elevation 626.5 msl Elev. Area(SF) Cumulative Volume(CF)
Spillway crest 626.5 msl 624 1476 0
Top of Berm 628.0 msl 625 1998 1737
626 2592 4032
ESTIMATED BASIN SIZE(RECTANGULAR) 626.5 2906 5407
Length(ft) Width(ft) 627 3258 6948
Bottom 56 26 628 3996 10575
Top 72 42
BASIN EFFICIENCY
Sediment storage required: 4608 cf
Sediment storage provided: 5407 cf
Surface area required: 2610 sf
Surface area provided: 2906 sf
SPILLWAY DESIGN
DESIGN FLOW (Q=CIA) SPILLWAY SIZE
Composite soil coefficient'C'= 0.6 Spillway design:(L=Q/(C*h^1.5)); C= 3.0
Area A'= 1.3 ac h= 0.50
10 yr.storm rainfall intensity, 'I'= 7.48 in/hr Spillway length @ flow depth 10
Computed flow from site, 'Q'= 6.0 cfs

SEDIMENT TRAP CALCULATIONS • • It •
COURTYARDS ON THE GREENWAY •
• • t
TIMMONS JOB NO.: 60099
DATE: 1/15/2024 BY: KAC TIMMONS GROUP
REVISED: RVW: AWA YOUR VISION ACHIEVED THROUGH OURS.
Temporary Sediment Trap #5
DRAINAGE AREAS/REQD STORAGE DESIGN CRITERIA
Total drainage area(TDA) 2.53 ac Proposed sediment depth 3.5 ft
Disturbed area(DA) 2.20 ac Bottom elevation of basin 633 msl
Required sediment storage 3600xDA 7920 la Depth of flow over spillway 0.5 ft
BASIN CONFIGURATION PLANNED BASIN SIZE
Bottom elevation 633 msl (REFER TO EROSION CONTROL PLAN)
Sediment Storage elevation 636.5 msl Elev. Area(SF) Cumulative Volume(CF)
Spillway crest 636.5 msl 633 2348 0
Top of Berm 638.0 msl 634 3026 2687
635 3776 6088
ESTIMATED BASIN SIZE(RECTANGULAR) 636 4598 10275
Length(ft) Width(ft) 636.5 5036 12684
Bottom 61 27 637 5492 15316
Top 81 47 638 6458 21291
BASIN EFFICIENCY
Sediment storage required: 7920 cf
Sediment storage provided: 12684 cf
Surface area required: 4785 sf
Surface area provided: 5036 sf
SPILLWAY DESIGN
DESIGN FLOW (Q=CIA) SPILLWAY SIZE
Composite soil coefficient'C'= 0.6 Spillway design:(L=Q/(C*h^1.5)); C= 3.0
Area A'= 2.5 ac h= 0.50
10 yr.storm rainfall intensity, 'I'= 7.48 in/hr Spillway length @ flow depth 11
Computed flow from site, 'Q'= 11.0 cfs

SEDIMENT BASIN CALCULATIONS .it•••
COURTYARDS ON THE GREENWAY 4 �t
TIMMONS JOB NO.:60099 T I M M O N S GROUP
DATE: 1/15/2024 BY: KAC
CHIEVED THROUGH Oi_
REVISED: RVW: AWA
FAIRCLOTH SKIMMER TYPE BASIN DESIGN WITH RISER#1 AllEStage 2
DRAINAGE AREAS/REQ'D STORAGE I I ESTIMATED BASIN SIZE(RECTANGULAR)
Total drainage area(TDA) r 21.20 ac Length(ft) Width(ft)
Disturbed area(DA) 21.20 ac Bottom 96 42
Rqd sediment storage 1800xDA 381601Icf Top 144 90
BASIN CONFIGURATION I 'PLANNED BASIN SIZE (REFER TO EROSION CONTROL PLAN)I
Proposed sediment depth ft I Elev. Area(SF) Cumulative Volume(CF)
Depth of flow over spillway k 616 13232 0
Bottom elevation of basin msl 617 28731 20982
Skimmer Invert elevation 617 msl 618 43133 56914
Sediment Storage elevation 626 msl 619 59808 108384
Spillway crest(OCS) 626 msl 620 63975 170276
Top of Berm 628 msl 621 68200 236363
622 72480 306703
623 76760 381323
624 81040 460223
625 85320 543403
626 89600 630863
627 93880 722603
628 98160 818623
0
BASIN EFFICIENCY
Sediment storage required: 38160 cf
Sediment storage provided: 630863 sf
Surface area required: 41325 sf
Surface area provided: 89600 sf
SKIMMER/ORIFICE DESIGN
Basin# 1 Required Volume
Total Required Sediment Storage: 38160 cf
Skimmer Size*: in.
#Of Skimmers:
Draw Down Time(Days) Flow Rate(ft^3/day) Required Orifice Diameter(in.)
2 3283.00 3.85
3 4926.00 3.14
4 6568.00 2.72
5 8210.00 2.43
Orifice Size= 5.00 in.
SKIMMER CONNECTION PIPE LENGTH= 13.5 FT.
*Calculations reflect J.W.Farrcloth 8 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 for a 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 volume
2"Skimmer 3283 1 day 1123 5"Skimmer 32832 1 day 1642 by the corresponding Factor.The
6566 2 days 2246 65664 2 days 3283 factors are taken from the table and
9849 3 days 3369 98496 3 days 4926 were generated assuming a constant
13132 4 days 4492 131328 4 days 6568 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

SEDIMENT BASIN CALCULATIONS .it•••
COURTYARDS ON THE GREENWAY 4 �t
TIMMONS JOB NO.:60099 T I M M O N S GROUP
DATE: 1/15/2024 BY: KAC
CHIEVEO THROUGH Oi_
REVISED: RVW: AWA
FAIRCLOTH SKIMMER TYPE BASIN DESIGN WITH RISER#2MM Stage 2
DRAINAGE AREAS/REQ'D STORAGE I I ESTIMATED BASIN SIZE(RECTANGULAR)
Total drainage area(TDA) r 10.90 ac Length(ft) Width(ft)
Disturbed area(DA) 10.04 ac Bottom 52 18
Rqd sediment storage 1800xDA 180721Icf Top 92 58
BASIN CONFIGURATION I 'PLANNED BASIN SIZE (REFER TO EROSION CONTROL PLAN)I
Proposed sediment depth 8 ft I Elev. Area(SF) Cumulative Volume(CF)
Depth of flow over spillway 1 ft 620 13232 0
Bottom elevation of basin 620 msl 621 28731 20982
Skimmer Invert elevation 621 msl 622 43133 56914
Sediment Storage elevation 628 msl 623 59808 108384
Spillway crest(OCS) 628 msl 624 63975 170276
Top of Berm 630 msl 625 68200 236363
626 72480 306703
627 76760 381323
628 81040 460223
629 85320 543403
630 89600 630863
0
0
0
BASIN EFFICIENCY
Sediment storage required: 18072 cf
Sediment storage provided: 460223 sf
Surface area required: 21315 sf
Surface area provided: 81040 sf
SKIMMER/ORIFICE DESIGN
Basin# 2 Required Volume
Total Required Sediment Storage: 18072 cf
Skimmer Size*: in.
#Of Skimmers:
Draw Down Time(Days) Flow Rate(ft^3/day) Required Orifice Diameter(in.)
2 2246.00 3.20
3 3369.00 2.61
4 4492.00 2.26
5 5615.00 2.02
Orifice Size= 2.00 in.
SKIMMER CONNECTION PIPE LENGTH= 10.5 FT.
*Calculations reflect J.W.Faircloth 8 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 for a 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 volume
2"Skimmer 3283 1 day 1123 5"Skimmer 32832 1 day 1642 by the corresponding Factor.The
6566 2 days 2246 65664 2 days 3283 factors are taken from the table and
9849 3 days 3369 98496 3 days 4926 were generated assuming a constant
13132 4 days 4492 131328 4 days 6568 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

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Jan 15 2024
TEMP. DIVERSION DITCH #1
Triangular Highlighted
Side Slopes (z:1) = 3.00, 3.00 Depth (ft) = 0.78
Total Depth (ft) = 1.50 Q (cfs) = 8.440
Area (sqft) = 1.83
Invert Elev (ft) = 627.00 Velocity (ft/s) = 4.62
Slope (%) = 3.50 Wetted Perim (ft) = 4.93
N-Value = 0.030 Crit Depth, Yc (ft) = 0.87
Top Width (ft) = 4.68
Calculations EGL (ft) = 1.11
Compute by: Known Q
Known Q (cfs) = 8.44
Elev (ft) Section Depth (ft)
629.00 - 2.00
628.50 - 1.50
628.00 1.00
627.50 0.50
627.00 0.00
626.50 -0.50
0 1 2 3 4 5 6 7 8 9 10 11
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Jan 15 2024
TEMP. DIVERSION DITCH #2
Trapezoidal Highlighted
Bottom Width (ft) = 1.00 Depth (ft) = 0.99
Side Slopes (z:1) = 3.00, 3.00 Q (cfs) = 18.15
Total Depth (ft) = 1.50 Area (sqft) = 3.93
Invert Elev (ft) = 623.50 Velocity (ft/s) = 4.62
Slope (%) = 2.00 Wetted Perim (ft) = 7.26
N-Value = 0.030 Crit Depth, Yc (ft) = 1.03
Top Width (ft) = 6.94
Calculations EGL (ft) = 1.32
Compute by: Known Q
Known Q (cfs) = 18.15
Elev (ft) Section Depth (ft)
626.00 2.50
•
•
625.50 2.00
•
•
625.00 - 1.50
•
624.50 V - 1.00
•
•
624.00 0.50
•
•
623.50 0.00
•
•
623.00 -0.50
0 1 2 3 4 5 6 7 8 9 10 11 12
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Jan 15 2024
TEMP. DIVERSION DITCH #3
Triangular Highlighted
Side Slopes (z:1) = 3.00, 3.00 Depth (ft) = 0.48
Total Depth (ft) = 1.00 Q (cfs) = 1.790
Area (sqft) = 0.69
Invert Elev (ft) = 644.65 Velocity (ft/s) = 2.59
Slope (%) = 2.00 Wetted Perim (ft) = 3.04
N-Value = 0.030 Crit Depth, Yc (ft) = 0.47
Top Width (ft) = 2.88
Calculations EGL (ft) = 0.58
Compute by: Known Q
Known Q (cfs) = 1.79
Elev (ft) Section Depth (ft)
646.00 1.35
645.50 0.85
645.00 0.35
644.50 -0.15
644.00 -0.65
0 1 2 3 4 5 6 7 8
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Jan 15 2024
TEMP. DIVERSION DITCH #4
Triangular Highlighted
Side Slopes (z:1) = 3.00, 3.00 Depth (ft) = 0.63
Total Depth (ft) = 1.25 Q (cfs) = 3.660
Area (sqft) = 1.19
Invert Elev (ft) = 646.50 Velocity (ft/s) = 3.07
Slope (%) = 2.00 Wetted Perim (ft) = 3.98
N-Value = 0.030 Crit Depth, Yc (ft) = 0.63
Top Width (ft) = 3.78
Calculations EGL (ft) = 0.78
Compute by: Known Q
Known Q (cfs) = 3.66
Elev (ft) Section Depth (ft)
648.00 1.50
647.50 1.00
647.00 0.50
646.50 0.00
646.00 -0.50
0 1 2 3 4 5 6 7 8 9 10
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Jan 15 2024
TEMP. DIVERSION DITCH #5
Triangular Highlighted
Side Slopes (z:1) = 3.00, 3.00 Depth (ft) = 0.77
Total Depth (ft) = 1.50 Q (cfs) = 6.210
Area (sqft) = 1.78
Invert Elev (ft) = 629.00 Velocity (ft/s) = 3.49
Slope (%) = 2.00 Wetted Perim (ft) = 4.87
N-Value = 0.030 Crit Depth, Yc (ft) = 0.77
Top Width (ft) = 4.62
Calculations EGL (ft) = 0.96
Compute by: Known Q
Known Q (cfs) = 6.21
Elev (ft) Section Depth (ft)
631.00 - 2.00
630.50 I 1.50
630.00 1.00
629.50 0.50
629.00 0.00
628.50 -0.50
0 1 2 3 4 5 6 7 8 9 10 11
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Jan 15 2024
TEMP. DIVERSION DITCH #6
Triangular Highlighted
Side Slopes (z:1) = 3.00, 3.00 Depth (ft) = 0.59
Total Depth (ft) = 1.25 Q (cfs) = 3.110
Area (sqft) = 1.04
Invert Elev (ft) = 628.75 Velocity (ft/s) = 2.98
Slope (%) = 2.00 Wetted Perim (ft) = 3.73
N-Value = 0.030 Crit Depth, Yc (ft) = 0.59
Top Width (ft) = 3.54
Calculations EGL (ft) = 0.73
Compute by: Known Q
Known Q (cfs) = 3.11
Elev (ft) Section Depth (ft)
631.00 - 2.25
•
•
•
630.50 1.75
•
•
•
•
•
630.00 1.25
•
•
•
•
:: :: :
•
0.25
•
•
•
628.50 -0.25
•
•
•
•
628.00 -0.75
0 1 2 3 4 5 6 7 8 9 10
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Jan 15 2024
TEMP. DIVERSION DITCH #7
Triangular Highlighted
Side Slopes (z:1) = 3.00, 3.00 Depth (ft) = 0.47
Total Depth (ft) = 1.00 Q (cfs) = 1.640
Area (sqft) = 0.66
Invert Elev (ft) = 626.00 Velocity (ft/s) = 2.47
Slope (%) = 2.00 Wetted Perim (ft) = 2.97
N-Value = 0.030 Crit Depth, Yc (ft) = 0.46
Top Width (ft) = 2.82
Calculations EGL (ft) = 0.57
Compute by: Known Q
Known Q (cfs) = 1.64
Elev (ft) Section Depth (ft)
628.00 - 2.00
627.50 - 1.50
627.00 1.00
626.50 0 0.50
626.00 0.00
625.50 -0.50
0 1 2 3 4 5 6 7 8
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Jan 15 2024
TEMP. DIVERSION DITCH #8
Triangular Highlighted
Side Slopes (z:1) = 3.00, 3.00 Depth (ft) = 0.26
Total Depth (ft) = 1.00 Q (cfs) = 0.340
Area (sqft) = 0.20
Invert Elev (ft) = 626.50 Velocity (ft/s) = 1.68
Slope (%) = 2.00 Wetted Perim (ft) = 1.64
N-Value = 0.030 Crit Depth, Yc (ft) = 0.25
Top Width (ft) = 1.56
Calculations EGL (ft) = 0.30
Compute by: Known Q
Known Q (cfs) = 0.34
Elev (ft) Section Depth (ft)
628.00 - 1.50
•
627.50 • 1.00
•
627.00 - 0.50
v
626.50 0.00
•
626.00 -0.50
0 1 2 3 4 5 6 7 8
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Jan 15 2024
TEMP. DIVERSION DITCH #9
Triangular Highlighted
Side Slopes (z:1) = 3.00, 3.00 Depth (ft) = 0.20
Total Depth (ft) = 1.00 Q (cfs) = 0.160
Area (sqft) = 0.12
Invert Elev (ft) = 639.00 Velocity (ft/s) = 1.33
Slope (%) = 2.00 Wetted Perim (ft) = 1.26
N-Value = 0.030 Crit Depth, Yc (ft) = 0.18
Top Width (ft) = 1.20
Calculations EGL (ft) = 0.23
Compute by: Known Q
Known Q (cfs) = 0.16
Elev (ft) Section Depth (ft)
641.00 - 2.00
640.50 - 1.50
640.00 1.00
639.50 0.50
v
639.00 0.00
638.50 -0.50
0 1 2 3 4 5 6 7 8
Reach (ft)

Channel Report
Hydraflow Express Extension for Autodesk®Civil 3D®by Autodesk, Inc. Monday,Jan 15 2024
TEMP. DIVERSION DITCH #10
Triangular Highlighted
Side Slopes (z:1) = 3.00, 3.00 Depth (ft) = 0.63
Total Depth (ft) = 1.25 Q (cfs) = 3.620
Area (sqft) = 1.19
Invert Elev (ft) = 637.00 Velocity (ft/s) = 3.04
Slope (%) = 2.00 Wetted Perim (ft) = 3.98
N-Value = 0.030 Crit Depth, Yc (ft) = 0.62
Top Width (ft) = 3.78
Calculations EGL (ft) = 0.77
Compute by: Known Q
Known Q (cfs) = 3.62
Elev (ft) Section Depth (ft)
639.00 2.00
638.50 1.50
1
638.00 1.00
V
637.50 0.50
637.00 0.00
•
636.50 -0.50
0 1 2 3 4 5 6 7 8 9 10
Reach (ft)

STORM DRAINAGE ANALYSIS

Hydraflow Storm Sewers Extension for Autodesk® Civil 3D® Plan
115
114
6
113
44 112
� 111
40 .,
39
• 110
34 32 31
33 29 25
30
•
11 24
36 37 109
15 10 23
9 p4
22 108
8
14 13
53
56 107
7
51
6 106
1:
4 0 82
7
5 1617 8 83
`5 81
46 84
3
45 85
2
102 78 90
1 77 86
Outfall 1101
100 76
Outfall
87
75
g Outfal 74
Outfalll 7
93 61
72
94 95 62
63 64 65 71
97
66
98 70
99
67
69
68
Project File: STORM A C D G.stm Number of lines: 118 Date: 1/15/2024
Storm Sewers v2023.00

STRM CALC Page1
Line Line DnStm Line Drng Runoff Incr Total Tc i Flow Capac Vel Line Line Invert Invert Gnd/Rim Gnd/Rim
No. ID Ln No Length Area Coeff CxA CxA Inlet Rate Full Ave Size Slope Dn Up El Dn El Up
(ft) (ac) (C) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft)
1 A2 Outfall 30.791 0.20 0.40 0.08 9.47 16.3 7.47 47.30 59.67 6.69 36 0.68 623.00 623.21 626.25 627.45
2 A4 1 50.411 0.26 0.55 0.14 9.39 16.2 7.47 47.06 83.29 6.66 36 1.33 623.32 623.99 627.45 637.53
3 A6 2 137.765 0.27 0.70 0.19 8.44 15.8 7.47 42.72 51.45 6.04 36 0.60 624.09 624.91 637.53 639.58
4 A8 3 23.000 0.02 0.70 0.01 8.25 15.7 7.47 41.84 52.04 5.92 36 0.61 625.01 625.15 639.58 639.58
5 A50 4 36.897 0.18 0.70 0.13 4.19 9.4 7.47 26.12 45.15 10.15 24 3.98 628.79 630.26 639.58 640.76
6 A52 5 177.957 0.17 0.70 0.12 1.92 8.9 7.47 12.18 20.99 9.85 18 4.00 632.05 639.16 640.76 646.14
7 A54 6 165.301 0.08 0.75 0.06 1.67 8.5 7.47 10.77 18.19 6.90 18 3.00 639.26 644.22 646.14 651.10
8 A56 7 175.728 0.07 0.80 0.06 1.49 8.0 7.47 9.77 15.66 6.55 18 2.23 644.32 648.23 651.10 656.42
9 A86 8 111.748 0.10 0.70 0.07 0.46 5.9 7.47 3.26 9.12 5.61 15 2.00 650.69 652.92 656.42 658.71
10 A88 9 79.165 0.26 0.70 0.18 0.39 5.4 7.47 2.83 6.45 4.39 15 1.00 653.02 653.81 658.71 660.30
11 A90 10 26.099 0.29 0.70 0.20 0.20 5.0 7.47 1.52 5.06 3.09 15 0.61 653.91 654.07 660.30 660.54
12 A58 8 23.000 0.24 0.70 0.17 0.97 7.9 7.47 6.43 8.19 5.13 18 0.61 649.58 649.72 656.42 656.41
13 A60 12 141.364 0.31 0.65 0.20 0.81 7.1 7.47 5.48 8.47 4.43 18 0.65 649.82 650.74 656.41 656.14
14 A62 13 116.061 0.49 0.65 0.32 0.60 6.6 7.47 4.21 9.89 4.96 15 2.00 650.84 653.16 656.14 658.47
15 A64 14 165.000 0.44 0.65 0.29 0.29 5.0 7.47 2.14 9.89 3.34 15 2.00 653.26 656.56 658.47 661.77
16 Al 4 64.772 0.06 0.70 0.04 4.05 15.4 7.47 20.72 51.75 2.93 36 0.60 625.25 625.64 639.58 637.59
17 Al2 16 49.497 0.18 0.70 0.13 4.01 15.2 7.47 20.66 51.92 2.92 36 0.61 625.74 626.04 637.59 636.40
18 A14 17 23.000 0.17 0.70 0.12 3.88 15.1 7.47 20.06 41.01 4.09 30 1.00 626.14 626.37 636.40 636.40
19 A16 18 151.222 0.14 0.70 0.10 3.76 14.7 7.47 19.65 37.20 6.79 24 2.70 626.54 630.63 636.40 638.30
20 A18 19 112.228 0.12 0.70 0.08 3.49 14.4 7.47 18.42 31.95 7.34 24 2.00 630.78 633.02 638.30 639.69
21 A20 20 104.468 0.10 0.70 0.07 3.41 14.2 7.47 18.12 20.28 7.16 24 0.80 633.12 633.96 639.69 640.96
22 A22 21 90.424 0.08 0.75 0.06 3.16 13.9 7.47 16.90 17.48 6.34 24 0.60 634.06 634.60 640.96 642.06
23 A24 22 64.291 0.06 0.75 0.05 3.10 13.7 7.47 16.67 17.62 5.79 24 0.61 634.70 635.09 642.06 642.83
Project File: STORM A C D G.stm Number of lines: 118 Date: 1/15/2024
NOTES: Intensity=71.34/(Inlet time+ 12.10)A 0.79--Return period= 10 Yrs. ; "Critical depth
Storm Sewers

STRM CALC Paget
Line Line DnStm Line Drng Runoff Incr Total Tc i Flow Capac Vel Line Line Invert Invert Gnd/Rim Gnd/Rim
No. ID Ln No Length Area Coeff CxA CxA Inlet Rate Full Ave Size Slope Dn Up El Dn El Up
(ft) (ac) (C) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft)
24 A26 23 54.590 0.06 0.75 0.05 3.05 13.6 7.47 16.51 17.59 5.60 24 0.60 635.19 635.52 642.83 643.50
25 A28 24 110.595 0.06 0.70 0.04 3.01 13.3 7.47 16.41 17.47 5.62 24 0.60 635.62 636.28 643.50 643.49
26 A30 25 25.998 0.07 0.70 0.05 2.97 13.2 7.47 16.22 17.74 5.16 24 0.62 636.38 636.54 643.49 643.34
27 A32 26 50.441 0.09 0.70 0.06 2.92 13.1 7.47 16.02 17.44 5.10 24 0.59 636.64 636.94 643.34 643.81
28 A34 27 22.000 0.09 0.70 0.06 2.85 13.0 7.47 15.71 17.39 5.00 24 0.59 637.04 637.17 643.81 643.81
29 A96 28 101.982 0.21 0.70 0.15 2.34 12.7 7.47 13.00 27.70 4.33 24 1.50 637.52 639.05 643.81 645.33
30 A98 29 38.597 0.29 0.65 0.19 1.69 12.6 7.47 9.41 10.42 5.33 18 0.98 639.15 639.53 645.33 643.32
31 A100 30 87.409 0.63 0.65 0.41 1.50 12.3 7.47 8.43 13.93 5.35 18 1.50 639.79 641.10 643.32 645.11
32 A112 31 116.476 0.55 0.65 0.36 0.75 11.9 7.47 4.28 8.57 5.36 15 1.50 641.50 643.25 645.11 648.04
33 A116 32 59.354 0.26 0.65 0.17 0.33 6.9 7.47 2.23 19.79 3.41 15 8.00 643.35 648.10 648.04 659.71
34 A118 33 110.000 0.26 0.60 0.16 0.16 5.0 7.47 1.17 15.64 5.32 15 5.00 651.33 656.83 659.71 662.23
35 A84 7 23.000 0.18 0.70 0.13 0.13 5.0 7.47 0.94 5.04 1.95 15 0.61 644.51 644.65 651.10 651.10
36 A114 32 171.197 0.17 0.40 0.07 0.07 5.0 7.47 0.51 7.82 1.65 15 1.25 643.44 645.58 648.04 649.96
37 A108 29 166.849 0.28 0.70 0.20 0.32 5.5 7.47 2.30 7.90 2.89 15 1.50 640.02 642.52 645.33 648.78
38 A 110 37 23.000 0.17 0.70 0.12 0.12 5.0 7.47 0.89 5.04 2.42 15 0.61 642.62 642.76 648.78 648.78
39 A102 31 89.250 0.25 0.65 0.16 0.34 6.1 7.47 2.40 5.44 3.10 15 0.61 641.20 641.74 645.11 647.72
40 A104 39 73.759 0.44 0.40 0.18 0.18 5.0 7.47 1.31 5.40 3.46 15 0.60 641.94 642.38 647.72 646.63
41 A36 28 50.309 0.12 0.70 0.08 0.45 6.5 7.47 3.17 4.99 2.59 15 0.60 637.27 637.57 643.81 643.96
42 A38 41 22.000 0.11 0.70 0.08 0.37 6.3 7.47 2.61 6.46 2.12 15 1.00 637.67 637.89 643.96 643.96
43 A40 42 91.942 0.19 0.75 0.14 0.29 5.4 7.47 2.14 11.72 2.78 15 3.30 637.99 641.02 643.96 646.66
44 A42 43 23.043 0.20 0.75 0.15 0.15 5.0 7.47 1.12 6.45 2.84 15 1.00 641.12 641.35 646.66 646.70
45 A44 2 103.773 0.26 0.65 0.17 0.81 6.7 7.47 5.59 15.64 8.61 15 5.00 630.79 635.98 637.53 640.83
46 A46 45 112.362 0.39 0.65 0.25 0.64 6.2 7.47 4.52 12.10 5.02 15 2.99 636.08 639.44 640.83 644.16
Project File: STORM A C D G.stm Number of lines: 118 Date: 1/15/2024
NOTES: Intensity=71.34/(Inlet time+ 12.10)A 0.79--Return period= 10 Yrs. ; "Critical depth
Storm Sewers

STRM CALC Page3
Line Line DnStm Line Drng Runoff Incr Total Tc i Flow Capac Vel Line Line Invert Invert Gnd/Rim Gnd/Rim
No. ID Ln No Length Area Coeff CxA CxA Inlet Rate Full Ave Size Slope Dn Up El Dn El Up
(ft) (ac) (C) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft)
47 A48 46 165.001 0.64 0.60 0.38 0.38 5.0 7.47 2.87 12.12 3.94 15 3.00 639.54 644.49 644.16 649.18
48 A82 6 23.000 0.19 0.70 0.13 0.13 5.0 7.47 0.99 5.04 2.00 15 0.61 639.52 639.66 646.14 646.14
49 A106 29 23.000 0.27 0.70 0.19 0.19 5.0 7.47 1.41 5.04 1.15 15 0.61 639.21 639.35 645.33 645.33
50 A66 5 80.799 0.37 0.65 0.24 2.14 6.9 7.47 14.69 17.61 5.66 24 0.61 630.36 630.85 640.76 635.39
51 A68 50 110.008 0.57 0.65 0.37 1.90 6.5 7.47 13.28 30.01 5.48 24 1.50 630.95 632.60 635.39 637.40
52 A70 51 55.001 0.52 0.65 0.34 0.99 6.3 7.47 6.99 16.09 5.01 18 2.00 632.70 633.80 637.40 638.98
53 A72 52 112.518 0.19 0.70 0.13 0.65 5.8 7.47 4.71 9.89 4.98 15 2.00 633.90 636.15 638.98 641.43
54 A74 53 70.309 0.58 0.65 0.38 0.38 5.0 7.47 2.82 6.98 4.78 15 1.00 637.03 637.73 641.43 641.05
55 A76 51 71.727 0.33 0.65 0.21 0.54 6.0 7.47 3.85 15.63 4.48 15 4.99 633.05 636.63 637.40 645.10
56 A78 55 122.291 0.50 0.65 0.33 0.33 5.0 7.47 2.43 15.65 3.73 15 5.00 636.73 642.85 645.10 647.22
57 A80 53 42.465 0.18 0.80 0.14 0.14 5.0 7.47 1.08 14.43 2.22 15 4.99 636.25 638.37 641.43 645.90
58 A94 21 23.100 0.26 0.70 0.18 0.18 5.0 7.47 1.36 5.03 2.67 15 0.61 634.82 634.96 640.96 640.98
59 A92 19 23.000 0.24 0.70 0.17 0.17 5.0 7.47 1.25 5.04 3.32 15 0.61 632.14 632.28 638.30 638.30
60 C2 Outfall 29.054 0.00 0.00 0.00 5.00 13.8 0.00 26.91 51.48 5.48 30 1.34 625.00 625.39 627.75 632.94
61 C4 60 52.040 0.35 0.80 0.28 2.35 12.9 7.47 12.98 34.29 2.64 30 0.60 626.48 626.79 632.94 637.99
62 C6 61 130.253 0.09 0.70 0.06 2.07 12.1 7.47 11.76 34.38 2.73 30 0.60 626.89 627.67 637.99 635.41
63 C8 62 91.496 0.05 0.70 0.04 2.01 11.5 7.47 11.63 31.80 4.08 30 0.60 627.77 628.32 635.41 636.56
64 C 10 63 49.497 0.30 0.70 0.21 1.98 11.3 7.47 11.51 17.61 5.86 24 0.61 628.42 628.72 636.56 637.80
65 C12 64 23.000 0.31 0.70 0.22 1.77 11.2 7.47 10.33 17.65 5.62 24 0.61 628.82 628.96 637.80 637.80
66 C14 65 108.463 0.11 0.70 0.08 1.55 10.6 7.47 9.24 17.51 5.42 24 0.60 629.06 629.71 637.80 636.45
67 C16 66 111.429 0.25 0.70 0.18 1.47 10.0 7.47 8.97 17.41 5.42 24 0.59 629.81 630.47 636.45 635.20
68 C18 67 134.268 0.52 0.60 0.31 1.13 9.4 7.47 7.01 8.16 5.19 18 0.60 630.57 631.38 635.20 634.19
69 C20 68 116.037 0.41 0.60 0.25 0.82 8.8 7.47 5.19 8.16 3.27 18 0.60 631.48 632.18 634.19 635.70
Project File: STORM A C D G.stm Number of lines: 118 Date: 1/15/2024
NOTES: Intensity=71.34/(Inlet time+ 12.10)A 0.79--Return period= 10 Yrs. ; "Critical depth
Storm Sewers

STRM CALC Page4
Line Line DnStm Line Drng Runoff Incr Total Tc i Flow Capac Vel Line Line Invert Invert Gnd/Rim Gnd/Rim
No. ID Ln No Length Area Coeff CxA CxA Inlet Rate Full Ave Size Slope Dn Up El Dn El Up
(ft) (ac) (C) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft)
70 C22 69 110.000 0.37 0.60 0.22 0.57 8.3 7.47 3.70 6.46 3.89 15 1.00 632.28 633.38 635.70 637.08
71 C24 70 110.000 0.37 0.60 0.22 0.35 7.4 7.47 2.34 7.81 3.69 15 1.25 633.48 634.85 637.08 638.64
72 C26 71 110.000 0.21 0.60 0.13 0.13 5.0 7.47 0.94 5.42 2.28 15 0.60 634.85 635.51 638.64 639.63
73 C28 60 44.583 0.20 0.80 0.16 2.65 13.5 7.47 14.36 34.58 2.93 30 0.61 625.49 625.76 632.94 640.17
74 C30 73 103.125 0.27 0.80 0.22 2.49 12.9 7.47 13.75 34.17 2.80 30 0.59 625.86 626.47 640.17 640.86
75 C32 74 134.591 0.23 0.80 0.18 2.27 12.4 7.47 12.77 19.01 4.07 24 0.60 626.57 627.38 640.86 638.42
76 C34 75 109.599 0.00 0.00 0.00 2.09 11.9 0.00 11.92 19.01 3.79 24 0.60 627.48 628.14 638.42 635.11
77 C36 76 38.431 0.06 0.30 0.02 2.09 11.8 7.47 11.98 18.95 3.81 24 0.60 628.24 628.47 635.11 631.88
78 C38 77 72.827 0.00 0.00 0.00 2.07 11.5 0.00 11.99 19.05 3.82 24 0.60 628.57 629.01 631.88 636.96
79 C40 78 54.203 0.19 0.70 0.13 1.45 11.2 7.47 8.48 17.38 2.74 24 0.59 629.11 629.43 636.96 634.96
80 C42 79 45.535 0.13 0.70 0.09 1.32 10.9 7.47 7.78 17.73 3.80 24 0.61 629.53 629.81 634.96 634.68
81 C44 80 138.575 0.17 0.55 0.09 1.23 9.9 7.47 7.48 17.50 5.15 24 0.60 629.91 630.74 634.68 633.72
82 C46 81 79.563 0.24 0.60 0.14 1.13 9.6 7.47 6.99 8.07 5.14 18 0.59 630.84 631.31 633.72 634.70
83 C48 82 86.429 0.22 0.60 0.13 0.99 9.2 7.47 6.19 8.15 4.65 18 0.60 631.41 631.93 634.70 635.41
84 C50 83 78.219 0.60 0.55 0.33 0.86 8.9 7.47 5.44 8.14 4.48 18 0.60 632.03 632.50 635.41 635.18
85 C52 84 129.926 0.24 0.60 0.14 0.53 8.1 7.47 3.44 5.00 4.31 15 0.60 632.60 633.38 635.18 637.77
86 C54 85 117.282 0.40 0.55 0.22 0.38 7.3 7.47 2.58 5.44 3.57 15 0.61 633.48 634.19 637.77 638.39
87 C56 86 133.905 0.36 0.45 0.16 0.16 5.0 7.47 1.21 5.41 3.15 15 0.60 634.39 635.19 638.39 638.53
88 C64 67 23.000 0.24 0.70 0.17 0.17 5.0 7.47 1.25 5.04 3.32 15 0.61 631.51 631.65 635.20 635.20
89 C58 78 64.983 0.14 0.70 0.10 0.62 5.9 7.47 4.47 5.00 3.65 15 0.60 629.71 630.10 636.96 635.80
90 C60 89 118.209 0.38 0.70 0.27 0.53 5.3 7.47 3.88 5.00 3.16 15 0.60 630.20 630.91 635.80 637.25
91 C62 90 23.778 0.37 0.70 0.26 0.26 5.0 7.47 1.93 4.96 1.58 15 0.59 631.01 631.15 637.25 637.33
92 D2 Outfall 50.495 0.00 0.00 0.00 1.14 8.9 0.00 7.25 7.71 2.31 24 0.10 624.99 625.04 627.16 631.69
Project File: STORM A C D G.stm Number of lines: 118 Date: 1/15/2024
NOTES: Intensity=71.34/(Inlet time+ 12.10)A 0.79--Return period= 10 Yrs. ; "Critical depth
Storm Sewers

STRM CALC Page5
Line Line DnStm Line Drng Runoff Incr Total Tc i Flow Capac Vel Line Line Invert Invert Gnd/Rim Gnd/Rim
No. ID Ln No Length Area Coeff CxA CxA Inlet Rate Full Ave Size Slope Dn Up El Dn El Up
(ft) (ac) (C) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft)
93 D4 92 154.179 0.19 0.35 0.07 1.14 7.9 7.47 7.55 12.94 2.40 24 0.28 625.14 625.57 631.69 629.41
94 D12 93 31.749 0.38 0.75 0.29 0.50 7.1 7.47 3.41 15.66 2.78 15 5.01 625.67 627.26 629.41 632.14
95 D14 94 121.539 0.11 0.75 0.08 0.22 5.5 7.47 1.57 6.44 1.54 15 1.00 627.36 628.57 632.14 634.14
96 D16 95 26.420 0.19 0.70 0.13 0.13 5.0 7.47 0.99 5.03 2.11 15 0.61 628.67 628.83 634.14 634.30
97 D6 93 175.057 0.27 0.65 0.18 0.58 7.0 7.47 3.95 6.99 3.22 15 1.00 625.96 627.71 629.41 631.22
98 D8 97 114.019 0.22 0.65 0.14 0.40 6.2 7.47 2.84 5.44 2.32 15 0.61 627.81 628.50 631.22 633.67
99 D10 98 111.120 0.43 0.60 0.26 0.26 5.0 7.47 1.93 5.39 1.68 15 0.59 628.60 629.26 633.67 632.70
100 G2 Outfall 32.299 0.63 0.60 0.38 3.79 13.3 7.47 20.70 45.84 2.93 36 0.40 622.50 622.63 625.75 627.45
101 G4 100 102.932 0.00 0.00 0.00 3.16 12.8 0.00 17.51 24.38 3.57 30 0.30 622.73 623.04 627.45 629.52
102 G6 101 147.342 0.26 0.75 0.20 3.16 12.1 7.47 17.89 34.34 3.65 30 0.60 623.14 624.02 629.52 632.01
103 G8 102 72.594 0.31 0.70 0.22 2.79 11.7 7.47 16.01 31.93 3.26 30 0.61 624.20 624.64 632.01 633.04
104 G 10 103 23.000 0.33 0.70 0.23 2.57 11.7 7.47 14.80 22.62 4.71 24 1.00 624.74 624.97 633.04 633.04
105 G12 104 86.537 0.42 0.65 0.27 2.34 11.3 7.47 13.62 31.98 5.23 24 2.00 625.07 626.80 633.04 635.18
106 G14 105 165.000 0.39 0.65 0.25 2.07 10.6 7.47 12.33 27.90 5.35 24 1.30 626.90 629.04 635.18 638.16
107 G16 106 208.320 0.15 0.65 0.10 1.82 9.7 7.47 11.19 24.48 5.93 24 1.00 629.18 631.26 638.16 640.25
108 G18 107 71.930 0.33 0.65 0.21 1.72 9.3 7.47 10.73 18.95 5.91 24 0.60 631.41 631.84 640.25 640.05
109 G20 108 143.370 0.31 0.65 0.20 1.50 8.6 7.47 9.66 18.98 5.51 24 0.60 631.94 632.80 640.05 640.94
110 G22 109 142.696 0.12 0.65 0.08 1.30 7.7 7.47 8.65 18.91 5.31 24 0.60 632.90 633.75 640.94 642.44
111 G24 110 100.826 0.32 0.75 0.24 1.23 7.1 7.47 8.34 17.59 5.32 24 0.61 633.85 634.46 642.44 641.00
112 G26 111 23.000 0.49 0.70 0.34 0.99 7.0 7.47 6.73 8.19 5.18 18 0.61 634.56 634.70 641.00 641.00
113 G28 112 44.477 0.00 0.00 0.00 0.64 6.7 0.00 4.44 8.03 3.82 18 0.58 634.80 635.06 641.00 643.60
114 G30 113 103.494 0.26 0.65 0.17 0.44 6.1 7.47 3.10 13.99 6.74 15 4.00 636.17 640.31 643.60 645.16
115 G32 114 104.747 0.41 0.65 0.27 0.27 5.0 7.47 1.99 9.88 3.54 15 2.00 640.41 642.50 645.16 647.25
Project File: STORM A C D G.stm Number of lines: 118 Date: 1/15/2024
NOTES: Intensity=71.34/(Inlet time+ 12.10)A 0.79--Return period= 10 Yrs. ; "Critical depth
Storm Sewers

STRM CALC Page6
Line Line DnStm Line Drng Runoff Incr Total Tc i Flow Capac Vel Line Line Invert Invert Gnd/Rim Gnd/Rim
No. ID Ln No Length Area Coeff CxA CxA Inlet Rate Full Ave Size Slope Dn Up El Dn El Up
(ft) (ac) (C) (min) (in/hr) (cfs) (cfs) (ft/s) (in) (%) (ft) (ft) (ft) (ft)
116 G38 113 36.118 0.59 0.35 0.21 0.21 5.0 7.47 1.54 8.20 2.59 18 0.61 635.16 635.38 643.60 638.88
117 G36 102 23.000 0.23 0.75 0.17 0.17 5.0 7.47 1.29 4.85 1.05 15 0.57 624.67 624.80 632.01 632.01
118 G34 100 91.569 0.32 0.80 0.26 0.26 5.0 7.47 1.91 16.61 1.37 18 2.50 623.28 625.57 627.45 634.53
Project File: STORM A C D G.stm Number of lines: 118 Date: 1/15/2024
NOTES: Intensity=71.34/(Inlet time+ 12.10)A 0.79--Return period= 10 Yrs. ; "Critical depth
Storm Sewers

Hydraulic Grade Line Computations Pagel
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft)
1 36 47.30 623.00 626.25 3.00 7.07 6.69 0.70 626.95 0.429 30.791 623.21 626.38 3.00 7.07 6.69 0.70 627.08 0.429 0.429 0.132 0.58 0.40
2 36 47.06 623.32 626.79 3.00 7.07 6.66 0.69 627.48 0.424 50.411 623.99 626.99 3.00 7.07 6.66 0.69 627.68 0.420 0.422 0.213 1.45 1.00
3 36 42.72 624.09 627.99 3.00 7.07 6.05 0.57 628.56 0.411 137.765 624.91 628.55 3.00 7.07 6.04 0.57 629.12 0.410 0.410 0.565 0.50 0.28
4 36 41.84 625.01 628.84 3.00 7.07 5.92 0.54 629.38 0.394 23.000 625.15 628.93 3.00 7.07 5.92 0.54 629.47 0.394 0.394 0.091 2.24 1.22
5 24 26.12 628.79 630.15 1.36 2.27 11.49 1.21 631.36 0.000 36.897 630.26 632.05 1.79** 2.96 8.81 1.21 633.26 0.000 0.000 n/a 1.47 n/a
6 18 12.18 632.05 632.87 0.82* 0.99 12.31 0.85 633.72 0.000 177.957 639.16 640.48 1.32** 1.65 7.39 0.85 641.33 0.000 0.000 n/a 1.50 n/a
7 18 10.77 639.26 640.48 1.22 1.54 6.99 0.72 641.20 0.000 165.301644.22 645.48 1.26** 1.58 6.80 0.72 646.20 0.000 0.000 n/a 1.50 n/a
8 18 9.77 644.32 645.48 1.16 1.46 6.67 0.64 646.12 0.000 175.728 648.23 649.43 1.20** 1.52 6.42 0.64 650.08 0.000 0.000 n/a 1.46 0.94
9 15 3.26 650.69 651.21 0.52* 0.48 6.81 0.30 651.51 0.000 111.748 652.92 653.65 0.73" 0.74 4.40 0.30 653.95 0.000 0.000 n/a 0.50 n/a
10 15 2.83 653.02 653.65 0.63 0.62 4.59 0.27 653.92 0.000 79.165 653.81 654.49 0.68** 0.68 4.19 0.27 654.76 0.000 0.000 n/a 1.35 n/a
11 15 1.52 653.91 654.49 0.58 0.44 2.75 0.18 654.67 0.000 26.099 654.07 654.56 j 0.49** 0.44 3.43 0.18 654.74 0.000 0.000 n/a 1.00 n/a
12 18 6.43 649.58 650.58 1.00* 1.25 5.13 0.41 650.99 0.608 23.000 649.72 650.72 1.00 1.25 5.13 0.41 651.13 0.608 0.608 0.140 0.50 0.20
13 18 5.48 649.82 650.93 1.11 1.11 3.93 0.38 651.31 0.000 141.364 650.74 651.64 j 0.90" 1.11 4.94 0.38 652.02 0.000 0.000 n/a 1.50 n/a
14 15 4.21 650.84 651.64 0.80 0.83 5.06 0.37 652.01 0.000 116.061653.16 653.99 0.83** 0.87 4.87 0.37 654.36 0.000 0.000 n/a 0.50 n/a
15 15 2.14 653.26 653.99 0.73 0.56 2.87 0.23 654.22 0.000 165.000 656.56 657.14 j 0.58** 0.56 3.81 0.23 657.37 0.000 0.000 n/a 1.00 n/a
16 36 20.72 625.25 630.15 3.00 7.07 2.93 0.13 630.28 0.097 64.772 625.64 630.21 3.00 7.07 2.93 0.13 630.35 0.097 0.097 0.063 1.15 0.15
17 36 20.66 625.74 630.37 3.00 7.07 2.92 0.13 630.50 0.096 49.497 626.04 630.41 3.00 7.07 2.92 0.13 630.55 0.096 0.096 0.048 1.13 0.15
18 30 20.06 626.14 630.56 2.50 4.91 4.09 0.26 630.82 0.239 23.000 626.37 630.62 2.50 4.91 4.09 0.26 630.88 0.239 0.239 0.055 1.50 0.39
19 24 19.65 626.54 631.01 2.00 2.68 6.26 0.61 631.62 0.755 151.222 630.63 632.22 j ' 1.59** 2.68 7.33 0.84 633.06 0.798 0.777 n/a 1.50 n/a
20 24 18.42 630.78 632.22 1.44 2.42 7.60 0.78 633.00 0.000 112.228 633.02 634.56 1.54** 2.60 7.08 0.78 635.34 0.000 0.000 n/a 0.50 n/a
21 24 18.12 633.12 634.59 1.47* 2.48 7.30 0.77 635.36 0.000 104.468 633.96 635.49 1.53** 2.58 7.02 0.77 636.26 0.000 0.000 n/a 1.50 1.15
22 24 16.90 634.06 635.64 1.58* 2.67 6.34 0.62 636.27 0.597 90.424 634.60 636.18 1.58 2.67 6.34 0.63 636.81 0.598 0.597 0.540 0.50 0.31
Project File: STORM A C D G.stm Number of lines: 118 Run Date: 1/15/2024
Notes:* depth assumed;**Critical depth.;j-Line contains hyd.jump ; c=cir e=ellip b=box
Storm Sewers v2023.00

Hydraulic Grade Line Computations Paget
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft)
23 24 16.67 634.70 636.49 1.79 2.97 5.61 0.49 636.98 0.479 64.291 635.09 636.75 1.66 2.79 5.97 0.55 637.31 0.530 0.505 0.324 0.50 0.28
24 24 16.51 635.19 637.03 1.84 3.02 5.46 0.46 637.49 0.462 54.590 635.52 637.24 1.72 2.88 5.74 0.51 637.75 0.492 0.477 0.261 0.50 0.26
25 24 16.41 635.62 637.50 1.88 3.06 5.36 0.45 637.94 0.455 110.595 636.28 637.94 1.66 2.79 5.89 0.54 638.48 0.515 0.485 0.536 1.38 0.74
26 24 16.22 636.38 638.68 2.00 3.14 5.16 0.41 639.10 0.515 25.998 636.54 638.82 2.00 3.14 5.16 0.41 639.23 0.514 0.514 0.134 0.57 0.24
27 24 16.02 636.64 639.05 2.00 3.14 5.10 0.40 639.46 0.502 50.441 636.94 639.31 2.00 3.14 5.10 0.40 639.71 0.502 0.502 0.253 1.09 0.44
28 24 15.71 637.04 639.75 2.00 3.14 5.00 0.39 640.14 0.482 22.000 637.17 639.85 2.00 3.14 5.00 0.39 640.24 0.482 0.482 0.106 1.66 0.65
29 24 13.00 637.52 640.50 2.00 3.14 4.14 0.27 640.77 0.331 101.982 639.05 640.77 1.72 2.88 4.51 0.32 641.09 0.305 0.318 0.324 1.50 0.48
30 18 9.41 639.15 641.25 1.50 1.77 5.33 0.44 641.69 0.804 38.597 639.53 641.56 1.50 1.77 5.33 0.44 642.00 0.803 0.804 0.310 0.50 0.22
31 18 8.43 639.79 641.78 1.50 1.42 4.77 0.35 642.13 0.549 87.409 641.10 642.22 j 1.12" 1.42 5.94 0.55 642.77 0.662 0.606 n/a 2.07 1.13
32 15 4.28 641.50 642.22 0.72 0.74 5.82 0.37 642.60 0.000 116.476 643.25 644.09 0.84** 0.87 4.90 0.37 644.46 0.000 0.000 n/a 1.55 n/a
33 15 2.23 643.35 644.09 0.74 0.58 2.96 0.23 644.32 0.000 59.354 648.10 648.70 j 0.60** 0.58 3.86 0.23 648.93 0.000 0.000 n/a 1.36 0.32
34 15 1.17 651.33 651.56 0.23* 0.16 7.46 0.16 651.72 0.000 110.000 656.83 657.26 0.42** 0.37 3.17 0.16 657.41 0.000 0.000 n/a 1.00 0.16
35 15 0.94 644.51 645.48 0.97 0.32 0.92 0.14 645.62 0.000 23.000 644.65 645.03 0.38" 0.32 2.98 0.14 645.17 0.000 0.000 n/a 1.00 n/a
36 15 0.51 643.44 644.09 0.65 0.20 0.79 0.10 644.19 0.000 171.197 645.58 645.86 j 0.28** 0.20 2.51 0.10 645.96 0.000 0.000 n/a 1.00 n/a
37 15 2.30 640.02 641.25 1.23 0.59 1.88 0.24 641.49 0.000 166.849 642.52 643.13 j 0.61** 0.59 3.90 0.24 643.36 0.000 0.000 n/a 1.50 n/a
38 15 0.89 642.62 643.13 0.51 0.30 1.91 0.13 643.26 0.000 23.000 642.76 643.13 0.37** 0.30 2.93 0.13 643.26 0.000 0.000 n/a 1.00 n/a
39 15 2.40 641.20 642.22 1.02 0.61 2.23 0.24 642.47 0.000 89.250 641.74 642.36 j 0.62" 0.61 3.96 0.24 642.60 0.000 0.000 n/a 1.10 0.27
40 15 1.31 641.94 642.36 0.42* 0.36 3.63 0.17 642.53 0.000 73.759 642.38 642.83 0.45** 0.40 3.28 0.17 643.00 0.000 0.000 n/a 1.00 n/a
41 15 3.17 637.27 640.50 1.25 1.23 2.59 0.10 640.60 0.242 50.309 637.57 640.62 1.25 1.23 2.59 0.10 640.73 0.242 0.242 0.122 1.14 0.12
42 15 2.61 637.67 640.74 1.25 1.23 2.12 0.07 640.81 0.163 22.000 637.89 640.78 1.25 1.23 2.12 0.07 640.85 0.163 0.163 0.036 1.50 0.11
43 15 2.14 637.99 640.88 1.25 0.56 1.75 0.05 640.93 0.110 91.942 641.02 641.60 j 0.58** 0.56 3.81 0.23 641.83 0.558 0.334 n/a 1.50 n/a
44 15 1.12 641.12 641.60 0.48 0.36 2.56 0.15 641.76 0.000 23.043 641.35 641.77 j 0.42** 0.36 3.13 0.15 641.92 0.000 0.000 n/a 1.00 n/a
Project File: STORM A C D G.stm Number of lines: 118 Run Date: 1/15/2024
Notes:* depth assumed;**Critical depth.;j-Line contains hyd.jump ; c=cir e=ellip b=box
Storm Sewers v2023.00

Hydraulic Grade Line Computations Page
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft)
45 15 5.59 630.79 631.31 0.52* 0.48 11.68 0.48 631.78 0.000 103.773 635.98 636.94 0.96" 1.01 5.55 0.48 637.42 0.000 0.000 n/a 0.50 0.24
46 15 4.52 636.08 636.94 0.86 0.90 5.04 0.39 637.33 0.000 112.362 639.44 640.30 0.86" 0.90 5.01 0.39 640.69 0.000 0.000 n/a 0.50 n/a
47 15 2.87 639.54 640.30 0.76 0.68 3.67 0.28 640.58 0.000 165.001 644.49 645.17 j 0.68** 0.68 4.21 0.28 645.44 0.000 0.000 n/a 1.00 0.28
48 15 0.99 639.52 640.48 0.96 0.33 0.98 0.14 640.62 0.000 23.000 639.66 640.05 0.39" 0.33 3.03 0.14 640.19 0.000 0.000 n/a 1.00 n/a
49 15 1.41 639.21 641.25 1.25 1.23 1.15 0.02 641.27 0.048 23.000 639.35 641.26 1.25 1.23 1.15 0.02 641.28 0.048 0.048 0.011 1.00 0.02
50 24 14.69 630.36 632.05 1.69 2.83 5.19 0.42 632.47 0.402 80.799 630.85 632.28 1.43 2.40 6.13 0.58 632.86 0.574 0.488 0.394 0.50 0.29
51 24 13.28 630.95 632.57 1.62 2.18 4.88 0.58 633.14 0.000 110.008 632.60 633.91 j 1.31** 2.18 6.09 0.58 634.49 0.000 0.000 n/a 1.50 n/a
52 18 6.99 632.70 633.91 1.21 1.28 4.58 0.46 634.37 0.000 55.001 633.80 634.82 j 1.02** 1.28 5.45 0.46 635.28 0.000 0.000 n/a 0.50 0.23
53 15 4.71 633.90 634.82 0.92 0.92 4.85 0.41 635.23 0.000 112.518 636.15 637.03 j 0.88" 0.92 5.11 0.41 637.43 0.000 0.000 n/a 1.50 0.61
54 15 2.82 637.03 637.58 0.55* 0.52 5.38 0.27 637.85 0.000 70.309 637.73 638.40 0.67** 0.67 4.18 0.27 638.67 0.000 0.000 n/a 1.00 n/a
55 15 3.85 633.05 633.91 0.86 0.82 4.27 0.34 634.25 0.000 71.727 636.63 637.42 j 0.79** 0.82 4.69 0.34 637.76 0.000 0.000 n/a 0.84 0.29
56 15 2.43 636.73 637.42 0.69 0.61 3.48 0.25 637.67 0.000 122.291 642.85 643.47 j 0.62** 0.61 3.97 0.25 643.72 0.000 0.000 n/a 1.00 n/a
57 15 1.08 636.25 637.03 0.78 0.35 1.34 0.15 637.18 0.000 42.465 638.37 638.78 j 0.41" 0.35 3.09 0.15 638.93 0.000 0.000 n/a 1.00 0.15
58 15 1.36 634.82 635.49 0.67 0.41 2.02 0.17 635.66 0.000 23.100 634.96 635.42 0.46** 0.41 3.31 0.17 635.59 0.000 0.000 n/a 1.00 n/a
59 15 1.25 632.14 632.57 0.43* 0.37 3.41 0.16 632.73 0.000 23.000 632.28 632.72 0.44** 0.39 3.24 0.16 632.88 0.000 0.000 n/a 1.00 n/a
60 30 26.91 625.00 628.75 2.50 4.91 5.48 0.47 629.22 0.367 29.054 625.39 628.86 2.50 4.91 5.48 0.47 629.32 0.367 0.367 0.107 1.00 0.47
61 30 12.98 626.48 629.32 2.50 4.91 2.64 0.11 629.43 0.085 52.040 626.79 629.37 2.50 4.91 2.64 0.11 629.48 0.085 0.085 0.044 0.72 0.08
62 30 11.76 626.89 629.45 2.50 4.91 2.40 0.09 629.54 0.070 130.253 627.67 629.50 1.83 3.84 3.06 0.15 629.64 0.090 0.080 0.104 1.50 0.22
63 30 11.63 627.77 629.71 1.94 2.19 2.84 0.44 630.15 0.000 91.496 628.32 629.46 1.14** 2.19 5.32 0.44 629.90 0.000 0.000 n/a 1.13 0.50
64 24 11.51 628.42 629.60 1.18* 1.93 5.97 0.51 630.11 0.000 49.497 628.72 629.94 1.22** 2.00 5.75 0.51 630.45 0.000 0.000 n/a 1.13 n/a
65 24 10.33 628.82 629.94 1.12 1.80 5.72 0.47 630.41 0.000 23.000 628.96 630.11 1.15** 1.87 5.53 0.47 630.58 0.000 0.000 n/a 1.50 n/a
66 24 9.24 629.06 630.11 1.05 1.67 5.53 0.44 630.55 0.000 108.463 629.71 630.79 1.08** 1.74 5.31 0.44 631.23 0.000 0.000 n/a 0.50 0.22
Project File: STORM A C D G.stm Number of lines: 118 Run Date: 1/15/2024
Notes:* depth assumed;**Critical depth.;j-Line contains hyd.jump ; c=cir e=ellip b=box
Storm Sewers v2023.00

Hydraulic Grade Line Computations Page
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft)
67 24 8.97 629.81 630.83 1.02* 1.61 5.58 0.43 631.26 0.000 111.429 630.47 631.54 1.07" 1.71 5.26 0.43 631.97 0.000 0.000 n/a 2.25 n/a
68 18 7.01 630.57 631.64 1.07* 1.35 5.19 0.42 632.06 0.603 134.268 631.38 632.45 1.07 1.35 5.19 0.42 632.87 0.602 0.603 0.809 1.50 0.63
69 18 5.19 631.48 633.08 1.50 1.77 2.94 0.13 633.21 0.244 116.037 632.18 633.32 1.14 1.44 3.61 0.20 633.52 0.286 0.265 0.308 0.50 0.10
70 15 3.70 632.28 633.42 1.14 0.80 3.15 0.33 633.75 0.000 110.000 633.38 634.16 j 0.78" 0.80 4.62 0.33 634.49 0.000 0.000 n/a 0.50 n/a
71 15 2.34 633.48 634.16 0.68 0.60 3.45 0.24 634.40 0.000 110.000 634.85 635.46 j 0.61** 0.60 3.93 0.24 635.70 0.000 0.000 n/a 0.50 0.12
72 15 0.94 634.85 635.46 0.61 0.32 1.58 0.14 635.60 0.000 110.000 635.51 635.89 j 0.38** 0.32 2.98 0.14 636.03 0.000 0.000 n/a 1.00 n/a
73 30 14.36 625.49 629.32 2.50 4.91 2.93 0.13 629.46 0.105 44.583 625.76 629.37 2.50 4.91 2.93 0.13 629.50 0.105 0.105 0.047 0.67 0.09
74 30 13.75 625.86 629.46 2.50 4.91 2.80 0.12 629.58 0.096 103.125 626.47 629.56 2.50 4.91 2.80 0.12 629.68 0.096 0.096 0.099 0.81 0.10
75 24 12.77 626.57 629.66 2.00 3.14 4.07 0.26 629.91 0.272 134.591627.38 630.02 2.00 3.14 4.07 0.26 630.28 0.272 0.272 0.366 0.15 0.04
76 24 11.92 627.48 630.06 2.00 3.14 3.79 0.22 630.29 0.237 109.599 628.14 630.32 2.00 3.14 3.79 0.22 630.54 0.236 0.237 0.259 0.49 0.11
77 24 11.98 628.24 630.43 2.00 3.14 3.81 0.23 630.66 0.239 38.431 628.47 630.52 2.00 3.14 3.81 0.23 630.75 0.239 0.239 0.092 1.40 0.32
78 24 11.99 628.57 630.84 2.00 3.14 3.82 0.23 631.07 0.240 72.827 629.01 631.01 2.00 3.14 3.82 0.23 631.24 0.236 0.238 0.173 0.99 0.22
79 24 8.48 629.11 631.23 2.00 3.14 2.70 0.11 631.35 0.141 54.203 629.43 631.30 1.87 3.05 2.78 0.12 631.42 0.121 0.131 0.071 0.50 0.06
80 24 7.78 629.53 631.36 1.83 1.55 2.58 0.39 631.75 0.000 45.535 629.81 630.80 0.99** 1.55 5.01 0.39 631.19 0.000 0.000 n/a 1.11 0.43
81 24 7.48 629.91 630.82 0.91* 1.40 5.35 0.38 631.20 0.000 138.575 630.74 631.71 0.97** 1.51 4.94 0.38 632.09 0.000 0.000 n/a 1.50 0.57
82 18 6.99 630.84 631.92 1.08* 1.36 5.14 0.41 632.33 0.591 79.563 631.31 632.39 1.08 1.36 5.14 0.41 632.80 0.591 0.591 0.470 0.50 0.21
83 18 6.19 631.41 632.59 1.18 1.19 4.14 0.27 632.86 0.374 86.429 631.93 632.89 j 0.96** 1.20 5.16 0.41 633.31 0.627 0.500 0.432 0.50 0.21
84 18 5.44 632.03 633.10 1.07 1.10 4.03 0.38 633.48 0.000 78.219 632.50 633.40 0.90** 1.10 4.92 0.38 633.78 0.000 0.000 n/a 0.50 n/a
85 15 3.44 632.60 633.40 0.80 0.77 4.15 0.27 633.67 0.521 129.926 633.38 634.13 0.75** 0.77 4.47 0.31 634.44 0.627 0.574 0.746 0.50 0.16
86 15 2.58 633.48 634.29 0.81 0.64 3.09 0.26 634.54 0.000 117.282 634.19 634.83 j 0.64** 0.64 4.06 0.26 635.09 0.000 0.000 n/a 0.60 0.15
87 15 1.21 634.39 634.83 0.44 0.38 3.10 0.16 634.99 0.000 133.905 635.19 635.62 j 0.43** 0.38 3.20 0.16 635.78 0.000 0.000 n/a 1.00 0.16
88 15 1.25 631.51 631.94 0.43* 0.37 3.41 0.16 632.10 0.000 23.000 631.65 632.09 0.44** 0.39 3.24 0.16 632.25 0.000 0.000 n/a 1.00 n/a
Project File: STORM A C D G.stm Number of lines: 118 Run Date: 1/15/2024
Notes:* depth assumed;**Critical depth.;j-Line contains hyd.jump ; c=cir e=ellip b=box
Storm Sewers v2023.00

Hydraulic Grade Line Computations Pages
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft)
89 15 4.47 629.71 631.23 1.25 1.23 3.65 0.21 631.44 0.480 64.983 630.10 631.55 1.25 1.23 3.65 0.21 631.75 0.480 0.480 0.312 1.50 0.31
90 15 3.88 630.20 631.86 1.25 1.23 3.16 0.16 632.01 0.361 118.209 630.91 632.28 1.25 1.23 3.16 0.16 632.44 0.360 0.360 0.426 1.47 0.23
91 15 1.93 631.01 632.51 1.25 1.23 1.58 0.04 632.55 0.090 23.778 631.15 632.53 1.25 1.23 1.58 0.04 632.57 0.090 0.090 0.021 1.00 0.04
92 24 7.25 624.99 628.75 2.00 3.14 2.31 0.08 628.83 0.088 50.495 625.04 628.79 2.00 3.14 2.31 0.08 628.88 0.088 0.088 0.044 0.68 0.06
93 24 7.55 625.14 628.85 2.00 3.14 2.40 0.09 628.94 0.095 154.179 625.57 629.00 2.00 3.14 2.40 0.09 629.09 0.095 0.095 0.147 2.12 0.19
94 15 3.41 625.67 629.19 1.25 1.23 2.78 0.12 629.31 0.238 31.749 627.26 629.26 1.25 1.23 2.78 0.12 629.38 0.238 0.238 0.075 0.62 0.07
95 15 1.57 627.36 629.34 1.25 1.23 1.28 0.03 629.36 0.059 121.539 628.57 629.41 0.84 0.87 1.80 0.05 629.46 0.095 0.077 0.094 1.39 0.07
96 15 0.99 628.67 629.48 0.81 0.33 1.19 0.14 629.62 0.000 26.420 628.83 629.22 0.39" 0.33 3.03 0.14 629.36 0.000 0.000 n/a 1.00 n/a
97 15 3.95 625.96 629.19 1.25 1.23 3.22 0.16 629.35 0.318 175.057 627.71 629.75 1.25 1.23 3.22 0.16 629.91 0.318 0.318 0.557 1.50 0.24
98 15 2.84 627.81 629.99 1.25 1.23 2.32 0.08 630.07 0.165 114.019 628.50 630.17 1.25 1.23 2.31 0.08 630.26 0.165 0.165 0.188 0.50 0.04
99 15 1.93 628.60 630.22 1.25 1.23 1.57 0.04 630.25 0.076 111.120 629.26 630.29 1.03 1.08 1.78 0.05 630.34 0.075 0.076 0.084 1.00 0.05
100 36 20.70 622.50 626.25 3.00 7.07 2.93 0.13 626.38 0.082 32.299 622.63 626.28 3.00 7.07 2.93 0.13 626.41 0.082 0.082 0.027 1.49 0.20
101 30 17.51 622.73 626.48 2.50 4.91 3.57 0.20 626.67 0.155 102.932 623.04 626.64 2.50 4.91 3.57 0.20 626.83 0.155 0.155 0.160 0.75 0.15
102 30 17.89 623.14 626.78 2.50 4.91 3.65 0.21 626.99 0.162 147.342 624.02 627.02 2.50 4.91 3.65 0.21 627.23 0.162 0.162 0.239 1.50 0.31
103 30 16.01 624.20 627.33 2.50 4.91 3.26 0.17 627.50 0.152 72.594 624.64 627.44 2.50 4.91 3.26 0.17 627.61 0.152 0.152 0.111 1.50 0.25
104 24 14.80 624.74 627.69 2.00 3.14 4.71 0.35 628.04 0.429 23.000 624.97 627.79 2.00 3.14 4.71 0.35 628.13 0.428 0.428 0.099 0.50 0.17
105 24 13.62 625.07 627.96 2.00 2.21 4.34 0.29 628.25 0.363 86.537 626.80 628.13 j 1.33" 2.22 6.13 0.58 628.72 0.591 0.477 0.413 0.50 0.29
106 24 12.33 626.90 628.42 1.52 2.09 4.80 0.54 628.97 0.000 165.000 629.04 630.30 j 1.26** 2.09 5.91 0.54 630.84 0.000 0.000 n/a 0.50 0.27
107 24 11.19 629.18 630.30 1.12 1.81 6.18 0.50 630.81 0.000 208.320 631.26 632.46 1.20** 1.97 5.69 0.50 632.96 0.000 0.000 n/a 0.50 0.25
108 24 10.73 631.41 632.49 1.08* 1.73 6.21 0.49 632.98 0.000 71.930 631.84 633.01 1.17** 1.91 5.60 0.49 633.50 0.000 0.000 n/a 0.50 n/a
109 24 9.66 631.94 633.01 1.07 1.72 5.63 0.45 633.46 0.000 143.370 632.80 633.91 1.11" 1.79 5.39 0.45 634.36 0.000 0.000 n/a 0.50 0.23
110 24 8.65 632.90 633.91 1.01 1.59 5.43 0.42 634.33 0.000 142.696 633.75 634.80 1.05" 1.67 5.19 0.42 635.22 0.000 0.000 n/a 0.50 0.21
Project File: STORM A C D G.stm Number of lines: 118 Run Date: 1/15/2024
Notes:* depth assumed;**Critical depth.;j-Line contains hyd.jump ; c=cir e=ellip b=box
Storm Sewers v2023.00

Hydraulic Grade Line Computations Page
Line Size Q Downstream Len Upstream Check JL Minor
coeff loss
Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy
elev elev head elev elev elev head elev Sf loss
(in) (cfs) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) (%) (%) (ft) (K) (ft)
111 24 8.34 633.85 634.82 0.97* 1.51 5.52 0.41 635.23 0.000 100.826 634.46 635.49 1.03" 1.63 5.13 0.41 635.90 0.000 0.000 n/a 0.50 n/a
112 18 6.73 634.56 635.59 1.03* 1.30 5.17 0.42 636.01 0.609 23.000 634.70 635.73 1.03 1.30 5.18 0.42 636.15 0.609 0.609 0.140 0.50 0.21
113 18 4.44 634.80 635.94 1.14 0.97 3.07 0.33 636.27 0.000 44.477 635.06 635.87 0.81** 0.97 4.58 0.33 636.19 0.000 0.000 n/a 0.98 n/a
114 15 3.10 636.17 636.57 0.40* 0.34 9.16 0.29 636.86 0.000 103.494 640.31 641.02 0.71" 0.72 4.32 0.29 641.31 0.000 0.000 n/a 0.50 0.15
115 15 1.99 640.41 641.02 0.61 0.53 3.36 0.22 641.23 0.000 104.747 642.50 643.06 j 0.56** 0.53 3.73 0.22 643.28 0.000 0.000 n/a 1.00 n/a
116 18 1.54 635.16 635.87 0.71 0.47 1.88 0.17 636.04 0.000 36.118 635.38 635.85 j 0.47" 0.47 3.30 0.17 636.01 0.000 0.000 n/a 1.00 0.17
117 15 1.29 624.67 627.33 1.25 1.23 1.05 0.02 627.35 0.040 23.000 624.80 627.34 1.25 1.23 1.05 0.02 627.36 0.040 0.040 0.009 1.00 0.02
118 18 1.91 623.28 626.48 1.50 1.77 1.08 0.02 626.49 0.033 91.569 625.57 626.50 0.93 1.15 1.67 0.04 626.54 0.067 0.050 0.046 1.00 0.04
Project File: STORM A C D G.stm Number of lines: 118 Run Date: 1/15/2024
Notes:* depth assumed;**Critical depth.;j-Line contains hyd.jump ; c=cir e=ellip b=box
Storm Sewers v2023.00

Appendices
RIPRAP Al
3 . , . Ill 1 1,!:
I l I .�I.
Outlet W = Do + La 90 `m II I '•
III
pipe I. IIIIIHui IIIII 1
iniiii l Iinn� i, II
diameter (Do) 80 i - 1. - 11111iii`i=ii I•:n!'sitil�l
La —'I I I +. IDu111111 ., r,!11;tni
uunllull df,!arn�uln
T ilwa___ < 0.5D0 - -,..- - --- --._ _. 1 ' 111111111 N11P!11'!11' 1
I — _ _-- I 1111111 'Iaiill M' S.41
��1 7C IIII 4, A/lViel11' ' 11
a\ I 4:w u1' a
' _ 1 •,i71:0 Ii I' 11
• ili;lra!d1 , .a 11
P 60 1 _ !III iii
'. _ _ 1 •r:vsnn r.o5 'I •v1111,
o /.4111!,P1 r1 .1 • 11■11
�� tr 1 Mil
-H- pl• 7 WIN! •. . , 1111■11
egg ---H— y r i:ua1 s uu1■l
� ',1 roi, • nnu■1�
J 5 I 6 •// roil/1111111111■11
\(�` _ 1 �� / 1M/11111111111111 11
0\t` —_ II I -I__`O a a 4I� I!IIII,1111111111111111111111
h 3• 74i eulduul uul uun■n
� i� munun�uu Inuu�s,
111111111111111 111!41/
40 -+ --- I ii►5.���■1�uuuullu DA.,,wra 4
111111111 '� A1111/111
f 7 - . .a' n11111111 v A111'A1111711
- _--_ mm1111 1111111N11IIJir,
-,% I �� 11111I111111/4 1IIiIP!,d■11
�.NI
' "�� !I- llilal=s�::,�iiu'1■u i:� h`iail 1 Pihihirin•m IuJlrl1 3
�•��'n ---d N.iIiiu
" • IIIIIIV::11'11��'ti�"ir
20 ft. ^ ■1�■■■ 2 .Iw , ffill _ iu":,dur °r`'r
.111'113, .eveii
....:imimiminum 7--- -t!t MI / d"'d11,10i11i4 AI
0 ��� I IIII:11111,11111�:11! 11 2 II N
=�E _-- —� �I��, �ViII111i11,1111t�11 Q
�'/.i11111a40:..� II■11
-: - _Ell I — / �tll;111!,1A.IL1111 IIII■11
i r _ , 111,::;,4:1111111111111■11 _
.� �i�d�111:111111/41111111111111■11
I — V= ' i—il 4/'Iu1:d11■11111IIIIIlhh1■11 ' —
} 1pito-or /•,---- �Ii1111111111u1111111111111■l/ E
�� —.--- il-• �' ii ulunll ■uunmu ■I1 0
---- ; .5(3 • %� l l'I 1 1 uul1u ■■ 1
I v=ts _,40 1l1 1m n■u
v=10 d. �—
_ umam■n■11uua1■I lli 0.6 ft.
.,1 I I10
3 5 10 20 47.30 cfs 50 100 200 500 1000
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 V . Ill 11,':
lI I :�I'.
Outlet W = Do + La 90 'm iin 1 �il
I, liii 11111 1
pipe
.1 ' - ;nuluul�l '/
I uulul
diameter (Do) i 80 •• : 1. . -' uuunil=i I % ly".
111111111111 • l,Ain
La —s1 I -f- . -- ,. AMR ff;i
■uuuu /f,!d! Mu/
T ilwater < 0.5Do ._ _. I-_ -_ IVII11 iii , Nrrlrr'
<�l 7C III ,, All'API11'
\� ISIII;11'ffli
��a , +� ';i41:0/Ii 1' '
p'c - - - -- - I- , ,'id'dl►,1:11' . !III
rs 60 1 - ': - • 'IA;llll,ljoi 'I •111�
o • /.III!ill rl ,1 • II
�� it ` 1 11 �+1, 7 r!IPiI •. . , IIII■1
egg _ y �rI i2ll'n s uw■
I- - - '/ i; Illi� 111111■1
,\�V 54.-; I 6 '// Aril 11111111111■■
', NI/11111111111111 1
\� I -'%�j I14' IIII 111111111111111111�
/M % /llillnll 1u uuu■I
t
-� l 3° �� r IIIIIIII■111111 iiII1.,,
—f P 11111111111111 lr!;d'il
40 + Nip.
1 _ ar I.%ri�lllllll■11 f>A.,,IIIA 4
- F %. ����•►E Iulu ', ,u,uuruI . �/A inigy am J Aiuenu7l�UF uL /11111111 111411SIIIII.te,
�n �4 I / I NI 11111111111r111LIKIIIII
�. - MAMI
:' _ - 1. 0 ��a I ■Illlll U11P:;A11111 e
-••I;% ■ ,n I,uugym/
IIII I �� }d - •-,. il_ ■ ,IIIIII1S1'aufill'I■tA
20 I�Iulr�� 1 MI� 1.5 i:/01 l ■ I Illiil�uar:Ap ulJira
numenammu
_ pi:i!,Inur ,p-
13 ft. 1■1�111111__ _'unammi � � _ ,I�j l��" RiJli ii,
10 I■IMIlu1M��l
I r _ Elli, I ■ '� %S .';kw 111101', '•'
1■Ia'ailr III
I 1�•'III'lll'
1■11■1m l _ -� ■I MINIM I/ .A1111!;111/11:I1i111i ' N
0 1■1�■IIII�r� I r' III;IIIII,IIIiI�!ll! •• 1 2
111IIIIIr
111:11111=1 4� 1'�F� ��riII111A1A1;111i� CD
1111■■IIII _1 /'/ Iv q;"A:11:11.: IIII/
Hamm - _ ��� /,/-411V;1Iri11!11G11111 III■1
111M■IIIISIM '/ -'1Ri11;111151ri1111111111t111■■ _
III�■IIII 1 T } V= Al �iLil /i111Sd11111111111111II11■I
1 I ■III — I(< .!
I•Ir■ui — I II-Olt.; ..�- P �•r—�—ire�IWlilulnuuIliIIIlII CC
11muIIII v! V ` 110 �f �111.50 �"� iiiiiiiiHIMIIIiiiiiii iin1 o
w mum v .r i
mow
- -- - .,c3 - �n pp- uu I 1 I limp■1 1 -
I- v=15- - �- IIf I 1fII��IIIiiII■.
lau Ii ! wllr IllII I al_'
v=10 d.
11 ��..III�i■i �p�Il�pp I■■1ryryl 0.4 ft.
v 5 �—� i' ,1111® NIII
l J 1 ' 1 : .. I.
I � I ; :1;1.
3 0.41 cfs5 10 20 50 100 200 500 1000
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
3 . , . 111 I l!'.
I l l' I .1I.
Outlet W = Do + La 90� `iiil iin I '• III
j, 1111111111 1
pipe ulluul't !!
I nm1u1 t i' If 1
diameter (Do) i 80 ' 4. uu111 �1I� I . ,,i '
IIIIIIIIIIIII • A„Itii'I
La —� I I Illu111111 ., fi;,11'"n
uunlluu ‘f,!arnPul'
T ilii___ < 0.5Do - _,..- - --- --._ _. I-_ '-- 111111111 „irrnlr r
��1 7C IIII , ild'il!111'iiiiiii ' 1
a\ _- 14arlsn Ir a
��. j- I ill.liliI' 1
P 60 , — '. _ _ 'I4II llll�lil'4 �1 OHM
O111 /.1111!in rl 4.1 ' 1111
�� tr 1 �, �� _Ti p l• r I,!?1, •. . , IIII■
egg _- r__ y r 4g1I' i 11111■
� ',1 Ilil • 111111■
v 5 I - 6 •� roil auuum■
\'. Q-.-+-- - 1 _-. ,, / Ir1i1111111111111I1
�� I '% Ld' I!IIIllllllllllllllllll�
`n —_ _----f .r ell�unnt■o1 u ■ .
\v` --�- = I - _��30 ��� � Illllnlnulluu inllll..,
41 x 1. itiiii1111111I1 IU!;/I 4
}- I _ ,��/%ri�llllllllllll DA.,,III�1
F 111111111 dllll111
I11I11111 If4l111NII11,►ir
�n � - �, i �1� � nun nuuruu,ur!al■I I
_I — _i-_1 -i �t `� 'i1 - �►�Ii 11111111 Ir111JIIIIPl�il
ill
I 1d i%' il_ i 11r111,J:ufiIIIII I
20 rmm■ 1 1.5 is0! I id i rniilium•,nv lueirl
��11 2. -. • irr/' ' MI
-- --- — IIIIIIiinv ■! ti"4r310 �� � � �� - -= u4041_0 '0' 1'1. 1iTc7d.'0.
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E __ . .,_ —
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i % 1r,lV;drit!11I111111 III■
--- l0,rA14•diai -
/ .:/%ill IIIISIri111111I111I III■
111
1 — V= --il /'dll!dllllllllllllllllll■
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8aa
il- , ii munuuuuuum■ o
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• IIIIIIIIIIIIII 1111111111■
1C3 ilk► % It1I1■ IIIIII 1 1 1 1 iii om 1
loll; _.
"ia-0 ;I , 0.50 ft.
®� •1 iC 0
3 5 10 20 50 100 200 500 1000
26.91 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 . , . I It l i,':
,Y. 1 1 1 1 V II'.
Outlet W = Do + La 90. 'm imU I '' iii
I. i mum 1
pipe
;nuluul'1
diameter (Do) i, iiiiiiri�i= I
li„
La —'i 111111111111 A„OIi'
80_I f-_ '- -- ' -- iiiiiiI •�:1f� i�i 1r
T ilwa__ < 0.5Do - 4..- - --- --`_ ' Iu11 L rrr n'1r
i--- ---- - --- I- IIIIII '1SIii11�Ai' �'
��1 7C III * All'AP.f111' • 1
pc\ —_� - _ ,'•rilllO�r111 .a Ill
t 11
P 60 I — - -;_ - •rdinIP;/An 'I •vn11
o ' /./II!III'/r1 .1 • 11I1
it 0 Ni :Ti ph. 7 1!IPiI •. . , Illllr
�'gC\g Mil" - _ - — + y r /71PA i IIIIIII
''!?_-__1
II r11i I. MUM
��r /OA 111111111
—1 ■ 6 •//� 1111
•
\\\s1 ,� ',r / IIIlllllllllllllllll
�� _I ,zi '% I., rlini'11111111111111111111
40 —F _I ' I�'Weller 1111111111II IIV;!O
+- siiiiii[,___.1___ _ ate/ /AYrs�luuUU1 0.,,I➢I/I 4
..nap_ /1111111 '� .11d1111'II
# ...' .'d■■•� AI /11111111 J dill'IIIii II
• i■ 11111111I III1111NIIIIJ.i1,
�n % � I _►d■' AMMO 111IIIIII11r1111iIr!;d111
N. I 0 1"■■11i IIIIIII Illlr:idlIll1[I�
III I + " 1�1 �`! �■W■` M.AJII11,111 1
..o� ■■■ 111 1.1111.iirIIIL
1111111 1 N1 fd '--i%'' /I- ■■■ .111111�'11u11111111
20 IIIIIII NN I NNE 15 /-:/ 1 l ■■■ gliililrlp';1111 IIIJII/,I
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IIIIIII NN /_� oI UJ 1 1 �� I
13 ft. _=umu min r' i�1 NI _ — ,-,1'1 1', 4601; �'
li) N■IIIIIII N/'aI/�1 r
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N■IIIIIII I/ I mwAF;m11i11SiR1111 .d1 u)
N■IIIIIII�� i?i�'�� b '/11111yl!li 111 Q N■um _1 / 1v.;;;A.11.11.: IIIIII
■■■mini■� - ■ - � �_: w"� 4uri11r11!auuw uurcz
I■N 1111111�� ',i 10L�11711115nllnnn111111n1 .
nluu N I T , v%25' i �iNir i.m:rn■nnnnnnool
11IIII — - ,l ity ,, / .Jr/t/I�111111Ir1111111111111111111 CC
�IIIIIII�� �__ __ - v- 2p "`` r/'�i ��AI�i�► FIiiiiiiiiuniiiii i i
■um1 �- .r Lo
-- III - - - - .'-- - - \-(j �I/1 /�,5�r NN uu 1 1 I IIII I 1 0
,I 'v_ts 111 Im nu
i.iiiiiiipo
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v = 5 �� l . 0.40ft.
• i . -!I' 1 •' ' • 1 ' 0
3 5 10 20 50 100 200 500 1000
7.25 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 El
3 0 .. ,.:1 111 l ll�:
Outlet W = Do + La 90 ' 'in II lull I ' in i1
'I, oiling 1 I
Pipe ' I indium! i * Ij
diameter (Do) I ® uuun�l= I . 1y�
La —'i i. nnuonn M'I
T iliii__ < 0.5Do _,. -._ _. I. rulun , NPlrn' r
ill, )C III * d11d'ii!111'
\� IL111!11'P
' iiiii
"/
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O //./II!iP/11 .1 • II■�C C\ 0 _ - h. 7/111 Ills •. . , uuu_
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J, I l —_ 6 •�1 • Mil/1111111111�
a ►1ifi
- `h- -INA I
I p a a �� 41111411111111111111111
AP' minimum
�41111111111111 1U!; 4
40 . +- I — i=►5.���E�_rnonlnl „Ili.;
A.,,1u
_ =MII11111 dLd111
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• 1 �I/i ��Ir�llllll 111W ellllli
20 nomm� _mimmilmommoommi , 1.5 -+d_.,;% liNiii
� 1- �■� rdiiiiiiiii�=ii�iii;i°� ' 3
— •
_ 1 1P'r 11111' *.;11, 1
io -s111�r0N" ► r
I /ram'/!. P "'n,
9 ft. Asa rrNIIIII .t M� pert,:'• 'ilr, �.
/ ' .i111i!d11i115 P;III
0 =:=M� - I :.mIN! �l11:111l/WallP11! •l 2 .-
—�_� Ell _� �I� IIP81111.I4 I 1 Q
—� _' ' I"- L11ili!III/ta:. llrill l
mu NM �� i air'iw 1V;111�1!11f11111111IME cz
r- I /!I /,:/..rd,.1111511i11UlI11IiIII Q
l 11 = ��►i/ /�Ill:dllllll�llllllll
�w - } II -Olt, ..01W.�/ ��r/i1I IN1111111111111�11111I111
i �• ice. UIIIII11111111■11111II11 0
�C� -- 20. r/ ,/j/� !<I ��1111111N1�1111II11 in
.r nmlu°n1 nutuu
_ .,yam . j1� �%� �l 1111 i I Iii1 11111 1 1 a
n u. .i. t I w1 II "s i
v= 5 /�! I�III1��I1Il1
1 . 1 i 1, , 1, . •I,,' • 'II •;it I,' 0 .30 ft.
0
•
3 5 5.98 cfs 10 20 50 100 200 500 1000
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 G1
3 0 . , 1 lit 1 1,�:
I l 1 .�I.
Outlet W Do + La 90 • `r m I ' �I:
pipe I. 1111111111 I
nmu1111 1� 11
diameter (Do) 80 1. iiiiiiiiiiiminiuiii I•:n%itiirl
La —'I I I 1111111/1/1 ., IPSo;tni
, _ uun111111 ‘1,!d!NI0A1
T i l ii__ < 0.5D0 - -,..- - --- . i- ' 111111111 N 1PWii' 1
I — _ _-- i_ liii i 'daiillliiii %Ili
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a\` -- I 4:�u ifu' a
1111511 , .d iiii
P 60 I - '. _ _ 'r4II IlIP�15115 •1 OHM
/.illl!iP111 .1 II■11
�`V �r ` 1 —, E1 :Tt ah. r u!Illa •. . , lu1■■
egg _- r y r anvil 5 uul■I
� ',i roi,I. nn1■11
J 5 I 6 '// Aril/1111111111■11
\(t` Q_ _ _- _ 1 -PA / 1111111111111111111 11
�`�` —_. I I o �, r� I!Ii iplllnuIIIIII11
h - .� � IIIIIh111111tmu11u ■•
n
IIIIIIIIIIIIIIIIII IIIIIIii
111111111111111 111!;/ii
•
40 ` -+ ----�- - I - ii►5.���■1_uuuulm or.,,m■a 4
IllF 5_ lluulu '-, .u,uurul
4 ..��'� luluilu J Aiuenu711
I11111111 1lllllli11111M r,
N.
�,% I �� 111111111111r1111AKI1■I/
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I �� }d '--!I Mil !1_ ,111111�So:iuIll urd
20 r�NN 1 _ /-:/�1 t 1 r11i1111rin�;nv 1u�1I,11
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r �Iiuvi11r�1!auuw m■u
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_ I tr u11uu1u■I Inluull■■
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. _ _ �" %m IIIII I I 1 11111tIIII■I1 1
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1 . t ti 1. i/� '' —.."'" - �IimmioM i 0.6 ft.
v _ s 111PN' • • it 1,
1''l III 0
3 5 10 20 20.70 cfs 50 100 200 500 1000
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

CULVERT 1 - 78" RCP
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DIAMETER (Ft.)
Figure 8.06c
LENGTH OF APRON
Z TO PROTECT TO PREVENT SCOUR
O APRON MATERIAL CULVERT HOLE USE L2ALWAYS
N L2
L1
1 STONE FILLING(FINE) CL.A 3 X Da 4 x Do
2 STONE FILLING(LIGHT) CL.B 3 X Do 6 x Do
3 STONE FILLING(MEDIUM) CL. 1 4 X Da 8 x Do
4 STONE FILLING(HEAVY) CL. 1 4 X Da 8 x Do
5 STONE FILLING(HEAVY) CL.2 5 X Do 10 x Do
6 STONE FILLING(HEAVY) CL.2 6 X Do 10 x Do
7 SPECIAL STUDY REQUIRED(ENERGY DISSIPATORS,STILLING
— BASIN OR LARGER SIZE STONE).
Figure 8.06d
Diameter Manning's Min.thickness
(inches) "n" of lining (inches)
Fine 3 0.031 9 12
Light 6 0.035 12 18
Medium 13 0.040 18 24
Heavy 23 0.044 30 36
(Channels) (Dissapators)

WATER QUALITY

Hydrologic Soil Group—Union County,North Carolina
(Courtyards on the Greenway-Soils)
L.
534400 5345W 534600 5347W 534800 5349W 5350W
35°8'30"N \ : §._1 35°8'30"N
4 \\BiB i‘twis.N\., , ,2,,, ''' \ r - i por , V.. ,
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35°8'0"N d ' _ I ;.4/J� ` .'1 35°8'0"N
534400 534500 534600 534700 534800 534900 535000
P.,- r
m Map Scale:1:4,570 if printed on A portrait(8.5"x 11")sheet.
Meters
$ N 0 50 100 200 300 $
Feet
A
0 Z00 400 800 1200
Map projection:Web Mercator Comer coordinates:WGS84 Edge tics:UTM Zone 17N WGS84
USDA Natural Resources Web Soil Survey 1/15/2024
Conservation Service National Cooperative Soil Survey Page 1 of 4

Hydrologic Soil Group—Union County,North Carolina
(Courtyards on the Greenway-Soils)
MAP LEGEND MAP INFORMATION
Area of Interest(AOI) p c The soil surveys that comprise your AOI were mapped at
Area of Interest(AOI) 1:24,000.
0 CID
Soils • D Warning:Soil Map may not be valid at this scale.
Soil Rating Polygons
0 A p Not rated or not available Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
n A/D Water Features line placement.The maps do not show the small areas of
Streams and Canals contrasting soils that could have been shown at a more detailed
n B scale.
Transportation
Q B/D
r4-1. Rails Please rely on the bar scale on each map sheet for map
n C measurements.
ti Interstate Highways
n CID US Routes Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
0 D Major Roads Coordinate System: Web Mercator(EPSG:3857)
n Not rated or not available Local Roads
Maps from the Web Soil Survey are based on the Web Mercator
Soil Rating Lines Background projection,which preserves direction and shape but distorts
• • A distance and area.A projection that preserves area,such as the
1111 Aerial Photography Albers equal-area conic projection,should be used if more
• • A/D accurate calculations of distance or area are required.
^r B This product is generated from the USDA-NRCS certified data as
.v B/D of the version date(s)listed below.
• r C Soil Survey Area: Union County, North Carolina
Survey Area Data: Version 24,Sep 13,2023
• • CID
Soil map units are labeled(as space allows)for map scales
• • D 1:50,000 or larger.
• w Not rated or not available Date(s)aerial images were photographed: Mar 13,2022—May
Soil Rating Points 9,2022
p A The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
O A/D imagery displayed on these maps.As a result,some minor
• B shifting of map unit boundaries may be evident.
• B/D
USDA Natural Resources Web Soil Survey 1/15/2024
Conservation Service National Cooperative Soil Survey Page 2 of 4

Hydrologic Soil Group—Union County, North Carolina Courtyards on the Greenway-Soils
Hydrologic Soil Group
Map unit symbol Map unit name Rating Acres in AOI Percent of AOI
BaB Badin channery silt C 28.5 58.1%
loam,2 to 8 percent
slopes
CmB Cid channery silt loam, 1 D 5.7 11.6%
to 5 percent slopes
ScA Secrest-Cid complex,0 C 14.1 28.7%
to 3 percent slopes
TaB Tarrus gravelly silt loam, B 0.8 1.6%
2 to 8 percent slopes
Totals for Area of Interest 49.1 100.0%
USDA Natural Resources Web Soil Survey 1/15/2024
1111-1. Conservation Service National Cooperative Soil Survey Page 3 of 4

Hydrologic Soil Group—Union County, North Carolina Courtyards on the Greenway-Soils
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are
assigned to one of four groups according to the rate of water infiltration when the
soils are not protected by vegetation, are thoroughly wet, and receive
precipitation from long-duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and
three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential)when
thoroughly wet. These consist mainly of deep, well drained to excessively
drained sands or gravelly sands. These soils have a high rate of water
transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These
consist chiefly of moderately deep or deep, moderately well drained or well
drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist
chiefly of soils having a layer that impedes the downward movement of water or
soils of moderately fine texture or fine texture. These soils have a slow rate of
water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential)when
thoroughly wet. These consist chiefly of clays that have a high shrink-swell
potential, soils that have a high water table, soils that have a claypan or clay
layer at or near the surface, and soils that are shallow over nearly impervious
material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is
for drained areas and the second is for undrained areas. Only the soils that in
their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff.None Specified
Tie-break Rule: Higher
USDA Natural Resources Web Soil Survey 1/15/2024
Conservation Service National Cooperative Soil Survey Page 4 of 4

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NCDEQ-Wetpond(Pond#1)
Courtyards On The Greenway •
40.
TIMMONS JOB NO.: 60099 TIMMONS GROUP
DATE: 1/15/2024 BY: KAC YOUR VISION ACHIEVED THROUGH OURS.
REVISED: - RVW: AWA
NCDEQ BMP Design Manual(11-23-2020)
https://deq.nc.gov/media/17537/download
MAIN POOL SURFACE AREA AND AVERAGE DEPTH (MDC 1 & 2)
Percentage Table: Piedmont/Mountains (Table 1 MDC 1)
Total Drainage Area to Pond= 21.8 Acres
Post-Developed Impervious Area*= 11.42 Acres,or 52.4%
Average pool depth= 5.1 ft
Designed permanent pool elevation= 622.5
Designed permanent pool depth= 6.5
Designed bottom elevation= 616.0
*See Impervious Assumptions below storage-elevation tables.
Average Depth of Permanent Pool:
Option 1: day=Vperm pool/Aperm pool (Equation 2,MDC 2)
Option 2: day=(Vperm pool-Vshelf)/Abottom of shelf (Equation 3,MDC 2)
Vshelf [O.S*Depthmaxovershelf*Pert meterperm pool*Widthsumberged portion of shelf]
Depthmaxovershelf: 0.5
Perimeterpefm pool: 1,026
W Idthsumberged portion of shelf: 5.0
Vperm pool: 148,129
Vshelf 1,283
Abottom of shelf: 28,693
day= 5.12 ft.
From Tables 1 and 2 of MDC 1 the required Surface Area to Drainage Area
Ratio(SA/DA)for the average permanent pool depth shown above= 1.33
Surface Area Required=SA/DA/100 x Drainage Area: 0.29 Acres
Surface Area Provided(at permanent pool): 0.89 Acres OK
Refer to Storage-Elevation Data Chart below
WATER QUALITY VOLUME (WQv)
Rv=runoff coefficient(Runoff/Rainfall)
WQv=Water Quality Volume (1-inch water quality control)
1=%Impervious
("Simple Method"-Schueler) Rv=0.05+0.009(1)
WQv= 3630*RD*RV*A
Rv= 0.52
WQv= 41266 Cubic Feet Required
0.95 Ac.Ft.
WQv Elevation= 623.33 Refer to Storage-Elevation Data Chart Below
This volume must be released over a period of 2-5 days(MDC 7)
Page 1 of 6

NCDEQ-Wetpond(Pond#1)
....i.e.
Courtyards On The Greenway ..
II .
TIMMONS JOB NO.: 60099 T I M M O N S GROUP
DATE 1/15/2024 BY: KAC YOUR VISION ACHIEV[D THROUGH CUR[.
REVISED: - RVW: AWA
RELEASE RATE/DRAWDOWN TIME (MDC 7)
Release Rate for WQ control:
Water quality control volume is to be released over a 2-5 day duration.
WQ Release Rate= 0.119 cfs
Drawdown Time= 4 days (See WQ Routing)
ORIFICE SIZING FOR WATER QUALITY VOLUME
Avg Head=(WQv Elev-Perm Pool Elev)/2= 0.4 ft
Use orifice equation
Q=CA(2gh)^0.5
A=Q/(C*(2gh)^0.5)
A= 5.559 in^2
A=(¶*d^2)/4
d=((A*4)/¶)^0.5
d= 2.66 inches (Calculated diameter is based on static conditions)
Design d= 3 inches (Orifice size used in model to achieve required drawdown time)
BMP Main Pond Storage-Elevation Data
Main Pond Forebays
Accum.
Inc.Vol. Accum. Inc.Vol. Total Accu. Inc.Vol. Det.Vol.
Elevation Area(sf) Area(ac) (cu-ft) Vol.(cu-ft) Area(sf) (cu-ft) Area(sf) (cu-ft) (cu-ft) Notes
616.00 14889 0.342 0 0 2543 0 17432 0 0
617.00 17016 0.391 15953 15953 3467 3005 20483 18958 0
618.00 19213 0.441 18115 34067 4519 3993 23732 22108 0
619.00 21479 0.493 20346 54413 5699 5109 27178 25455 0
620.00 23814 0.547 22647 77060 7009 6354 30823 29001 0
621.00 26219 0.602 25017 102076 8450 7730 34669 32746 0
622.00 28693 0.659 27456 129532 10021 9236 38714 36692 0
622.50 45693 1.049 18597 148129 0 0 45693 21102 0 PPV
623.00 50976 1.170 24167 172296 0 0 50976 24167 24167 WQV
624.00 54134 1.243 52555 224851 0 0 54134 52555 76722
625.00 57401 1.318 55768 280618 0 0 57401 55768 132490
626.00 60612 1.391 59007 339625 0 0 60612 59007 191496
627.00 64029 1.470 62321 401945 0 0 64029 62321 253817
628.00 67457 1.549 65743 467688 0 0 67457 65743 319560
629.00 0.000 0 0 0 0 0 0 0
630.00 0.000 0 0 0 0 0 0 0
631.00 0.000 0 0 0 0 0 0 0
Permanent Pool Elevation= 622.5
Water Quality Elevation= 623.33
Page 2 of 6

NCDEQ-Wetpond(Pond#1)
Courtyards On The Greenway II .
TIMMONS JOB NO.: 60099 T I M M O N S GROUP
DATE 1/15/2024 BY: KAC YOUR VISION ACHIEV[D THROUGH CUR[.
REVISED: - RVW: AWA
FOREBAY VOLUME (MDC 5)
Forebay to be 15-20%of Main Pool Volume
DA(ac) %of DA Forebay Volume(cu-ft) %of Basin Volume
Inlet 1 0.0 0.0% 23139 13.68%
Inlet 2 0.0 0.0% 16445 9.72%
Inlet 3 0.0 0.0% 0.00%
Total I 23.41%
BMP Forebay 1 Storage-Elevation Data
Total
Inc.Vol. Accum.
Elevation Area(sf) Area(ac) (cu-ft) Vol.(cu-ft) Notes
616.00 1347 0.03 0 0
617.00 1852 0.04 1600 1600
618.00 2422 0.06 2137 3737
619.00 3058 0.07 2740 6477
620.00 3761 0.09 3410 9886
621.00 4531 0.10 4146 14032
622.00 5368 0.12 9107 23139
622.50 6511 0.15 2970 26108
623.00 7799 0.18 6559 32668
BMP Forebay 2 Storage-Elevation Data
Total
Inc.Vol. Accum.
Elevation Area(sf) Area(ac) (cu-ft) Vol.(cu-ft) Notes
616.00 1196 0.03 0 0
617.00 1615 0.04 1406 1406
618.00 2097 0.05 1856 3262
619.00 2641 0.06 2369 5631
620.00 3248 0.07 2945 8575
621.00 3919 0.09 3584 12159
622.00 4653 0.11 4286 16445
622.50 5616 0.13 2567 19012
623.00 6709 0.15 3081 22093
Page 3 of 6

NCDEQ-Wetpond(Pond#2)
Courtyards On The Greenway • O.
TIMMONS JOB NO.: 60099 TIMMONS GROUP
DATE: 1/15/2024 BY: KAC YOUR VISION ACHIEVED THROUGH OURS.
REVISED: - RVW: AWA
NCDEQ BMP Design Manual(11-23-2020)
https://deq.nc.gov/media/17537/download
MAIN POOL SURFACE AREA AND AVERAGE DEPTH (MDC 1 & 2)
Percentage Table: Piedmont/Mountains (Table 1 MDC 1)
Total Drainage Area to Pond= 10.9 Acres
Post-Developed Impervious Area*= 5.99 Acres,or 55.0 %
Average pool depth= 3.4 ft
Designed permanent pool elevation= 624.5
Designed permanent pool depth= 4.5
Designed bottom elevation= 620.0
*See Impervious Assumptions below storage-elevation tables.
Average Depth of Permanent Pool:
Option 1: day=Vperm pool/Aperm pool (Equation 2,MDC 2)
Option 2: day=(Vperm pool-Vshelf)/Abottom of shelf (Equation 3,MDC 2)
Vshelf [O.S*Depthmaxovershelf*Pert meterperm pool*Widthsumberged portion of shelf]
Depthmaxovershelf: 0.5
Perimeterpefm pool: 456
W Idthsumberged portion of shelf: 5.0
Vperm pool: 22,248
Vshelf 570
Abottom of shelf: 6,464
day= 3.35 ft.
From Tables 1 and 2 of MDC 1 the required Surface Area to Drainage Area
Ratio(SA/DA)for the average permanent pool depth shown above= 1.83
Surface Area Required=SA/DA/100 x Drainage Area: 0.20 Acres
Surface Area Provided(at permanent pool): 0.33 Acres OK
Refer to Storage-Elevation Data Chart below
WATER QUALITY VOLUME (WQv)
Rv=runoff coefficient(Runoff/Rainfall)
WQv=Water Quality Volume (1-inch water quality control)
1=%Impervious
("Simple Method"-Schueler) Rv=0.05+0.009(1)
WQv= 3630*RD*RV*A
Rv= 0.54
WQv= 21548 Cubic Feet Required
0.49 Ac.Ft.
WQv Elevation= 626.03 Refer to Storage-Elevation Data Chart Below
This volume must be released over a period of 2-5 days(MDC 7)
Page 4 of 6

NCDEQ-Wetpond(Pond#2)
....Et
Courtyards On The Greenway . !
TIMMONS JOB NO.: 60099 T I M M O N S GROUP
DATE 1/15/2024 BY: KAC YOUR VISION„GHISVILo THROUGH OURS.
REVISED: - RVW: AWA
RELEASE RATE/DRAWDOWN TIME (MDC 7)
Release Rate for WQ control:
Water quality control volume is to be released over a 2-5 day duration.
WQ Release Rate= 0.083 cfs
Drawdown Time= 3 days (See WQ Routing)
ORIFICE SIZING FOR WATER QUALITY VOLUME
Avg Head=(WQv Elev-Perm Pool Elev)/2= 0.8 ft
Use orifice equation
Q=CA(2gh)^0.5
A=Q/(C*(2gh)^0.5)
A= 2.847 in^2
A=(¶*d^2)/4
d=((A*4)/¶)^0.5
d= 1.90 inches (Calculated diameter is based on static conditions)
Design d= 2.5 inches (Orifice size used in model to achieve required drawdown time)
BMP Main Pond Storage-Elevation Data
Main Pond Forebays
Accum.
Inc.Vol. Accum. Inc.Vol. Total Accu. Inc.Vol. Det.Vol.
Elevation Area(sf) Area(ac) (cu-ft) Vol.(cu-ft) Area(sf) (cu-ft) Area(sf) (cu-ft) (cu-ft) Notes
620.00 3057 0.070 0 0 323 0 3380 0 0
621.00 3791 0.087 3424 3424 770 547 4561 3971 0
622.00 4604 0.106 4198 7622 1298 1034 5902 5232 0
623.00 5495 0.126 5050 12671 1901 1600 7396 6649 0
624.00 6464 0.148 5980 18651 2580 2241 9044 8220 0
624.50 7927 0.182 3598 22248 3556 1534 11483 5132 0 PPV
625.00 9534 0.219 4365 26614 4677 2058 14211 6424 6424
626.00 15215 0.349 12375 38988 0 0 15215 14713 21137 WQV
627.00 17285 0.397 16250 55238 0 0 17285 16250 37387
628.00 18524 0.425 17905 73143 0 0 18524 17905 55291
629.00 20266 0.465 19395 92538 0 0 20266 19395 74686
630.00 22065 0.507 21166 113703 0 0 22065 21166 95852
631.00 0.000 0 0 0 0 0 0 0
632.00 0.000 0 0 0 0 0 0 0
633.00 0.000 0 0 0 0 0 0 0
634.00 0.000 0 0 0 0 0 0 0
635.00 0.000 0 0 0 0 0 0 0
Permanent Pool Elevation= 624.5
Water Quality Elevation= 626.03
Page 5 of 6

NCDEQ-Wetpond(Pond#2)
Courtyards On The Greenway !
TIMMONS JOB NO.: 60099 T I M M O N S GROUP
DATE 1/15/2024 BY: KAC YOUR VISION„GHISVILo THROUGH OURS.
REVISED: - RVW: AWA
FOREBAY VOLUME (MDC 5)
Forebay to be 15-20%of Main Pool Volume
DA(ac) %of DA Forebay Volume(cu-ft) %of Basin Volume
Inlet 1 0.0 0.0% 10559 28.41%
Inlet 2 0.0 0.0% 0 0.00%
Inlet 3 0.0 0.0% 0.00%
Total 28.41%
BMP Forebay 1 Storage-Elevation Data
Total
Inc.Vol. Accum.
Elevation Area(sf) Area(ac) (cu-ft) Vol.(cu-ft) Notes
620.00 323 0.01 0 0
621.00 770 0.02 547 547
622.00 1298 0.03 1034 1581
623.00 1901 0.04 1600 3180
624.00 2580 0.06 2241 5421
624.50 3556 0.08 1534 6955
625.00 4677 0.11 3604 10559
BMP Forebay 2 Storage-Elevation Data
Total
Inc.Vol. Accum.
Elevation Area(sf) Area(ac) (cu-ft) Vol.(cu-ft) Notes
660.00 0 0.00 0 0
661.00 0 0.00 0 0
662.00 0 0.00 0 0
663.00 0 0.00 0 0
664.00 0 0.00 0 0
664.50 0 0.00 0 0
665.00 0 0.00 0 0
Page 6 of 6

Anti-Floation Calculations _ e
Courtyards On The Greenway . a `�
TIMMONS JOB NO.: 60099 TIMMONS GROUP
YOUR VISION ACHIEVED THROUGH OURS.
DATE: 1/15/2024 BY: KAC
REVISED: - RVW: AWA
WET POND#1
CONSTRAINTS:
Weight of Concrete 150 lbs/ft 3
Weight of Water 62.4 lbs/ft 3
Factor of Safety(FS) 1.35
Inside Height of structure 9 ft
Structure thickness 6 in
Inside width of OCS 4 ft
Outside width of OCS 5 ft
Slab Top Present?(Y/N) NO
ORIFICE CALCULATIONS:
Quiet Pipe Diameter 24.00 in
Circular Orifice Diameter 3.00 in
Number of Sides 1
Rectangular Orifice Width 0.00 ft Rectangular Orifice Height 0.00 ft
Number of Sides 0
Total Orifice Area 3.19 sf
WEIGHT OF OUTLET STRUCTURE(Ws)
'oncrete Walls and Bottom Volume=((Outside width)2-(Inside width)2)x height)+((Outside width)2 x thickness= 93.50 cuft
Slab Top Concrete Volume=(Outside width)2 x thickness 0.00 cuft
Orifice Volume(to be subtracted)=Orifice Area x thickness= 1.60 cuft
Ws=Volume of Concrete x Weight of Concrete= 13785.70 lbs
WEIGHT OF WATER DISPLACED(Ww)
Ww=(Outside width)2 x(Interior Height+Thickness)x Weight of water= 14820 lbs
REQUIRED WEIGHT OF BALLAST(Wb)
Wb=(FS x Ww)-Ws= 6221 lbs *Wb may be negative in a case where the weight of concrete in the
structure itself is sufficient to offset the weight of water displaced.
CONCRETE BALLAST
Required concrete volume=Wb/Weight of concrete= 41.48 cuft
Interior Length= 4.00 ft
Interior Width= 4.00 ft
Required Thickness= 2.59 ft *Assume minimum thickness is thickness of precast riser structure
Provided Thickness of Concrete Ballast= 2.60 ft

Anti-Floation Calculations _ e
Courtyards On The Greenway . a `�
TIMMONS JOB NO.: 60099 TIMMONS GROUP
YOUR VISION ACHIEVED THROUGH OURS.
DATE: 1/15/2024 BY: KAC
REVISED: - RVW: AWA
WET POND#2
CONSTRAINTS:
Weight of Concrete 150 lbs/ft 3
Weight of Water 62.4 lbs/ft 3
Factor of Safety(FS) 1.35
Inside Height of structure 6.78 ft
Structure thickness 6 in
Inside width of OCS 4 ft
Outside width of OCS 5 ft
Slab Top Present?(Y/N) NO
ORIFICE CALCULATIONS:
Quiet Pipe Diameter 18.00 in
Circular Orifice Diameter 3.00 in
Number of Sides 1
Rectangular Orifice Width 4.00 ft Rectangular Orifice Height 0.50 ft
Number of Sides 2
Total Orifice Area 5.82 sf
WEIGHT OF OUTLET STRUCTURE(Ws)
'oncrete Walls and Bottom Volume=((Outside width)2-(Inside width)2)x height)+((Outside width)2 x thickness= 73.52 cuft
Slab Top Concrete Volume=(Outside width)2 x thickness 0.00 cuft
Orifice Volume(to be subtracted)=Orifice Area x thickness= 2.91 cuft
Ws=Volume of Concrete x Weight of Concrete= 10591.78 lbs
WEIGHT OF WATER DISPLACED(Ww)
Ww=(Outside width)2 x(Interior Height+Thickness)x Weight of water= 11356.8 lbs
REQUIRED WEIGHT OF BALLAST(Wb)
Wb=(FS x Ww)-Ws= 4740 lbs *Wb may be negative in a case where the weight of concrete in the
structure itself is sufficient to offset the weight of water displaced.
CONCRETE BALLAST
Required concrete volume=Wb/Weight of concrete= 31.60 cuft
Interior Length= 4.00 ft
Interior Width= 4.00 ft
Required Thickness= 1.97 ft *Assume minimum thickness is thickness of precast riser structure
Provided Thickness of Concrete Ballast= 2.00 ft

NCDEQ-Wetpond(Pond#1)
.•••.�
Courtyards On The Greenway •
II TIMMONS JOB NO.:60099 TIMMONS GROUP
DATE: 1/15/2024 BY: KAC YOUR VISION ACHIEVED THROUGH OURS.
REVISED: - RVW: AWA
ANTI-SEEP COLLAR
Length: I 178.90 ft.
Pipe Dia.: 24
Height: 7.5 ft.
Width: 12.00 ft.
Min S: 36.0 ft.
Min Pipe Cover: 4.75 ft.
From Table 6-5.1 Anti-Seep Collar Sizes and Spacing Criteria for Water Impounding Structures
Pipe Diameter(in.) 15 18 24 30 36 42
Diaphram Size(ft) Height 6 6 7.5 7.5 7.5 7.5
Width 10 10.25 12 12 12 12.25
Max Spacing(S)(ft.) 31 29 36 32 29 26
_ 1/2 S _ S 3/4 S Total S's - Min.Length
0.50 S _ 1.00 S 0.75 S 2.25 S 81.00 ft.
0.50 S _ 2.00 S 0.75 S 3.25 S 117.00ft.
0.50 S _ 3.00 S 0.75 S 4.25 S 153.00ft.
0.50 S _ 4.00 S 0.75 S 5.25 S 189.00 ft.
0.50 S 5.00 S 0.75 S 6.25 S 225.00 ft.
0.50 S 6.00 S 0.75 S 7.25 S 261.00 ft.
0.50 S 7.00 S 0.75 S 8.25 S 297.00 ft.
0.50 S 8.00 S 0.75 S 9.25 S 333.00 ft.
0.50 S 9.00 S 0.75 S 10.25 S 369.00 ft.
Maximum Maximum Maximum S's Max.Length
OCS to ASC ACS to ACS ACS to Outlet from Chart
18.00 ft. _ 36.00 ft. 27.00 ft. 4 - 81.00 ft.
-
Actual Actual Actual Collars Total Length(178.90 ft)
OCS to ASC ACS to ACS ACS to Outlet
16.50 ft. 33.00 ft. 24.75 ft. 5 178.25 ft. INCLUDES THICKNESS OF COLLAR

NCDEQ-Wetpond(Pond#2)
Courtyards On The Greenway •
II TIMMONS JOB NO 60099 TIMMONS GROUP
DATE: 1/15/2024 BY: KAC YOUR VISION ACHIEVED THROUGH OURS.
REVISED: - RVW: AWA
ANTI-SEEP COLLAR
Length: I 120.47 ft.
Pipe Dia.: 18
Height: 6.0 ft.
Width: 10.25 ft.
Min S: 29.0 ft.
Min Pipe Cover: 4.25 ft.
From Table 6-5.1 Anti-Seep Collar Sizes and Spacing Criteria for Water Impounding Structures
Pipe Diameter(in.) 15 18 24 30 36 42
Diaphram Size(ft) Height 6 6 7.5 7.5 7.5 7.5
Width 10 10.25 12 12 12 12.25
Max Spacing(S)(ft.) 31 29 36 32 29 26
1/2 S S 3/4 S Total S's Min.Length
0.50 S 1.00 S 0.75 S 2.25 S 65.25 ft.
0.50 S 2.00 S 0.75 S 3.25 S 94.25 ft.
0.50 S 3.00 S 0.75 S 4.25 S 123.25 ft.
0.50 S 4.00 S 0.75 S 5.25 S 152.25 ft.
0.50 S 5.00 S 0.75 S 6.25 S 181.25 ft.
0.50 S 6.00 S 0.75 S 7.25 S 210.25 ft.
0.50 S 7.00 S 0.75 S 8.25 S 239.25 ft.
0.50 S 8.00 S 0.75 S 9.25 S 268.25 ft.
0.50 S 9.00 S 0.75 S 10.25 S 297.25 ft.
Maximum Maximum Maximum S's Max.Length
OCS to ASC ACS to ACS ACS to Outlet from Chart
14.50 ft. _ 29.00 ft. 21.75 ft. 3 _ 65.25 ft.
Actual Actual Actual Collars Total Length(120.47 ft)
OCS to ASC ACS to ACS ACS to Outlet
13.50 ft. 27.00 ft. 20.25 ft. 4 118.75 ft. INCLUDES THICKNESS OF COLLAR

0 0
Pond 1 Area Pond 112 Area
1S
Pre-Development
Drainage Area 1 P AF\ (4S)
Pond #1 (Wetpo ) Pond #2 ( etpond) :ypass Area#1
L.
1L
Post-Dev Area#1
4ubc Reach 'on. It Routing Diagram for Courtyards at the Greenway Detention
Prepared by Timmons Group, Printed 1/15/2024
HydroCAD®10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC

Courtyards at the Greenway Detention Type 1124-hr 1-yr 24 hr Rainfall=2.92"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 2
Time span=0.00-250.00 hrs, dt=0.01 hrs, 25001 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
SubcatchmentlS: Pre-Development Runoff Area=42.060 ac 1.90% Impervious Runoff Depth=0.71"
Flow Length=2,380' Tc=19.4 min CN=71 Runoff=30.11 cfs 2.505 af
Subcatchment2S: Pond#1 Area Runoff Area=22.200 ac 51.44% Impervious Runoff Depth=1.59"
Tc=5.0 min CN=86 Runoff=65.17 cfs 2.949 af
Subcatchment3S: Pond#2 Area Runoff Area=11.100 ac 53.96% Impervious Runoff Depth=1.67"
Tc=5.0 min CN=87 Runoff=33.97 cfs 1.544 af
Subcatchment4S: Bypass Area#1 Runoff Area=12.400 ac 0.00% Impervious Runoff Depth=0.71"
Flow Length=2,156' Tc=10.9 min CN=71 Runoff=12.24 cfs 0.739 af
Pond 1 P: Pond#1 (Wetpond) Peak Elev=624.68' Storage=114,235 cf Inflow=65.17 cfs 2.949 af
Primary=0.34 cfs 2.891 af Secondary=0.00 cfs 0.000 af Outflow=0.34 cfs 2.891 af
Pond 2P: Pond#2 (Wetpond) Peak Elev=627.86' Storage=52,623 cf Inflow=33.97 cfs 1.544 af
Primary=0.35 cfs 1.230 af Secondary=0.00 cfs 0.000 af Outflow=0.35 cfs 1.230 af
Link 1L: Post-Dev Area#1 Inflow=12.73 cfs 4.860 af
Primary=12.73 cfs 4.860 af
Total Runoff Area = 87.760 ac Runoff Volume = 7.737 af Average Runoff Depth = 1.06"
79.25% Pervious = 69.550 ac 20.75% Impervious = 18.210 ac

Courtyards at the Greenway Detention Type 1124-hr 1-yr 24 hr Rainfall=2.92"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 1S: Pre-Development Drainage Area
Runoff = 30.11 cfs @ 12.14 hrs, Volume= 2.505 af, Depth= 0.71"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-yr 24 hr Rainfall=2.92"
Area (ac) CN Description
36.560 70 Woods, Good, HSG C
4.700 74 >75% Grass cover, Good, HSG C
0.800 98 Unconnected pavement, HSG C
42.060 71 Weighted Average
41.260 98.10% Pervious Area
0.800 1.90% Impervious Area
0.800 100.00°/a Unconnected
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.4 100 0.0770 0.31 Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.52"
7.1 389 0.0330 0.91 Shallow Concentrated Flow, Shallow Concentrated Flow
Woodland Kv= 5.0 fps
3.1 930 0.0250 5.01 41.30 Trap/Vee/Rect Channel Flow, Channel Flow
Bot.W=1.00' D=1.50' Z= 3.0 '/' Top.W=10.00'
n= 0.040 Winding stream, pools & shoals
3.8 961 0.0150 4.24 47.75 Trap/Vee/Rect Channel Flow, Channel Flow
Bot.W=3.00' D=1.50' Z= 3.0 '/' Top.W=12.00'
n= 0.040 Winding stream, pools & shoals
19.4 2,380 Total

Courtyards at the Greenway Detention Type 1124-hr 1-yr 24 hr Rainfall=2.92"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 4
Subcatchment 1S: Pre-Development Drainage Area
Hydrograph
1 1 1 1 1 1 1 I I I I I I I I I I I
1 1 1 I 1 I I 1 I I I I I I I I I I I I I ■Runoff
32_ I30.11cfs1-1- 1- -1 - I- t -I - 1 - - I- t -1 - I- t -1 - tH -1- t -II - 11- fi H-II- -
30� .- % - 1- 1 - I -k I - I- 4 -I t - - I + I - -H -I -I Type-I l-2-4-h r
28� 1_ _I - I- 1 _ - _ - L _I _ I- - aL.-1 w
26� _I I I I I I I I I I I 1 11-Y1r r1RY'irif"ti11�P1 _
24 -/ z_ 4 I I I I I I I I I I I 1 1 Ri Wff �'1-1 ea42.01&Oi ad
22y pI rr },.ICI c�
20� I I I I I I I I I I 1 Runof of me-12.505- —
�, j — r -1 - 1— rt -1 - rrt - 1— r -1 - 1— rt -1 � Qi{�t1b�� 1
13 18�
- � / ItIItIH � ItHItI
1 16� ,_ 1 L _1 _ 1_ _L _1 _ 1 4 1 t H I- -- I Row Length=2,38°
147 1 1 1 1 1 1 1 1 1 LI 1 L 1 1 1 L
12 1 1 1 1 1 1 1 1 1 1 1 1 TC=119.4 min
10 _ 1 1 1 1 1 1 1 1 1 1 I �A' L7J�
8y 1 1 1 1 1 1 1 1 1 1 1 1
- 1 1 1 1 1 1 I I I I I I I I I -
611
4- I t -1 - 1- t -1 t 1 - 1 t ' - 1 - 1- 1 1- t -1 1- fi -1 t -
4iv - 1- -1 - I- t -I - 1 -L - I- t - - 4 -1 -I- k -' - I- 4 -I- 4 -
2�
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250
Time (hours)

Courtyards at the Greenway Detention Type 1124-hr 1-yr 24 hr Rainfall=2.92"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 5
Hydrograph for Subcatchment 1 S: Pre-Development Drainage Area
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
5.00 0.18 0.00 0.00
10.00 0.53 0.00 0.00
15.00 2.49 0.49 1.96
20.00 2.78 0.64 0.92
25.00 2.92 0.71 0.00
30.00 2.92 0.71 0.00
35.00 2.92 0.71 0.00
40.00 2.92 0.71 0.00
45.00 2.92 0.71 0.00
50.00 2.92 0.71 0.00
55.00 2.92 0.71 0.00
60.00 2.92 0.71 0.00
65.00 2.92 0.71 0.00
70.00 2.92 0.71 0.00
75.00 2.92 0.71 0.00
80.00 2.92 0.71 0.00
85.00 2.92 0.71 0.00
90.00 2.92 0.71 0.00
95.00 2.92 0.71 0.00
100.00 2.92 0.71 0.00
105.00 2.92 0.71 0.00
110.00 2.92 0.71 0.00
115.00 2.92 0.71 0.00
120.00 2.92 0.71 0.00
125.00 2.92 0.71 0.00
130.00 2.92 0.71 0.00
135.00 2.92 0.71 0.00
140.00 2.92 0.71 0.00
145.00 2.92 0.71 0.00
150.00 2.92 0.71 0.00
155.00 2.92 0.71 0.00
160.00 2.92 0.71 0.00
165.00 2.92 0.71 0.00
170.00 2.92 0.71 0.00
175.00 2.92 0.71 0.00
180.00 2.92 0.71 0.00
185.00 2.92 0.71 0.00
190.00 2.92 0.71 0.00
195.00 2.92 0.71 0.00
200.00 2.92 0.71 0.00
205.00 2.92 0.71 0.00
210.00 2.92 0.71 0.00
215.00 2.92 0.71 0.00
220.00 2.92 0.71 0.00
225.00 2.92 0.71 0.00
230.00 2.92 0.71 0.00
235.00 2.92 0.71 0.00
240.00 2.92 0.71 0.00
245.00 2.92 0.71 0.00
250.00 2.92 0.71 0.00

Courtyards at the Greenway Detention Type 1124-hr 1-yr 24 hr Rainfall=2.92"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 6
Summary for Subcatchment 2S: Pond #1 Area
Runoff = 65.17 cfs @ 11.96 hrs, Volume= 2.949 af, Depth= 1.59"
Routed to Pond 1 P : Pond #1 (Wetpond)
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-yr 24 hr Rainfall=2.92"
Area (ac) CN Description
11.420 98 Unconnected pavement, HSG C
10.780 74 >75% Grass cover, Good, HSG C
22.200 86 Weighted Average
10.780 48.56% Pervious Area
11.420 51.44% Impervious Area
11.420 100.00% Unconnected
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Assumed Tc
Subcatchment 2S: Pond #1 Area
Hydrograph
1 1 I 1 I I I I I I I I I I I I
703,/ 1 I 1 I I I I I I I I I I I I ■Runoff
165.n cfs 1-I- 1- -I - I- t -1 I I- t -1 - 1- -I -I- t -1 - I- rt -1- 1- -
65� I_ L _I _ I_ 1 _I L i I L J I 41 I L I Typetlii24hr
55� 1 1 I 1 1 I 1 'I yli 11�1 117Z ZI
50� 1- -I - - T -1 L -rt 1- t -I TRUnOffArea=22.20-0 adc
I_ 1 -I- L _1 - I- 1 -I - L _1 -I- L _1 - I- L -1- L -
45 1 1 1 I Runo�f'f'nVolumpe„=}2.949Qaf _
ii
- 40" -I- 1- -I - I- t -I - 1- rt - I- t -I - I- t -1 ~ '0 �"IM�Ib7-1-ij-4 - -
_0 35� L _I 1 _ _ L 1 _ 1_ L L 1 _ L J _ L T'fr. J ZJ 71T11�
" 30� 1 1 I I I I I I I 1 1 1 1 I I I I
254-/ 1 I I I I I I I 1 1 1 1 1 V I1 4=136
1- 1- -I - I- t -1 - Li - I- t 1 - I- t I - L -I I- t 1 t 1 L -
20� _ L _ _ _ 1 _I _ L 1 _ 1_ L I _ I_ 1 I L _1 1 L _IL L I L _
15� r 1 I ill I 1 I I 1 I 1 I 1 I
10� 1 I I 1 1 1 1 1- -
0
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250
Time (hours)

Courtyards at the Greenway Detention Type 1124-hr 1-yr 24 hr Rainfall=2.92"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 7
Hydrograph for Subcatchment 2S: Pond #1 Area
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
5.00 0.18 0.00 0.00
10.00 0.53 0.02 0.51
15.00 2.49 1.24 1.63
20.00 2.78 1.48 0.72
25.00 2.92 1.59 0.00
30.00 2.92 1.59 0.00
35.00 2.92 1.59 0.00
40.00 2.92 1.59 0.00
45.00 2.92 1.59 0.00
50.00 2.92 1.59 0.00
55.00 2.92 1.59 0.00
60.00 2.92 1.59 0.00
65.00 2.92 1.59 0.00
70.00 2.92 1.59 0.00
75.00 2.92 1.59 0.00
80.00 2.92 1.59 0.00
85.00 2.92 1.59 0.00
90.00 2.92 1.59 0.00
95.00 2.92 1.59 0.00
100.00 2.92 1.59 0.00
105.00 2.92 1.59 0.00
110.00 2.92 1.59 0.00
115.00 2.92 1.59 0.00
120.00 2.92 1.59 0.00
125.00 2.92 1.59 0.00
130.00 2.92 1.59 0.00
135.00 2.92 1.59 0.00
140.00 2.92 1.59 0.00
145.00 2.92 1.59 0.00
150.00 2.92 1.59 0.00
155.00 2.92 1.59 0.00
160.00 2.92 1.59 0.00
165.00 2.92 1.59 0.00
170.00 2.92 1.59 0.00
175.00 2.92 1.59 0.00
180.00 2.92 1.59 0.00
185.00 2.92 1.59 0.00
190.00 2.92 1.59 0.00
195.00 2.92 1.59 0.00
200.00 2.92 1.59 0.00
205.00 2.92 1.59 0.00
210.00 2.92 1.59 0.00
215.00 2.92 1.59 0.00
220.00 2.92 1.59 0.00
225.00 2.92 1.59 0.00
230.00 2.92 1.59 0.00
235.00 2.92 1.59 0.00
240.00 2.92 1.59 0.00
245.00 2.92 1.59 0.00
250.00 2.92 1.59 0.00

Courtyards at the Greenway Detention Type 1124-hr 1-yr 24 hr Rainfall=2.92"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 8
Summary for Subcatchment 3S: Pond #2 Area
Runoff = 33.97 cfs @ 11.96 hrs, Volume= 1.544 af, Depth= 1.67"
Routed to Pond 2P : Pond #2 (Wetpond)
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-yr 24 hr Rainfall=2.92"
Area (ac) CN Description
5.990 98 Unconnected pavement, HSG C
5.110 74 >75% Grass cover, Good, HSG C
11.100 87 Weighted Average
5.110 46.04% Pervious Area
5.990 53.96% Impervious Area
5.990 100.00% Unconnected
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Assumed Tc
Subcatchment 3S: Pond #2 Area
Hydrograph
11 1 1 1 1 1 1 T I 1 I
38 7 —I— r -1 — I— T 1 I- —I — r7 —I- 77 — I- 7 —I— r — ■Runoff
36. 33.97 cfs r r T 1 T 7 1 7 I
34� r -r r -r r -1- Type-1 E224 1'
32t' r t fi rrt �/1 w p fia rt
30 / -1- r -1 - 1- t -1 - r rt - 1- H -1 - 1-'lr-yIr4L`4 IR`h 1 f$� 2•} H -
28 - -I - I- t - I- t tRinioffArea 1-t.TOD arc -
267 1- 1- -1 - 1- + 1 � � 1- t � 1 + 1 1- - 4 1 fi 1 -t 1 1- -
24 / -1- 1- -1 - I + 1 H -1 t H 1 Ru-n-off-V-ol-ume=1.544--at
in- 224/20 / - - - - + - - H � - - -1 - I- + -I F unof eRtllh t 7H -
/ -1- 1- -1 - 1- + -1 - H � -1- + - - 1- + -1 -
0 18 "/ -I -I - I + 1 - H -1- 1- + I - I T&n
16 / —1— H —1 — I— + 1 — H 4 —1 4 H — I— + 1 — H H —1— 4 I — 1 4 —1— H —
144-/ / —I- 1 —I — I— + —I — H4 —I— - - — I— + —I — + H —I— + —I — I CN--87 —
12;/ / —I— H I — I + 1 — H 4 —I 4 H — I + 1 — H H —I 4 1 — I 4 —1— H -
10 4 —1— H —I — I— 4 —1 — H 4 —I— H —I — I— 4 —1 — H H —I— 4 —1 — I— 4 —1— H —
24-/
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250
Time (hours)

Courtyards at the Greenway Detention Type 1124-hr 1-yr 24 hr Rainfall=2.92"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 9
Hydrograph for Subcatchment 3S: Pond #2 Area
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
5.00 0.18 0.00 0.00
10.00 0.53 0.03 0.31
15.00 2.49 1.30 0.83
20.00 2.78 1.55 0.37
25.00 2.92 1.67 0.00
30.00 2.92 1.67 0.00
35.00 2.92 1.67 0.00
40.00 2.92 1.67 0.00
45.00 2.92 1.67 0.00
50.00 2.92 1.67 0.00
55.00 2.92 1.67 0.00
60.00 2.92 1.67 0.00
65.00 2.92 1.67 0.00
70.00 2.92 1.67 0.00
75.00 2.92 1.67 0.00
80.00 2.92 1.67 0.00
85.00 2.92 1.67 0.00
90.00 2.92 1.67 0.00
95.00 2.92 1.67 0.00
100.00 2.92 1.67 0.00
105.00 2.92 1.67 0.00
110.00 2.92 1.67 0.00
115.00 2.92 1.67 0.00
120.00 2.92 1.67 0.00
125.00 2.92 1.67 0.00
130.00 2.92 1.67 0.00
135.00 2.92 1.67 0.00
140.00 2.92 1.67 0.00
145.00 2.92 1.67 0.00
150.00 2.92 1.67 0.00
155.00 2.92 1.67 0.00
160.00 2.92 1.67 0.00
165.00 2.92 1.67 0.00
170.00 2.92 1.67 0.00
175.00 2.92 1.67 0.00
180.00 2.92 1.67 0.00
185.00 2.92 1.67 0.00
190.00 2.92 1.67 0.00
195.00 2.92 1.67 0.00
200.00 2.92 1.67 0.00
205.00 2.92 1.67 0.00
210.00 2.92 1.67 0.00
215.00 2.92 1.67 0.00
220.00 2.92 1.67 0.00
225.00 2.92 1.67 0.00
230.00 2.92 1.67 0.00
235.00 2.92 1.67 0.00
240.00 2.92 1.67 0.00
245.00 2.92 1.67 0.00
250.00 2.92 1.67 0.00

Courtyards at the Greenway Detention Type 1124-hr 1-yr 24 hr Rainfall=2.92"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 10
Summary for Subcatchment 4S: Bypass Area #1
Runoff = 12.24 cfs @ 12.04 hrs, Volume= 0.739 af, Depth= 0.71"
Routed to Link 1 L : Post-Dev Area #1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs
Type II 24-hr 1-yr 24 hr Rainfall=2.92"
Area (ac) CN Description
10.600 70 Woods, Good, HSG C
1.800 74 >75% Grass cover, Good, HSG C
12.400 71 Weighted Average
12.400 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.7 100 0.2000 0.45 Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.52"
0.8 429 0.0400 8.44 69.65 Trap/Vee/Rect Channel Flow, Channel Flow
Bot.W=1.00' D=1.50' Z= 3.0 '/' Top.W=10.00'
n= 0.030 Stream, clean & straight
6.4 1,627 0.0150 4.24 47.75 Trap/Vee/Rect Channel Flow, Channel Flow
Bot.W=3.00' D=1.50' Z= 3.0 '/' Top.W=12.00'
n= 0.040 Winding stream, pools & shoals
10.9 2,156 Total
Subcatchment 4S: Bypass Area #1
Hydrog raph
I I I I I I I I I I I I
- 7 I 1 -I 7 I - T -I 7 1 -1 T I - 7 I- 7 ❑Runoff
13: 12.24 cfs
12 -/ j I 11 I I Type II 124-h1r
11� 4- - H - - + H � -HH I Ir 4 Lt. i� � -
I Rti Foff A-ro 1-2.40-0-a
91/ / 1 1I I I II I I I I I I I I I I I
r / - 1- 1- L- -t Runo o umei=V.739 a
$- . CI OPP1Ih _
71- ' i 1 -111 Imo'
`0 6� o ICenOth=2,11561
1 I I I I I I I I I Tca=10.9 min
41/ ' 1 I I I I I I I I I I I I I A'1
4- -1 - 1- + 1 1 -1 - 1- 1 -1- fi -1 - 1- 11--' -
3 / 1 1 1 I I I I I I I I I I
2� 1 1 ' I I I I I I I I I I
- T -1 - 1- T -1 1 - F 1F 1- 7 I 1- 7 -I F
oar, 20 30 40 50 60 70 8�� ���(
0 10 0 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250
Time (hours)

Courtyards at the Greenway Detention Type 1124-hr 1-yr 24 hr Rainfall=2.92"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 11
Hydrograph for Subcatchment 4S: Bypass Area #1
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
5.00 0.18 0.00 0.00
10.00 0.53 0.00 0.00
15.00 2.49 0.49 0.56
20.00 2.78 0.64 0.27
25.00 2.92 0.71 0.00
30.00 2.92 0.71 0.00
35.00 2.92 0.71 0.00
40.00 2.92 0.71 0.00
45.00 2.92 0.71 0.00
50.00 2.92 0.71 0.00
55.00 2.92 0.71 0.00
60.00 2.92 0.71 0.00
65.00 2.92 0.71 0.00
70.00 2.92 0.71 0.00
75.00 2.92 0.71 0.00
80.00 2.92 0.71 0.00
85.00 2.92 0.71 0.00
90.00 2.92 0.71 0.00
95.00 2.92 0.71 0.00
100.00 2.92 0.71 0.00
105.00 2.92 0.71 0.00
110.00 2.92 0.71 0.00
115.00 2.92 0.71 0.00
120.00 2.92 0.71 0.00
125.00 2.92 0.71 0.00
130.00 2.92 0.71 0.00
135.00 2.92 0.71 0.00
140.00 2.92 0.71 0.00
145.00 2.92 0.71 0.00
150.00 2.92 0.71 0.00
155.00 2.92 0.71 0.00
160.00 2.92 0.71 0.00
165.00 2.92 0.71 0.00
170.00 2.92 0.71 0.00
175.00 2.92 0.71 0.00
180.00 2.92 0.71 0.00
185.00 2.92 0.71 0.00
190.00 2.92 0.71 0.00
195.00 2.92 0.71 0.00
200.00 2.92 0.71 0.00
205.00 2.92 0.71 0.00
210.00 2.92 0.71 0.00
215.00 2.92 0.71 0.00
220.00 2.92 0.71 0.00
225.00 2.92 0.71 0.00
230.00 2.92 0.71 0.00
235.00 2.92 0.71 0.00
240.00 2.92 0.71 0.00
245.00 2.92 0.71 0.00
250.00 2.92 0.71 0.00

Courtyards at the Greenway Detention Type 1124-hr 1-yr 24 hr Rainfall=2.92"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 12
Summary for Pond 1 P: Pond #1 (Wetpond)
Inflow Area = 22.200 ac, 51.44% Impervious, Inflow Depth = 1.59" for 1-yr 24 hr event
Inflow = 65.17 cfs @ 11.96 hrs, Volume= 2.949 af
Outflow = 0.34 cfs @ 24.07 hrs, Volume= 2.891 af, Atten= 99%, Lag= 726.3 min
Primary = 0.34 cfs @ 24.07 hrs, Volume= 2.891 af
Routed to Link 1 L : Post-Dev Area #1
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link 1 L : Post-Dev Area #1
Routing by Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs
Peak Elev= 624.68'@ 24.07 hrs Surf.Area= 56,352 sf Storage= 114,235 cf
Plug-Flow detention time=3,902.4 min calculated for 2.891 af(98% of inflow)
Center-of-Mass det. time= 3,891.0 min ( 4,713.5 - 822.5 )
Volume Invert Avail.Storage Storage Description
#1 622.50' 319,560 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
622.50 45,693 0 0
623.00 50,976 24,167 24,167
624.00 54,134 52,555 76,722
625.00 57,401 55,768 132,490
626.00 60,612 59,007 191,496
627.00 64,029 62,321 253,817
628.00 67,457 65,743 319,560
Device Routing Invert Outlet Devices
#1 Primary 616.00' 24.0" Round Culvert
L= 178.9' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 616.00'/615.00' S= 0.0056 '/' Cc= 0.900
n= 0.010, Flow Area= 3.14 sf
#2 Device 1 622.50' 3.0" Vert. Water Quality Orifice C= 0.600
Limited to weir flow at low heads
#3 Device 1 626.00' 4.0' long x 1.50' rise Sharp-Crested Rectangular Weir X 2.00
0 End Contraction(s)
#4 Secondary 627.00' 45.0 deg x 35.0' long x 0.50' rise Emergency Spillway
Cv= 2.56 (C= 3.20)
Primary OutFlow Max=0.34 cfs @ 24.07 hrs HW=624.68' (Free Discharge)
L1=Culvert (Passes 0.34 cfs of 41.61 cfs potential flow)
12=Water Quality Orifice (Orifice Controls 0.34 cfs @ 6.90 fps)
3=Sharp-Crested Rectangular Weir( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=622.50' (Free Discharge)
4-4=Emergency Spillway( Controls 0.00 cfs)

Courtyards at the Greenway Detention Type 1124-hr 1-yr 24 hr Rainfall=2.92"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 13
Pond 1 P: Pond #1 (Wetpond)
Hydrograph
11 1 1 11 1 11 1 11 I 1 II 1 II 1 I 11
I 1 1 11 1 11 1 1 11 1 1 1 1 ■Inflow
65.17 cfs II Outflow
El Primary
' /I T -1 - 1- T T T -1- 1- T T 71717 Inflow Area=22.200 ac ❑Secondary
70� H 1 1 H T H 11 H H 1 1 i- -I Peak Elev=624.68' -
65-/
604-/ / ' , '1 I I I I I I I I I I I I I Storage=114,235 cf
55. / ' / 'I I I I I I I I I I I I I I I I I I I I I I I I
50� ' '1 I' I I I I I I I I I I
45� / ' / 1 I I I I I I I I I I I I I I I I I I I I I I I
' T 1 I T T T 1 I T T 1 I F T 1 I I T 7 1 I T T -
0 40 / , ./. -h -1 - 1- T H H -1- 1- t -h -1 - 1- f- H -1 -1- 1- -h -F -I - I- 1- + —
c354: / / / i H 1 1 LT -I 11 H - 1 1 t- T 1 1 1 H4 1 1 1T -
LL 30� / ' z 1 I I I I I I I I I I I I I I I I I I I I I I I
255 / ' / '1 I I I I I I I I I I I I I I I I I I I I I I
20y ' i' /I I I I 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 1 1 I I I I I I I
15_
-' ���iiiAiii������������������������������������������������������������������
I /_/ / /
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250
Time (hours)

Courtyards at the Greenway Detention Type 1124-hr 1-yr 24 hr Rainfall=2.92"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 14
Hydrograph for Pond 1 P: Pond #1 (Wetpond)
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0 622.50 0.00 0.00 0.00
5.00 0.00 0 622.50 0.00 0.00 0.00
10.00 0.51 1,656 622.54 0.00 0.00 0.00
15.00 1.63 95,781 624.35 0.31 0.31 0.00
20.00 0.72 109,430 624.59 0.33 0.33 0.00
25.00 0.00 113,143 624.66 0.34 0.34 0.00
30.00 0.00 107,155 624.55 0.33 0.33 0.00
35.00 0.00 101,329 624.45 0.32 0.32 0.00
40.00 0.00 95,665 624.35 0.31 0.31 0.00
45.00 0.00 90,166 624.25 0.30 0.30 0.00
50.00 0.00 84,831 624.15 0.29 0.29 0.00
55.00 0.00 79,662 624.05 0.28 0.28 0.00
60.00 0.00 74,660 623.96 0.27 0.27 0.00
65.00 0.00 69,825 623.87 0.26 0.26 0.00
70.00 0.00 65,158 623.79 0.25 0.25 0.00
75.00 0.00 60,661 623.70 0.25 0.25 0.00
80.00 0.00 56,334 623.62 0.24 0.24 0.00
85.00 0.00 52,178 623.54 0.23 0.23 0.00
90.00 0.00 48,194 623.46 0.22 0.22 0.00
95.00 0.00 44,382 623.39 0.21 0.21 0.00
100.00 0.00 40,744 623.32 0.20 0.20 0.00
105.00 0.00 37,280 623.26 0.19 0.19 0.00
110.00 0.00 33,991 623.19 0.18 0.18 0.00
115.00 0.00 30,877 623.13 0.17 0.17 0.00
120.00 0.00 27,939 623.07 0.16 0.16 0.00
125.00 0.00 25,179 623.02 0.15 0.15 0.00
130.00 0.00 22,595 622.97 0.14 0.14 0.00
135.00 0.00 20,191 622.92 0.13 0.13 0.00
140.00 0.00 17,967 622.88 0.12 0.12 0.00
145.00 0.00 15,927 622.84 0.11 0.11 0.00
150.00 0.00 14,070 622.80 0.10 0.10 0.00
155.00 0.00 12,399 622.76 0.09 0.09 0.00
160.00 0.00 10,916 622.73 0.08 0.08 0.00
165.00 0.00 9,618 622.71 0.07 0.07 0.00
170.00 0.00 8,523 622.68 0.06 0.06 0.00
175.00 0.00 7,603 622.66 0.05 0.05 0.00
180.00 0.00 6,827 622.65 0.04 0.04 0.00
185.00 0.00 6,171 622.63 0.03 0.03 0.00
190.00 0.00 5,615 622.62 0.03 0.03 0.00
195.00 0.00 5,145 622.61 0.02 0.02 0.00
200.00 0.00 4,740 622.60 0.02 0.02 0.00
205.00 0.00 4,381 622.59 0.02 0.02 0.00
210.00 0.00 4,063 622.59 0.02 0.02 0.00
215.00 0.00 3,781 622.58 0.01 0.01 0.00
220.00 0.00 3,531 622.58 0.01 0.01 0.00
225.00 0.00 3,309 622.57 0.01 0.01 0.00
230.00 0.00 3,112 622.57 0.01 0.01 0.00
235.00 0.00 2,938 622.56 0.01 0.01 0.00
240.00 0.00 2,783 622.56 0.01 0.01 0.00
245.00 0.00 2,646 622.56 0.01 0.01 0.00
250.00 0.00 2,524 622.55 0.01 0.01 0.00

Courtyards at the Greenway Detention Type 1124-hr 1-yr 24 hr Rainfall=2.92"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 15
Summary for Pond 2P: Pond #2 (Wetpond)
Inflow Area = 11.100 ac, 53.96% Impervious, Inflow Depth = 1.67" for 1-yr 24 hr event
Inflow = 33.97 cfs @ 11.96 hrs, Volume= 1.544 af
Outflow = 0.35 cfs @ 20.99 hrs, Volume= 1.230 af, Atten= 99%, Lag= 541.8 min
Primary = 0.35 cfs @ 20.99 hrs, Volume= 1.230 af
Routed to Link 1 L : Post-Dev Area #1
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link 1 L : Post-Dev Area #1
Routing by Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs
Peak Elev= 627.86'@ 20.99 hrs Surf.Area= 18,345 sf Storage= 52,623 cf
Plug-Flow detention time= 1,562.9 min calculated for 1.230 af(80% of inflow)
Center-of-Mass det. time= 1,479.1 min ( 2,297.9 - 818.8 )
Volume Invert Avail.Storage Storage Description
#1 624.50' 95,852 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
624.50 11,483 0 0
625.00 14,211 6,424 6,424
626.00 15,215 14,713 21,137
627.00 17,285 16,250 37,387
628.00 18,524 17,905 55,291
629.00 20,266 19,395 74,686
630.00 22,065 21,166 95,852
Device Routing Invert Outlet Devices
#1 Primary 621.72' 18.0" Round Culvert
L= 120.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 621.72'/621.00' S= 0.0060 '/' Cc= 0.900
n= 0.010, Flow Area= 1.77 sf
#2 Device 1 625.50' 3.0" Vert. Water Quality Orifice C= 0.600
Limited to weir flow at low heads
#3 Device 1 628.00' 4.0' long x 1.50' rise Sharp-Crested Rectangular Weir X 2.00
2 End Contraction(s)
#4 Secondary 629.00' 45.0 deg x 25.0' long x 0.50' rise Emergency Spillway
Cv= 2.56 (C= 3.20)
#5 Device 1 628.50' 4.0' long x 1.00' rise Sharp-Crested Rectangular Weir X 2.00
2 End Contraction(s)
Primary OutFlow Max=0.35 cfs @ 20.99 hrs HW=627.86' (Free Discharge)
t 1=Culvert (Passes 0.35 cfs of 19.62 cfs potential flow)
2=Water Quality Orifice (Orifice Controls 0.35 cfs @ 7.19 fps)
3=Sharp-Crested Rectangular Weir( Controls 0.00 cfs)
5=Sharp-Crested Rectangular Weir( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=624.50' (Free Discharge)
4-4=Emergency Spillway( Controls 0.00 cfs)

Courtyards at the Greenway Detention Type 1124-hr 1-yr 24 hr Rainfall=2.92"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 16
Pond 2P: Pond #2 (Wetpond)
Hydrograph
/ T I I I I 1 I I I I I ,� T I I I -I I I 1 T
1 1 I 1 1 I 1 1 I 1 1 I 1 1 I 1 I I 1 I I 1 I I 1
_ ■Inflow
3.97 cfs I �
Outflowz - 1I 1 1 I 1 1 I 1 1 I 1 III I I 1 I �_11I I Primary
/ / 1 I 1 1 I 1 1 I 1 1 I 1 1 1T�A��—I' Il• I YUICY ■Secondary
364/ / / / / _1 _I _ I_ L 1 L _1_ L L 1 _I _ I_ L 1 PeE1-E�=627.i8�' -
34� / / / / _1 -1 - 1- L _L _I -1- 1- L _1 -1 - 1- 1- � I- 1- 1- � 1 - I- 1- -
32� / / / -+ -I - 1- 4 - -I- 1- -+ -1 - 1- I- 4 Storagg=52,,623-cf —
30 / z / /
28 / / / /
-1 1 1 tt -I 11 t -1 -I - 1- 1- 4 I I 1 t -t 1 I 1- t -
T T 1 1 -r -t I I r T 1 1 1 T rt 1 I 1- T -
26� / / 1 I I r/224/ / / / /I 7 71717T T T 71717 T 7 71717 17 T 7171717 T T 71717 17 T _
w /• 22� / / /1 I 1 1 I 1 1 1 1 1 1 1 1 1 1 I I 1 I I 1 I I 1
°- 20 / / / /1 I 1 1 I 1 1 I 1 1 I 1 1 I 1 I I 1 I I 1 I I 1
c 18 -/ / / / 1 —I — I— L 1 L _I_ I— L 1 _I — I— L 1 _I _I_ I— L 1 _I _ I_ L 1 —
u. 164/ / / / / _1 1 1 L 1 L 1 1 L A 1 1 L 1 1 1 1 L 1 1 I L 1 —
144-' / / / -4 1 1 T 4 - 1 1 L 4 1 1 I- 4 1 1 1 4 1 I I- -
124/ /
104-/ / / / T
8� / / / / -I I I t t t '— 1— t — I I I— t 11 t 1 t
6-/ / �'.0-35 cfs -- -1-.... ������������ �������ii%/ ��� ���� ��
0.00 cfs ��
0}�
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250
Time (hours)

Courtyards at the Greenway Detention Type 1124-hr 1-yr 24 hr Rainfall=2.92"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 17
Hydrograph for Pond 2P: Pond #2 (Wetpond)
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0 624.50 0.00 0.00 0.00
5.00 0.00 0 624.50 0.00 0.00 0.00
10.00 0.31 1,146 624.60 0.00 0.00 0.00
15.00 0.83 48,902 627.65 0.34 0.34 0.00
20.00 0.37 52,599 627.85 0.35 0.35 0.00
25.00 0.00 51,240 627.78 0.35 0.35 0.00
30.00 0.00 45,245 627.45 0.32 0.32 0.00
35.00 0.00 39,757 627.14 0.29 0.29 0.00
40.00 0.00 34,788 626.85 0.26 0.26 0.00
45.00 0.00 30,353 626.58 0.23 0.23 0.00
50.00 0.00 26,468 626.34 0.20 0.20 0.00
55.00 0.00 23,152 626.13 0.17 0.17 0.00
60.00 0.00 20,420 625.95 0.14 0.14 0.00
65.00 0.00 18,286 625.81 0.10 0.10 0.00
70.00 0.00 16,757 625.71 0.07 0.07 0.00
75.00 0.00 15,817 625.65 0.04 0.04 0.00
80.00 0.00 15,264 625.61 0.02 0.02 0.00
85.00 0.00 14,922 625.59 0.02 0.02 0.00
90.00 0.00 14,681 625.57 0.01 0.01 0.00
95.00 0.00 14,510 625.56 0.01 0.01 0.00
100.00 0.00 14,388 625.55 0.01 0.01 0.00
105.00 0.00 14,301 625.54 0.00 0.00 0.00
110.00 0.00 14,229 625.54 0.00 0.00 0.00
115.00 0.00 14,165 625.53 0.00 0.00 0.00
120.00 0.00 14,109 625.53 0.00 0.00 0.00
125.00 0.00 14,058 625.53 0.00 0.00 0.00
130.00 0.00 14,013 625.52 0.00 0.00 0.00
135.00 0.00 13,973 625.52 0.00 0.00 0.00
140.00 0.00 13,938 625.52 0.00 0.00 0.00
145.00 0.00 13,907 625.52 0.00 0.00 0.00
150.00 0.00 13,879 625.52 0.00 0.00 0.00
155.00 0.00 13,854 625.51 0.00 0.00 0.00
160.00 0.00 13,832 625.51 0.00 0.00 0.00
165.00 0.00 13,812 625.51 0.00 0.00 0.00
170.00 0.00 13,794 625.51 0.00 0.00 0.00
175.00 0.00 13,779 625.51 0.00 0.00 0.00
180.00 0.00 13,765 625.51 0.00 0.00 0.00
185.00 0.00 13,753 625.51 0.00 0.00 0.00
190.00 0.00 13,742 625.51 0.00 0.00 0.00
195.00 0.00 13,732 625.51 0.00 0.00 0.00
200.00 0.00 13,723 625.50 0.00 0.00 0.00
205.00 0.00 13,716 625.50 0.00 0.00 0.00
210.00 0.00 13,709 625.50 0.00 0.00 0.00
215.00 0.00 13,703 625.50 0.00 0.00 0.00
220.00 0.00 13,698 625.50 0.00 0.00 0.00
225.00 0.00 13,693 625.50 0.00 0.00 0.00
230.00 0.00 13,689 625.50 0.00 0.00 0.00
235.00 0.00 13,685 625.50 0.00 0.00 0.00
240.00 0.00 13,681 625.50 0.00 0.00 0.00
245.00 0.00 13,678 625.50 0.00 0.00 0.00
250.00 0.00 13,676 625.50 0.00 0.00 0.00

Courtyards at the Greenway Detention Type 1124-hr 1-yr 24 hr Rainfall=2.92"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 18
Summary for Link 1 L: Post-Dev Area #1
Inflow Area = 45.700 ac, 38.10% Impervious, Inflow Depth > 1.28" for 1-yr 24 hr event
Inflow = 12.73 cfs @ 12.04 hrs, Volume= 4.860 af
Primary = 12.73 cfs @ 12.04 hrs, Volume= 4.860 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs
Link 1 L: Post-Dev Area #1
Hydrograph
/�� I I I ID
147v ��2.73cfsII D Primary
13
,I 12.73; _ _F I-I - 7 -1 - 1- i - . 1 Inflow Area=45.700 ac
12 , 14 —I — I— + —I — I— + —I — I— + —I — I— + - 1 1 1
I I I I I I I I I I I I I I I I I I
117:' I I I I I I I I I I I I I I I I I
10-
9 -/ t —I — I— t —I — I— t —I — I— t —I — — t —I — — t —I — I-
- L 1 —I — I— 1 —I — I— 1 —I — I— 1 —I — I— 1 —I — I— _
8� 1 i 1 i 1 I 1 1
O 7- 1 1 1
g. — I— rt -I - I- rt
_[ -1 - H _L -1 - H T -1 - 1 T -I - H T -1 - T -1 - T -I -
5: z I I I I I I I I I I I 1 1 1 1 1
4 -" 11 I 1 I 1 1 I 1 I 1 1 1 1 1 1
3= —1 — 7 —I — I T —I — I— T —I — I T —I — I T —I — T —I — T —I —
21-/ 1 4 —1 — 1 4 —1 — I— T —1 — I + —I — 1 T —1 — T —1 — + —I — — -
1� % o0mm. .___
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250
Time (hours)

Courtyards at the Greenway Detention Type 1124-hr 1-yr 24 hr Rainfall=2.92"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 19
Hydrograph for Link 1 L: Post-Dev Area #1
Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs)
0.00 0.00 0.00 0.00
5.00 0.00 0.00 0.00
10.00 0.00 0.00 0.00
15.00 1.21 0.00 1.21
20.00 0.95 0.00 0.95
25.00 0.68 0.00 0.68
30.00 0.65 0.00 0.65
35.00 0.61 0.00 0.61
40.00 0.57 0.00 0.57
45.00 0.53 0.00 0.53
50.00 0.49 0.00 0.49
55.00 0.45 0.00 0.45
60.00 0.41 0.00 0.41
65.00 0.37 0.00 0.37
70.00 0.32 0.00 0.32
75.00 0.28 0.00 0.28
80.00 0.26 0.00 0.26
85.00 0.24 0.00 0.24
90.00 0.23 0.00 0.23
95.00 0.21 0.00 0.21
100.00 0.20 0.00 0.20
105.00 0.19 0.00 0.19
110.00 0.18 0.00 0.18
115.00 0.17 0.00 0.17
120.00 0.16 0.00 0.16
125.00 0.15 0.00 0.15
130.00 0.14 0.00 0.14
135.00 0.13 0.00 0.13
140.00 0.12 0.00 0.12
145.00 0.11 0.00 0.11
150.00 0.10 0.00 0.10
155.00 0.09 0.00 0.09
160.00 0.08 0.00 0.08
165.00 0.07 0.00 0.07
170.00 0.06 0.00 0.06
175.00 0.05 0.00 0.05
180.00 0.04 0.00 0.04
185.00 0.03 0.00 0.03
190.00 0.03 0.00 0.03
195.00 0.02 0.00 0.02
200.00 0.02 0.00 0.02
205.00 0.02 0.00 0.02
210.00 0.02 0.00 0.02
215.00 0.02 0.00 0.02
220.00 0.01 0.00 0.01
225.00 0.01 0.00 0.01
230.00 0.01 0.00 0.01
235.00 0.01 0.00 0.01
240.00 0.01 0.00 0.01
245.00 0.01 0.00 0.01
250.00 0.01 0.00 0.01

Courtyards at the Greenway Detention Type II 6-hr 2-yr 6-hr Rainfall=2.52"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 20
Time span=0.00-250.00 hrs, dt=0.01 hrs, 25001 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
SubcatchmentlS: Pre-Development Runoff Area=42.060 ac 1.90% Impervious Runoff Depth=0.50"
Flow Length=2,380' Tc=19.4 min CN=71 Runoff=28.45 cfs 1.757 af
Subcatchment2S: Pond#1 Area Runoff Area=22.200 ac 51.44% Impervious Runoff Depth=1.26"
Tc=5.0 min CN=86 Runoff=74.72 cfs 2.331 af
Subcatchment3S: Pond#2 Area Runoff Area=11.100 ac 53.96% Impervious Runoff Depth=1.33"
Tc=5.0 min CN=87 Runoff=39.16 cfs 1.228 af
Su bcatchment4S: Bypass Area#1 Runoff Area=12.400 ac 0.00% Impervious Runoff Depth=0.50"
Flow Length=2,156' Tc=10.9 min CN=71 Runoff=12.04 cfs 0.518 af
Pond 1P: Pond#1 (Wetpond) Peak Elev=624.39' Storage=98,132 cf Inflow=74.72 cfs 2.331 af
Primary=0.31 cfs 2.287 af Secondary=0.00 cfs 0.000 af Outflow=0.31 cfs 2.287 af
Pond 2P: Pond#2 (Wetpond) Peak Elev=627.71' Storage=49,992 cf Inflow=39.16 cfs 1.228 af
Primary=0.34 cfs 0.914 af Secondary=0.00 cfs 0.000 af Outflow=0.34 cfs 0.914 af
Link 1L: Post-Dev Area#1 Inflow=12.50 cfs 3.720 af
Primary=12.50 cfs 3.720 af
Total Runoff Area = 87.760 ac Runoff Volume = 5.833 af Average Runoff Depth = 0.80"
79.25% Pervious = 69.550 ac 20.75% Impervious = 18.210 ac

Courtyards at the Greenway Detention Type II 6-hr 2-yr 6-hr Rainfall=2.52"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 21
Summary for Subcatchment 1S: Pre-Development Drainage Area
Runoff = 28.45 cfs @ 3.17 hrs, Volume= 1.757 af, Depth= 0.50"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs
Type II 6-hr 2-yr 6-hr Rainfall=2.52"
Area (ac) CN Description
36.560 70 Woods, Good, HSG C
4.700 74 >75% Grass cover, Good, HSG C
0.800 98 Unconnected pavement, HSG C
42.060 71 Weighted Average
41.260 98.10% Pervious Area
0.800 1.90% Impervious Area
0.800 100.00°/a Unconnected
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.4 100 0.0770 0.31 Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.52"
7.1 389 0.0330 0.91 Shallow Concentrated Flow, Shallow Concentrated Flow
Woodland Kv= 5.0 fps
3.1 930 0.0250 5.01 41.30 Trap/Vee/Rect Channel Flow, Channel Flow
Bot.W=1.00' D=1.50' Z= 3.0 '/' Top.W=10.00'
n= 0.040 Winding stream, pools & shoals
3.8 961 0.0150 4.24 47.75 Trap/Vee/Rect Channel Flow, Channel Flow
Bot.W=3.00' D=1.50' Z= 3.0 '/' Top.W=12.00'
n= 0.040 Winding stream, pools & shoals
19.4 2,380 Total

Courtyards at the Greenway Detention Type II 6-hr 2-yr 6-hr Rainfall=2.52"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 22
Subcatchment 1S: Pre-Development Drainage Area
Hydrograph
I I I I I 1 I 1 1 1 1 1 1 1 1 1 1 1 1
11- rt 1 1- 1 1 + 1 1 - I 1 fi 1 + H 1 fi I I rt I + - ■Runoff
428.45 cfs l 4 —I— A- -1 - I- 4 -1 - I- 4 -1- F -I - I- 4 -1 - 4 -I -1- 4 -1 - I- 4 -I- 4 -
26� I 1 I I I I I I I I I I I I I I I I I I I 1 ,
24= 1 1 I 1 1 I 1 I I 1 I I 1 I 1 1 I 1 1 I try 1 -11I1
7 -1777 - 17T -1717 -17T7 - 17 L= r'� r1Rairifall 25T' -
22
- + 1 + + 1 - + + -1 + + + + + rH -1 + + + -11- + -
20 / 4 -I- 1_ -I - I_ _L -I - I_ H -I- 1_ -I - 1_ _LRunou -Ar@-a 42.O6Oac -
16_ �.I
o - 1 1 I I I I I I I I 1 RU111of Delptlh0.50'.
Li 14=
t 1 1- + 1 1 + 1 t -I + 1 C1- -1 1 t I 1 t I p -
12= 4 -1- A- -I - I- 4 -1 - I- 4 -I- -I - I- 4 -1 -HowILengt 2,3180'
18- 1 I I 1 I I 1 I I I 1 1 I 1 1
6 j 1 T T -11 T T - 11 T I 1 - T I 11 T 1 11 ©Nt71 -
2 /+ -1- + -1 - 1- + -1 + + - 1 T 1 - + H -1- + -I - 1- -A + -
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250
Time (hours)

Courtyards at the Greenway Detention Type II 6-hr 2-yr 6-hr Rainfall=2.52"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 23
Hydrograph for Subcatchment 1 S: Pre-Development Drainage Area
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
5.00 2.40 0.44 3.08
10.00 2.52 0.50 0.00
15.00 2.52 0.50 0.00
20.00 2.52 0.50 0.00
25.00 2.52 0.50 0.00
30.00 2.52 0.50 0.00
35.00 2.52 0.50 0.00
40.00 2.52 0.50 0.00
45.00 2.52 0.50 0.00
50.00 2.52 0.50 0.00
55.00 2.52 0.50 0.00
60.00 2.52 0.50 0.00
65.00 2.52 0.50 0.00
70.00 2.52 0.50 0.00
75.00 2.52 0.50 0.00
80.00 2.52 0.50 0.00
85.00 2.52 0.50 0.00
90.00 2.52 0.50 0.00
95.00 2.52 0.50 0.00
100.00 2.52 0.50 0.00
105.00 2.52 0.50 0.00
110.00 2.52 0.50 0.00
115.00 2.52 0.50 0.00
120.00 2.52 0.50 0.00
125.00 2.52 0.50 0.00
130.00 2.52 0.50 0.00
135.00 2.52 0.50 0.00
140.00 2.52 0.50 0.00
145.00 2.52 0.50 0.00
150.00 2.52 0.50 0.00
155.00 2.52 0.50 0.00
160.00 2.52 0.50 0.00
165.00 2.52 0.50 0.00
170.00 2.52 0.50 0.00
175.00 2.52 0.50 0.00
180.00 2.52 0.50 0.00
185.00 2.52 0.50 0.00
190.00 2.52 0.50 0.00
195.00 2.52 0.50 0.00
200.00 2.52 0.50 0.00
205.00 2.52 0.50 0.00
210.00 2.52 0.50 0.00
215.00 2.52 0.50 0.00
220.00 2.52 0.50 0.00
225.00 2.52 0.50 0.00
230.00 2.52 0.50 0.00
235.00 2.52 0.50 0.00
240.00 2.52 0.50 0.00
245.00 2.52 0.50 0.00
250.00 2.52 0.50 0.00

Courtyards at the Greenway Detention Type II 6-hr 2-yr 6-hr Rainfall=2.52"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 24
Summary for Subcatchment 2S: Pond #1 Area
Runoff = 74.72 cfs @ 2.96 hrs, Volume= 2.331 af, Depth= 1.26"
Routed to Pond 1 P : Pond #1 (Wetpond)
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs
Type II 6-hr 2-yr 6-hr Rainfall=2.52"
Area (ac) CN Description
11.420 98 Unconnected pavement, HSG C
10.780 74 >75% Grass cover, Good, HSG C
22.200 86 Weighted Average
10.780 48.56% Pervious Area
11.420 51.44% Impervious Area
11.420 100.00% Unconnected
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Assumed Tc
Subcatchment 2S: Pond #1 Area
Hydrograph
I I I I I
1111 I 1 1 I 1 I I 1 1 I 1 1 I 1 1 I 1 ■Runoff
�n(_ 1 1 74.72 cfs I-F 1 F 1 T 1 F -[ 1 I T 1 F - T 7
75?✓/ Type
70='/ 4 1 I F 1 T 1 F 4 1 F F 1- T 1 - F F -1 4 - - 1 4 4
65 11 I I 1 I I 1 I 1 1 I 1 1 I 1 1 ►ihr _
60 `/ I I I 1 I I 1 I 1 1 12_. i6 IRairif1u.2.52F. _
55. / 1 1 1 1 1 1 1 1 1 1 1 1 1 ry- 1 1 1 1 1 1 1 1 1
50='/ 1 1 I 1 I I I I I ' Runoff Area222 2D-0�ac
f
" 45� 7 -I- T -I - I- T -I - 7 -I- T ilk 'ffHV-Y11 _111-F `-11
3
: / fiI 1- II T I � fiI fi H I
_ 40- 'u h off Deg h 12-G
" 35= L -1_ L -1 - 1- 1 -1 _ L 7 _1- L J - 1- 1 -1 _ L F -1- L -1 - 1- L -1- L _
30 / I I I I I I I I I I I I I I I I I I Tc5.0 min
257E / 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I fel .L
204 / 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 "' 1
7 -17 T -1 - 1- T -1 - 1 7 -1- T 71 - 1- T -1 - 7 71 -1- 7 -1 - 1- 7 7
17 7 -
10= I I -I - - -I - F F -I- F -I - I- F - 1
5' d
0
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250
Time (hours)

Courtyards at the Greenway Detention Type II 6-hr 2-yr 6-hr Rainfall=2.52"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 25
Hydrograph for Subcatchment 2S: Pond #1 Area
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
5.00 2.40 1.16 2.48
10.00 2.52 1.26 0.00
15.00 2.52 1.26 0.00
20.00 2.52 1.26 0.00
25.00 2.52 1.26 0.00
30.00 2.52 1.26 0.00
35.00 2.52 1.26 0.00
40.00 2.52 1.26 0.00
45.00 2.52 1.26 0.00
50.00 2.52 1.26 0.00
55.00 2.52 1.26 0.00
60.00 2.52 1.26 0.00
65.00 2.52 1.26 0.00
70.00 2.52 1.26 0.00
75.00 2.52 1.26 0.00
80.00 2.52 1.26 0.00
85.00 2.52 1.26 0.00
90.00 2.52 1.26 0.00
95.00 2.52 1.26 0.00
100.00 2.52 1.26 0.00
105.00 2.52 1.26 0.00
110.00 2.52 1.26 0.00
115.00 2.52 1.26 0.00
120.00 2.52 1.26 0.00
125.00 2.52 1.26 0.00
130.00 2.52 1.26 0.00
135.00 2.52 1.26 0.00
140.00 2.52 1.26 0.00
145.00 2.52 1.26 0.00
150.00 2.52 1.26 0.00
155.00 2.52 1.26 0.00
160.00 2.52 1.26 0.00
165.00 2.52 1.26 0.00
170.00 2.52 1.26 0.00
175.00 2.52 1.26 0.00
180.00 2.52 1.26 0.00
185.00 2.52 1.26 0.00
190.00 2.52 1.26 0.00
195.00 2.52 1.26 0.00
200.00 2.52 1.26 0.00
205.00 2.52 1.26 0.00
210.00 2.52 1.26 0.00
215.00 2.52 1.26 0.00
220.00 2.52 1.26 0.00
225.00 2.52 1.26 0.00
230.00 2.52 1.26 0.00
235.00 2.52 1.26 0.00
240.00 2.52 1.26 0.00
245.00 2.52 1.26 0.00
250.00 2.52 1.26 0.00

Courtyards at the Greenway Detention Type II 6-hr 2-yr 6-hr Rainfall=2.52"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 26
Summary for Subcatchment 3S: Pond #2 Area
Runoff = 39.16 cfs @ 2.96 hrs, Volume= 1.228 af, Depth= 1.33"
Routed to Pond 2P : Pond #2 (Wetpond)
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs
Type II 6-hr 2-yr 6-hr Rainfall=2.52"
Area (ac) CN Description
5.990 98 Unconnected pavement, HSG C
5.110 74 >75% Grass cover, Good, HSG C
11.100 87 Weighted Average
5.110 46.04% Pervious Area
5.990 53.96% Impervious Area
5.990 100.00% Unconnected
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Assumed Tc
Subcatchment 3S: Pond #2 Area
Hydrograph
11 1 I 1 I I I I I I I I I I I I
42 1 1 1 1 1 I 1 I I 1 I i 1 1 1 1 I 1 1 I 1 1 I 1 ■Runoff
A 39.16 cfs l 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I
38= H -I LI _ I _L _I L7 _ I LJ _ I_ T I _ LJ I_ LI I_TyPeu -
36'_ z -1 L -1 - 1 T -1 H - 1 t - 1- T 1 - 1 t -1 1-
34= -1 -1- L I I T I I t I T -I - H I- H -I I}- -1
32= / H -I- 1- - - I- -h -I - 1fi -I- t - 1- 1'r'61r'Rairif-a'11 252"
30= / 7 -I- 1- -I - I- T -I - I- 7 -I- T - I- T r T T -1 T -I - 1 T -1- T 7
28=_ Rlunaff Area fil.1700-ac
26 �}�I I� `1 It r"?' 11
"* f 24
22_ 1 1 1 1 1 1 1 1 1 1 1 1 R if to `�'
s- -1 -1 - 1 T -1 H 4 - 1 � � 1 UIhe H -I - b 1. 3L
H -I- L -I - 1 T -I - H - I H - I- + -I - HH -I- -- TIc--5-0-mi1�
14_ / 4 -I L 1 - I T -I H- fi I H H I- T I - H- H I- H -1 I-( 1
12= 71 F 1 - I T -I T T - I T T - I- T I T H I- T -1 �I�
10=
I I 1 I 1 1 I 1 1 I 1 1 1 1 1 1 1
I I I I I I I I I I I I
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220' 230' 240 250
Time (hours)

Courtyards at the Greenway Detention Type II 6-hr 2-yr 6-hr Rainfall=2.52"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 27
Hydrograph for Subcatchment 3S: Pond #2 Area
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
5.00 2.40 1.23 1.27
10.00 2.52 1.33 0.00
15.00 2.52 1.33 0.00
20.00 2.52 1.33 0.00
25.00 2.52 1.33 0.00
30.00 2.52 1.33 0.00
35.00 2.52 1.33 0.00
40.00 2.52 1.33 0.00
45.00 2.52 1.33 0.00
50.00 2.52 1.33 0.00
55.00 2.52 1.33 0.00
60.00 2.52 1.33 0.00
65.00 2.52 1.33 0.00
70.00 2.52 1.33 0.00
75.00 2.52 1.33 0.00
80.00 2.52 1.33 0.00
85.00 2.52 1.33 0.00
90.00 2.52 1.33 0.00
95.00 2.52 1.33 0.00
100.00 2.52 1.33 0.00
105.00 2.52 1.33 0.00
110.00 2.52 1.33 0.00
115.00 2.52 1.33 0.00
120.00 2.52 1.33 0.00
125.00 2.52 1.33 0.00
130.00 2.52 1.33 0.00
135.00 2.52 1.33 0.00
140.00 2.52 1.33 0.00
145.00 2.52 1.33 0.00
150.00 2.52 1.33 0.00
155.00 2.52 1.33 0.00
160.00 2.52 1.33 0.00
165.00 2.52 1.33 0.00
170.00 2.52 1.33 0.00
175.00 2.52 1.33 0.00
180.00 2.52 1.33 0.00
185.00 2.52 1.33 0.00
190.00 2.52 1.33 0.00
195.00 2.52 1.33 0.00
200.00 2.52 1.33 0.00
205.00 2.52 1.33 0.00
210.00 2.52 1.33 0.00
215.00 2.52 1.33 0.00
220.00 2.52 1.33 0.00
225.00 2.52 1.33 0.00
230.00 2.52 1.33 0.00
235.00 2.52 1.33 0.00
240.00 2.52 1.33 0.00
245.00 2.52 1.33 0.00
250.00 2.52 1.33 0.00

Courtyards at the Greenway Detention Type II 6-hr 2-yr 6-hr Rainfall=2.52"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 28
Summary for Subcatchment 4S: Bypass Area #1
Runoff = 12.04 cfs @ 3.05 hrs, Volume= 0.518 af, Depth= 0.50"
Routed to Link 1 L : Post-Dev Area #1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs
Type II 6-hr 2-yr 6-hr Rainfall=2.52"
Area (ac) CN Description
10.600 70 Woods, Good, HSG C
1.800 74 >75% Grass cover, Good, HSG C
12.400 71 Weighted Average
12.400 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.7 100 0.2000 0.45 Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.52"
0.8 429 0.0400 8.44 69.65 Trap/Vee/Rect Channel Flow, Channel Flow
Bot.W=1.00' D=1.50' Z= 3.0 '/' Top.W=10.00'
n= 0.030 Stream, clean & straight
6.4 1,627 0.0150 4.24 47.75 Trap/Vee/Rect Channel Flow, Channel Flow
Bot.W=3.00' D=1.50' Z= 3.0 '/' Top.W=12.00'
n= 0.040 Winding stream, pools & shoals
10.9 2,156 Total
Subcatchment 4S: Bypass Area #1
Hydrograph
I _ I I I _
13 _ 1 I II I I 1 1 I 1 1 I 1 ■Runoff
112.04 cfs I — — 1 — — fi — — — — — —
12-'e
11- % I
—�h+
10-'/ 1 T T T 1 T T T T T 1 T Tye— T 7 111'
/ _1_ L _I _ I_ 1 _1 _ L1 _ 1_ L _I _ 1_ 12 .1641 IRairiffi _z5_r -
1 1 1 1 1 1 1 1 1 1 1 1
1 1 1 1 1 Runoff Are -ac
7/ T I I U1lo f Q111* = .$'I of
j 1 1 1 1 Rufloff Delptlh0.50"
4 -1- H — I— + —1 — — — H H + -1 - L 4 -1- + 14 -1- L —
5 % 1 Flow 1Length=2,1156'5 1 -
-r -1 - 1- rt -1 - r � -1- G1-1n
3- _ I L I _I L ICI7 1 -
2- 1 1 ' I I I I I I I I I I
I— T —I — I— T —I I — L I— T —I I— 7 —I L
17'1
0 /
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250
Time (hours)

Courtyards at the Greenway Detention Type II 6-hr 2-yr 6-hr Rainfall=2.52"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 29
Hydrograph for Subcatchment 4S: Bypass Area #1
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
5.00 2.40 0.44 0.86
10.00 2.52 0.50 0.00
15.00 2.52 0.50 0.00
20.00 2.52 0.50 0.00
25.00 2.52 0.50 0.00
30.00 2.52 0.50 0.00
35.00 2.52 0.50 0.00
40.00 2.52 0.50 0.00
45.00 2.52 0.50 0.00
50.00 2.52 0.50 0.00
55.00 2.52 0.50 0.00
60.00 2.52 0.50 0.00
65.00 2.52 0.50 0.00
70.00 2.52 0.50 0.00
75.00 2.52 0.50 0.00
80.00 2.52 0.50 0.00
85.00 2.52 0.50 0.00
90.00 2.52 0.50 0.00
95.00 2.52 0.50 0.00
100.00 2.52 0.50 0.00
105.00 2.52 0.50 0.00
110.00 2.52 0.50 0.00
115.00 2.52 0.50 0.00
120.00 2.52 0.50 0.00
125.00 2.52 0.50 0.00
130.00 2.52 0.50 0.00
135.00 2.52 0.50 0.00
140.00 2.52 0.50 0.00
145.00 2.52 0.50 0.00
150.00 2.52 0.50 0.00
155.00 2.52 0.50 0.00
160.00 2.52 0.50 0.00
165.00 2.52 0.50 0.00
170.00 2.52 0.50 0.00
175.00 2.52 0.50 0.00
180.00 2.52 0.50 0.00
185.00 2.52 0.50 0.00
190.00 2.52 0.50 0.00
195.00 2.52 0.50 0.00
200.00 2.52 0.50 0.00
205.00 2.52 0.50 0.00
210.00 2.52 0.50 0.00
215.00 2.52 0.50 0.00
220.00 2.52 0.50 0.00
225.00 2.52 0.50 0.00
230.00 2.52 0.50 0.00
235.00 2.52 0.50 0.00
240.00 2.52 0.50 0.00
245.00 2.52 0.50 0.00
250.00 2.52 0.50 0.00

Courtyards at the Greenway Detention Type II 6-hr 2-yr 6-hr Rainfall=2.52"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 30
Summary for Pond 1 P: Pond #1 (Wetpond)
Inflow Area = 22.200 ac, 51.44% Impervious, Inflow Depth = 1.26" for 2-yr 6-hr event
Inflow = 74.72 cfs @ 2.96 hrs, Volume= 2.331 af
Outflow = 0.31 cfs @ 6.11 hrs, Volume= 2.287 af, Atten= 100%, Lag= 188.7 min
Primary = 0.31 cfs @ 6.11 hrs, Volume= 2.287 af
Routed to Link 1 L : Post-Dev Area #1
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link 1 L : Post-Dev Area #1
Routing by Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs
Peak Elev= 624.39'@ 6.11 hrs Surf.Area= 55,411 sf Storage= 98,132 cf
Plug-Flow detention time=3,576.0 min calculated for 2.287 af(98% of inflow)
Center-of-Mass det. time= 3,573.5 min ( 3,779.1 - 205.5 )
Volume Invert Avail.Storage Storage Description
#1 622.50' 319,560 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
622.50 45,693 0 0
623.00 50,976 24,167 24,167
624.00 54,134 52,555 76,722
625.00 57,401 55,768 132,490
626.00 60,612 59,007 191,496
627.00 64,029 62,321 253,817
628.00 67,457 65,743 319,560
Device Routing Invert Outlet Devices
#1 Primary 616.00' 24.0" Round Culvert
L= 178.9' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 616.00'/615.00' S= 0.0056 '/' Cc= 0.900
n= 0.010, Flow Area= 3.14 sf
#2 Device 1 622.50' 3.0" Vert. Water Quality Orifice C= 0.600
Limited to weir flow at low heads
#3 Device 1 626.00' 4.0' long x 1.50' rise Sharp-Crested Rectangular Weir X 2.00
0 End Contraction(s)
#4 Secondary 627.00' 45.0 deg x 35.0' long x 0.50' rise Emergency Spillway
Cv= 2.56 (C= 3.20)
Primary OutFlow Max=0.31 cfs @ 6.11 hrs HW=624.39' (Free Discharge)
L1=Culvert (Passes 0.31 cfs of 40.82 cfs potential flow)
12=Water Quality Orifice (Orifice Controls 0.31 cfs @ 6.40 fps)
3=Sharp-Crested Rectangular Weir( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=622.50' (Free Discharge)
4-4=Emergency Spillway( Controls 0.00 cfs)

Courtyards at the Greenway Detention Type II 6-hr 2-yr 6-hr Rainfall=2.52"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 31
Pond 1 P: Pond #1 (Wetpond)
Hydrograph
1 I I 1 I 1 1 1 1 1 1 1 1
I 1 I I 1 I 1 1 1 I 1 1 1 1 ■Inflow
74.72 cfs I 1 •Outflow
1 1 1 1 1 1 1 1 1
j 1 1 1 1 1 1 1 1 1 Inf ow Area=22.200 ac o Primary
e onaafy
80 / 11 I I I II II Peak Elev=624.39'
753( , /- I I I I I I I I I
70 / 1 I I I I II II Storage=98,132 cf
65 -: ' I 1 I 1 1 1 I I I I
604/ : ' / 1 I 1 1 I I I I I I I I I I I I I I I I I I I
55:' I I I I II II I I I I I I
50: / / I I 1 I 1 I 1 1 I I I I I I I
045-- z /
340i7 , 1 1 I I I II II I I I I I I
u. 35� TT 1 TTT 71717 TT TT 1 TT TT
30 - 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
25--' T 1 TTT T T T T 1 T T 1 I FT
20 I TTT I I I T T —I— I— T T —I — I— T T -
15 -/ z
104' mid;
0.31 cfs
10.00 cfs
0 W -
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250
Time (hours)

Courtyards at the Greenway Detention Type II 6-hr 2-yr 6-hr Rainfall=2.52"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 32
Hydrograph for Pond 1 P: Pond #1 (Wetpond)
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0 622.50 0.00 0.00 0.00
5.00 2.48 90,899 624.26 0.30 0.30 0.00
10.00 0.00 93,820 624.31 0.31 0.31 0.00
15.00 0.00 88,375 624.21 0.30 0.30 0.00
20.00 0.00 83,096 624.12 0.29 0.29 0.00
25.00 0.00 77,982 624.02 0.28 0.28 0.00
30.00 0.00 73,035 623.93 0.27 0.27 0.00
35.00 0.00 68,256 623.84 0.26 0.26 0.00
40.00 0.00 63,645 623.76 0.25 0.25 0.00
45.00 0.00 59,205 623.67 0.24 0.24 0.00
50.00 0.00 54,934 623.59 0.23 0.23 0.00
55.00 0.00 50,836 623.51 0.22 0.22 0.00
60.00 0.00 46,909 623.44 0.21 0.21 0.00
65.00 0.00 43,154 623.37 0.20 0.20 0.00
70.00 0.00 39,574 623.30 0.19 0.19 0.00
75.00 0.00 36,168 623.23 0.18 0.18 0.00
80.00 0.00 32,937 623.17 0.17 0.17 0.00
85.00 0.00 29,882 623.11 0.16 0.16 0.00
90.00 0.00 27,003 623.06 0.16 0.16 0.00
95.00 0.00 24,301 623.00 0.15 0.15 0.00
100.00 0.00 21,777 622.95 0.14 0.14 0.00
105.00 0.00 19,432 622.91 0.13 0.13 0.00
110.00 0.00 17,269 622.86 0.12 0.12 0.00
115.00 0.00 15,289 622.82 0.10 0.10 0.00
120.00 0.00 13,495 622.79 0.09 0.09 0.00
125.00 0.00 11,885 622.75 0.08 0.08 0.00
130.00 0.00 10,464 622.72 0.07 0.07 0.00
135.00 0.00 9,233 622.70 0.06 0.06 0.00
140.00 0.00 8,199 622.68 0.05 0.05 0.00
145.00 0.00 7,331 622.66 0.04 0.04 0.00
150.00 0.00 6,597 622.64 0.04 0.04 0.00
155.00 0.00 5,976 622.63 0.03 0.03 0.00
160.00 0.00 5,450 622.62 0.03 0.03 0.00
165.00 0.00 5,005 622.61 0.02 0.02 0.00
170.00 0.00 4,616 622.60 0.02 0.02 0.00
175.00 0.00 4,271 622.59 0.02 0.02 0.00
180.00 0.00 3,966 622.59 0.02 0.02 0.00
185.00 0.00 3,695 622.58 0.01 0.01 0.00
190.00 0.00 3,454 622.57 0.01 0.01 0.00
195.00 0.00 3,241 622.57 0.01 0.01 0.00
200.00 0.00 3,052 622.57 0.01 0.01 0.00
205.00 0.00 2,884 622.56 0.01 0.01 0.00
210.00 0.00 2,736 622.56 0.01 0.01 0.00
215.00 0.00 2,604 622.56 0.01 0.01 0.00
220.00 0.00 2,486 622.55 0.01 0.01 0.00
225.00 0.00 2,376 622.55 0.01 0.01 0.00
230.00 0.00 2,270 622.55 0.01 0.01 0.00
235.00 0.00 2,169 622.55 0.01 0.01 0.00
240.00 0.00 2,073 622.55 0.01 0.01 0.00
245.00 0.00 1,980 622.54 0.01 0.01 0.00
250.00 0.00 1,892 622.54 0.00 0.00 0.00

Courtyards at the Greenway Detention Type II 6-hr 2-yr 6-hr Rainfall=2.52"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 33
Summary for Pond 2P: Pond #2 (Wetpond)
Inflow Area = 11.100 ac, 53.96% Impervious, Inflow Depth = 1.33" for 2-yr 6-hr event
Inflow = 39.16 cfs @ 2.96 hrs, Volume= 1.228 af
Outflow = 0.34 cfs @ 6.08 hrs, Volume= 0.914 af, Atten= 99%, Lag= 187.3 min
Primary = 0.34 cfs @ 6.08 hrs, Volume= 0.914 af
Routed to Link 1 L : Post-Dev Area #1
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link 1 L : Post-Dev Area #1
Routing by Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs
Peak Elev= 627.71'@ 6.08 hrs Surf.Area= 18,166 sf Storage= 49,992 cf
Plug-Flow detention time= 1,353.8 min calculated for 0.914 af(74% of inflow)
Center-of-Mass det. time= 1,328.6 min ( 1,533.1 - 204.5 )
Volume Invert Avail.Storage Storage Description
#1 624.50' 95,852 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
624.50 11,483 0 0
625.00 14,211 6,424 6,424
626.00 15,215 14,713 21,137
627.00 17,285 16,250 37,387
628.00 18,524 17,905 55,291
629.00 20,266 19,395 74,686
630.00 22,065 21,166 95,852
Device Routing Invert Outlet Devices
#1 Primary 621.72' 18.0" Round Culvert
L= 120.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 621.72'/621.00' S= 0.0060 '/' Cc= 0.900
n= 0.010, Flow Area= 1.77 sf
#2 Device 1 625.50' 3.0" Vert. Water Quality Orifice C= 0.600
Limited to weir flow at low heads
#3 Device 1 628.00' 4.0' long x 1.50' rise Sharp-Crested Rectangular Weir X 2.00
2 End Contraction(s)
#4 Secondary 629.00' 45.0 deg x 25.0' long x 0.50' rise Emergency Spillway
Cv= 2.56 (C= 3.20)
#5 Device 1 628.50' 4.0' long x 1.00' rise Sharp-Crested Rectangular Weir X 2.00
2 End Contraction(s)
Primary OutFlow Max=0.34 cfs @ 6.08 hrs HW=627.71' (Free Discharge)
t 1=Culvert (Passes 0.34 cfs of 19.35 cfs potential flow)
2=Water Quality Orifice (Orifice Controls 0.34 cfs @ 6.95 fps)
3=Sharp-Crested Rectangular Weir( Controls 0.00 cfs)
5=Sharp-Crested Rectangular Weir( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=624.50' (Free Discharge)
4-4=Emergency Spillway( Controls 0.00 cfs)

Courtyards at the Greenway Detention Type II 6-hr 2-yr 6-hr Rainfall=2.52"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 34
Pond 2P: Pond #2 (Wetpond)
Hydrograph
11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
/lr 1 _1 _I _ I_ L 1 L _1_ I_ L _1 _1 _ 1_ L 1 _I _I_ I_ L 1 _I _ 1_ L 1 — ■Inflow
39.16 cfs I •Outflow
+ -1 -I - I- + + -I- I- + -1 -I - 1- - -I -I- I- I - l- +�++ - •Primary
/ T -r 1 1 r T T 1 1- T -r 1 1 irl oW-QAre h� rac - ■secondary
42; ��
40" peajcI_E f=627.71L
38 ./ / / / F -1 -1 - 1- F441 -1- 1- F -1 -1 - 1- I- 4 -I -I- 1- F4 -1 - 114I- F -
36 / / / T -t I - I t- T - 1 I - -t -I - 1 L T Storage=49,-9192-C- -
324" / /
304/ _L _1 1 1 LTL 1 1 L _1 _1 _ 1_ LT I I I _L _L 1 1 LT
28 / + -4 -I - I- -k + + -I- I- + -4 -I - 1- 1- + -I -I- I- -k4 -I - I- 1- + -
a 26-' / T A 1 1 F T T 1 I T F1 71717 L T 1 1 1 T 7 1 1 L T -
24= I I I I I I I I I I I I I I I I I I I I I I I I
3 22='
020 T -1 1 - 1 FT7 -I- F -1 1 -1 LT -I -I- F4 1 -I- LT -
LL18 -I - I- 1- t -I -I- I- fi -1 -I - I- I- t -1 -1- I- fifi -I - 1- I- fi -
16;' 1 I I 1 I I I I I 1 I I I I 1 1 I 1 1 I 1 1 I
14
12=' 1 _1 _I _ I_ L1L _I- I_ L _1 _1 _ 1_ L1 _I _1_ I_ L1 _I _ 1_ L1 -
10 / / / I I I I I I I I I + -I -I- 1- -F -F -1 - I- }- + -
6471 / 0.34 c f s
0.34 cfs
0.00 cf5 ��1 <%l G !!�i . �
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250
Time (hours)

Courtyards at the Greenway Detention Type II 6-hr 2-yr 6-hr Rainfall=2.52"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 35
Hydrograph for Pond 2P: Pond #2 (Wetpond)
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0 624.50 0.00 0.00 0.00
5.00 1.27 46,984 627.54 0.33 0.33 0.00
10.00 0.00 45,372 627.45 0.32 0.32 0.00
15.00 0.00 39,873 627.14 0.29 0.29 0.00
20.00 0.00 34,893 626.85 0.26 0.26 0.00
25.00 0.00 30,445 626.59 0.23 0.23 0.00
30.00 0.00 26,548 626.35 0.20 0.20 0.00
35.00 0.00 23,219 626.14 0.17 0.17 0.00
40.00 0.00 20,475 625.96 0.14 0.14 0.00
45.00 0.00 18,326 625.81 0.10 0.10 0.00
50.00 0.00 16,784 625.71 0.07 0.07 0.00
55.00 0.00 15,833 625.65 0.04 0.04 0.00
60.00 0.00 15,274 625.61 0.02 0.02 0.00
65.00 0.00 14,928 625.59 0.02 0.02 0.00
70.00 0.00 14,686 625.57 0.01 0.01 0.00
75.00 0.00 14,513 625.56 0.01 0.01 0.00
80.00 0.00 14,390 625.55 0.01 0.01 0.00
85.00 0.00 14,303 625.54 0.00 0.00 0.00
90.00 0.00 14,231 625.54 0.00 0.00 0.00
95.00 0.00 14,167 625.53 0.00 0.00 0.00
100.00 0.00 14,110 625.53 0.00 0.00 0.00
105.00 0.00 14,059 625.53 0.00 0.00 0.00
110.00 0.00 14,014 625.52 0.00 0.00 0.00
115.00 0.00 13,974 625.52 0.00 0.00 0.00
120.00 0.00 13,939 625.52 0.00 0.00 0.00
125.00 0.00 13,907 625.52 0.00 0.00 0.00
130.00 0.00 13,879 625.52 0.00 0.00 0.00
135.00 0.00 13,854 625.51 0.00 0.00 0.00
140.00 0.00 13,832 625.51 0.00 0.00 0.00
145.00 0.00 13,812 625.51 0.00 0.00 0.00
150.00 0.00 13,795 625.51 0.00 0.00 0.00
155.00 0.00 13,779 625.51 0.00 0.00 0.00
160.00 0.00 13,765 625.51 0.00 0.00 0.00
165.00 0.00 13,753 625.51 0.00 0.00 0.00
170.00 0.00 13,742 625.51 0.00 0.00 0.00
175.00 0.00 13,732 625.51 0.00 0.00 0.00
180.00 0.00 13,724 625.50 0.00 0.00 0.00
185.00 0.00 13,716 625.50 0.00 0.00 0.00
190.00 0.00 13,709 625.50 0.00 0.00 0.00
195.00 0.00 13,703 625.50 0.00 0.00 0.00
200.00 0.00 13,698 625.50 0.00 0.00 0.00
205.00 0.00 13,693 625.50 0.00 0.00 0.00
210.00 0.00 13,689 625.50 0.00 0.00 0.00
215.00 0.00 13,685 625.50 0.00 0.00 0.00
220.00 0.00 13,681 625.50 0.00 0.00 0.00
225.00 0.00 13,678 625.50 0.00 0.00 0.00
230.00 0.00 13,676 625.50 0.00 0.00 0.00
235.00 0.00 13,673 625.50 0.00 0.00 0.00
240.00 0.00 13,671 625.50 0.00 0.00 0.00
245.00 0.00 13,669 625.50 0.00 0.00 0.00
250.00 0.00 13,668 625.50 0.00 0.00 0.00

Courtyards at the Greenway Detention Type II 6-hr 2-yr 6-hr Rainfall=2.52"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 36
Summary for Link 1 L: Post-Dev Area #1
Inflow Area = 45.700 ac, 38.10% Impervious, Inflow Depth > 0.98" for 2-yr 6-hr event
Inflow = 12.50 cfs @ 3.05 hrs, Volume= 3.720 af
Primary = 12.50 cfs @ 3.05 hrs, Volume= 3.720 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs
Link 1 L: Post-Dev Area #1
Hydrograph
4 — — — + — — I- —1 — I— + —I — 1— + —I — H + —1 — I— - ❑ Inflow
1 12.50 cfs I I 1 I 1 1 I 1 I 1 I -0 Primary
1112.5 cfs r 1 . . 1 . 1 In�flownr Ai ea 45.17GO c
12- I 11- 1 —I — IT —I — I T - 1 I I r —I — I-
11 — - 4 -1 — I— + —I - 1 + —I - 1— + -1 — I— + —I - 1— + —I - 1— + -1 — I— -
I I 11 I I 1 I 1 I 1 I 1 I 1 I 11 I
10 I I I I I I I I I 1 I I 1I
9- / 7 -1 7 —I I T -1 1— T —I I T —I I T —I I T —I I T —I I -
/ -1 — 4 -1 — I— + —I - 1 + -1 - 1 + -1 — I— + -1 - 1 + -1 - 1 + -1 — -
8- / I I I I I I I I I I I I I I I I I I I I I I I
3 7 I I 11 I I 1 I 1 I 1 I 1 I 1 I 11
0
M 6- T 7 T 1— T 1 T I 1 T 1 T 1 T I
5 —1 — - 4 — - 1- 4 -1 - 14 -1 - 1— T -1 - 1— T -1 — I— T -
4 1 1 1 1
3- 1 1 1
2
1-
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250
Time (hours)

Courtyards at the Greenway Detention Type II 6-hr 2-yr 6-hr Rainfall=2.52"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 37
Hydrograph for Link 1 L: Post-Dev Area #1
Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs)
0.00 0.00 0.00 0.00
5.00 1.49 0.00 1.49
10.00 0.63 0.00 0.63
15.00 0.59 0.00 0.59
20.00 0.55 0.00 0.55
25.00 0.51 0.00 0.51
30.00 0.47 0.00 0.47
35.00 0.43 0.00 0.43
40.00 0.39 0.00 0.39
45.00 0.34 0.00 0.34
50.00 0.30 0.00 0.30
55.00 0.26 0.00 0.26
60.00 0.24 0.00 0.24
65.00 0.22 0.00 0.22
70.00 0.21 0.00 0.21
75.00 0.19 0.00 0.19
80.00 0.18 0.00 0.18
85.00 0.17 0.00 0.17
90.00 0.16 0.00 0.16
95.00 0.15 0.00 0.15
100.00 0.14 0.00 0.14
105.00 0.13 0.00 0.13
110.00 0.12 0.00 0.12
115.00 0.11 0.00 0.11
120.00 0.10 0.00 0.10
125.00 0.09 0.00 0.09
130.00 0.08 0.00 0.08
135.00 0.06 0.00 0.06
140.00 0.05 0.00 0.05
145.00 0.05 0.00 0.05
150.00 0.04 0.00 0.04
155.00 0.03 0.00 0.03
160.00 0.03 0.00 0.03
165.00 0.02 0.00 0.02
170.00 0.02 0.00 0.02
175.00 0.02 0.00 0.02
180.00 0.02 0.00 0.02
185.00 0.01 0.00 0.01
190.00 0.01 0.00 0.01
195.00 0.01 0.00 0.01
200.00 0.01 0.00 0.01
205.00 0.01 0.00 0.01
210.00 0.01 0.00 0.01
215.00 0.01 0.00 0.01
220.00 0.01 0.00 0.01
225.00 0.01 0.00 0.01
230.00 0.01 0.00 0.01
235.00 0.01 0.00 0.01
240.00 0.01 0.00 0.01
245.00 0.01 0.00 0.01
250.00 0.00 0.00 0.00

Courtyards at the Greenway Detention Type II 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 38
Time span=0.00-250.00 hrs, dt=0.01 hrs, 25001 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
SubcatchmentlS: Pre-Development Runoff Area=42.060 ac 1.90% Impervious Runoff Depth=1.15"
Flow Length=2,380' Tc=19.4 min CN=71 Runoff=72.43 cfs 4.021 af
Subcatchment2S: Pond#1 Area Runoff Area=22.200 ac 51.44% Impervious Runoff Depth=2.21"
Tc=5.0 min CN=86 Runoff=127.84 cfs 4.096 af
Subcatchment3S: Pond#2 Area Runoff Area=11.100 ac 53.96% Impervious Runoff Depth=2.30"
Tc=5.0 min CN=87 Runoff=65.93 cfs 2.127 af
Subcatchment4S: Bypass Area#1 Runoff Area=12.400 ac 0.00% Impervious Runoff Depth=1.15"
Flow Length=2,156' Tc=10.9 min CN=71 Runoff=29.78 cfs 1.186 of
Pond 1P: Pond#1 (Wetpond) Peak Elev=625.71' Storage=173,774 cf Inflow=127.84 cfs 4.096 af
Primary=0.41 cfs 4.019 af Secondary=0.00 cfs 0.000 af Outflow=0.41 cfs 4.019 af
Pond 2P: Pond#2 (Wetpond) Peak Elev=628.36' Storage=62,097 cf Inflow=65.93 cfs 2.127 af
Primary=5.98 cfs 1.813 af Secondary=0.00 cfs 0.000 af Outflow=5.98 cfs 1.813 af
Link 1L: Post-DevArea#1 Inflow=30.45 cfs 7.018 af
Primary=30.45 cfs 7.018 af
Total Runoff Area = 87.760 ac Runoff Volume = 11.429 af Average Runoff Depth = 1.56"
79.25% Pervious = 69.550 ac 20.75% Impervious = 18.210 ac

Courtyards at the Greenway Detention Type II 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 39
Summary for Subcatchment 1S: Pre-Development Drainage Area
Runoff = 72.43 cfs @ 3.14 hrs, Volume= 4.021 af, Depth= 1.15"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs
Type II 6-hr 10-yr 6-hr Rainfall=3.63"
Area (ac) CN Description
36.560 70 Woods, Good, HSG C
4.700 74 >75% Grass cover, Good, HSG C
0.800 98 Unconnected pavement, HSG C
42.060 71 Weighted Average
41.260 98.10% Pervious Area
0.800 1.90% Impervious Area
0.800 100.00°/a Unconnected
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.4 100 0.0770 0.31 Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.52"
7.1 389 0.0330 0.91 Shallow Concentrated Flow, Shallow Concentrated Flow
Woodland Kv= 5.0 fps
3.1 930 0.0250 5.01 41.30 Trap/Vee/Rect Channel Flow, Channel Flow
Bot.W=1.00' D=1.50' Z= 3.0 '/' Top.W=10.00'
n= 0.040 Winding stream, pools & shoals
3.8 961 0.0150 4.24 47.75 Trap/Vee/Rect Channel Flow, Channel Flow
Bot.W=3.00' D=1.50' Z= 3.0 '/' Top.W=12.00'
n= 0.040 Winding stream, pools & shoals
19.4 2,380 Total

Courtyards at the Greenway Detention Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 40
Subcatchment 1S: Pre-Development Drainage Area
Hydrograph
J 1 1 1 I + I + I - # - I J -I - I J -I- J -
80 _ J _I_ L _I _ I- 1 _I _ I- - - . I_ 1 _I _ J J -I- J J - I- J -I- L _ ■Runoff
72.43 cts I I I I I I I I I I I I I I I I I I I I I II I I
70 / 1 1 I 1 1 I 1 I I 1 I I 1 I 1 1 I 1 1 I 1 lrpe 1
/ rt 1 rt rt J rt r J J rt
60� t4IT Rairifail -3 6-3
/ -1- - - - + - - + + - - + -1 - I- +�
55='� I_ _L I JJ I LJ L + LJ I JJ I_ _L 1 1_ _
J
50 / 1 1 i I I I I I I I I I I Rua.tnlooff/Arreaa42..0(�160 ac -
45. I I I 1 1 1 1 1 1 1 Iv-y T"T��
40�
o . 7 I r I T I I J I T - I rt l uboff eelpyth1.151' -
LL 35
-1- 1- - - 1- + -I - H -F - 1- -h -1 - 1- + -1 - 1' (L
-1 -1- -h -I - 1- -P -Ip- � -
30= J I I _LI L _LI J J I 1 I Flow ength_ 2,38O
25 / I�I�.I y�l
20_ I I 1 I f" 1 'I"'�
I I 1 1 1 I
15- I - I ' -I- T -I - I-�1►N 171 -
10 %-F -I- -I - I- - -1 - - - - - 4 - -I- 4 -I - I- 4 -I- 4 -
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250
Time (hours)

Courtyards at the Greenway Detention Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 41
Hydrograph for Subcatchment 1 S: Pre-Development Drainage Area
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
5.00 3.46 1.04 5.85
10.00 3.63 1.15 0.00
15.00 3.63 1.15 0.00
20.00 3.63 1.15 0.00
25.00 3.63 1.15 0.00
30.00 3.63 1.15 0.00
35.00 3.63 1.15 0.00
40.00 3.63 1.15 0.00
45.00 3.63 1.15 0.00
50.00 3.63 1.15 0.00
55.00 3.63 1.15 0.00
60.00 3.63 1.15 0.00
65.00 3.63 1.15 0.00
70.00 3.63 1.15 0.00
75.00 3.63 1.15 0.00
80.00 3.63 1.15 0.00
85.00 3.63 1.15 0.00
90.00 3.63 1.15 0.00
95.00 3.63 1.15 0.00
100.00 3.63 1.15 0.00
105.00 3.63 1.15 0.00
110.00 3.63 1.15 0.00
115.00 3.63 1.15 0.00
120.00 3.63 1.15 0.00
125.00 3.63 1.15 0.00
130.00 3.63 1.15 0.00
135.00 3.63 1.15 0.00
140.00 3.63 1.15 0.00
145.00 3.63 1.15 0.00
150.00 3.63 1.15 0.00
155.00 3.63 1.15 0.00
160.00 3.63 1.15 0.00
165.00 3.63 1.15 0.00
170.00 3.63 1.15 0.00
175.00 3.63 1.15 0.00
180.00 3.63 1.15 0.00
185.00 3.63 1.15 0.00
190.00 3.63 1.15 0.00
195.00 3.63 1.15 0.00
200.00 3.63 1.15 0.00
205.00 3.63 1.15 0.00
210.00 3.63 1.15 0.00
215.00 3.63 1.15 0.00
220.00 3.63 1.15 0.00
225.00 3.63 1.15 0.00
230.00 3.63 1.15 0.00
235.00 3.63 1.15 0.00
240.00 3.63 1.15 0.00
245.00 3.63 1.15 0.00
250.00 3.63 1.15 0.00

Courtyards at the Greenway Detention Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 42
Summary for Subcatchment 2S: Pond #1 Area
Runoff = 127.84 cfs @ 2.96 hrs, Volume= 4.096 af, Depth= 2.21"
Routed to Pond 1 P : Pond #1 (Wetpond)
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs
Type II 6-hr 10-yr 6-hr Rainfall=3.63"
Area (ac) CN Description
11.420 98 Unconnected pavement, HSG C
10.780 74 >75% Grass cover, Good, HSG C
22.200 86 Weighted Average
10.780 48.56% Pervious Area
11.420 51.44% Impervious Area
11.420 100.00% Unconnected
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Assumed Tc
Subcatchment 2S: Pond #1 Area
Hydrograph
d _I_ 1_ _I _ I_ 1 _ _ I_ L I _ _ I _ I_
140 ' I 1 I 1 1 1 I 1 1 I 1 I 1 1 ❑Runoff
a 127.84 cfs 11 I I I I I I I I I I I I I I I I
1w 7 �}�
I— tt — I— t -I — I — — rt —I— trt - 1— t —I - 1— t -1T�/7M" II
120= / L _I_ L _ _ I_ L _I I L _I _ I- 1 _I_ L _E _ I_ _L _I _ I_ L _I _ 1— I
110 / I 1 I 1 I I I 1 I 1 1 I 1 I 1 1 �`-I r'
100 / _I - 11- _11 n- r 6-hr 'Rairifalll l=3 63�'
90 / I Runoff Area22.20Q ac
w 80 / 1 1 1 1 1 1 1 1 1 1
o
Pi
1 1 1 1 1 1 f V°1111Mq=4-090 of
a 70 / 4 —I— 4 4 — I— 4 —I — — + —I — — 4 —I— —1 RuriO Dept&2.21"-
u_ 60 / 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
50 / 1 1 1 1 1 1 1 1 1 1 1 Trc#5.O fain
/ f —I— T T — I— T T — 1— T —1 — I— 7 —1— T T — I— T —I — I— T —I 1W.60
40 / _1L _1L 1— 1_ — 1— — I— _H —I — I— J —1— 1_ _1 1 I 1 _L 1 1�1
30 I I 11 1 1 1 1 1 1 1 1 1 1 1 1
20
10 0
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250
Time (hours)

Courtyards at the Greenway Detention Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 43
Hydrograph for Subcatchment 2S: Pond #1 Area
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
5.00 3.46 2.06 3.91
10.00 3.63 2.21 0.00
15.00 3.63 2.21 0.00
20.00 3.63 2.21 0.00
25.00 3.63 2.21 0.00
30.00 3.63 2.21 0.00
35.00 3.63 2.21 0.00
40.00 3.63 2.21 0.00
45.00 3.63 2.21 0.00
50.00 3.63 2.21 0.00
55.00 3.63 2.21 0.00
60.00 3.63 2.21 0.00
65.00 3.63 2.21 0.00
70.00 3.63 2.21 0.00
75.00 3.63 2.21 0.00
80.00 3.63 2.21 0.00
85.00 3.63 2.21 0.00
90.00 3.63 2.21 0.00
95.00 3.63 2.21 0.00
100.00 3.63 2.21 0.00
105.00 3.63 2.21 0.00
110.00 3.63 2.21 0.00
115.00 3.63 2.21 0.00
120.00 3.63 2.21 0.00
125.00 3.63 2.21 0.00
130.00 3.63 2.21 0.00
135.00 3.63 2.21 0.00
140.00 3.63 2.21 0.00
145.00 3.63 2.21 0.00
150.00 3.63 2.21 0.00
155.00 3.63 2.21 0.00
160.00 3.63 2.21 0.00
165.00 3.63 2.21 0.00
170.00 3.63 2.21 0.00
175.00 3.63 2.21 0.00
180.00 3.63 2.21 0.00
185.00 3.63 2.21 0.00
190.00 3.63 2.21 0.00
195.00 3.63 2.21 0.00
200.00 3.63 2.21 0.00
205.00 3.63 2.21 0.00
210.00 3.63 2.21 0.00
215.00 3.63 2.21 0.00
220.00 3.63 2.21 0.00
225.00 3.63 2.21 0.00
230.00 3.63 2.21 0.00
235.00 3.63 2.21 0.00
240.00 3.63 2.21 0.00
245.00 3.63 2.21 0.00
250.00 3.63 2.21 0.00

Courtyards at the Greenway Detention Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 44
Summary for Subcatchment 3S: Pond #2 Area
Runoff = 65.93 cfs @ 2.96 hrs, Volume= 2.127 af, Depth= 2.30"
Routed to Pond 2P : Pond #2 (Wetpond)
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs
Type II 6-hr 10-yr 6-hr Rainfall=3.63"
Area (ac) CN Description
5.990 98 Unconnected pavement, HSG C
5.110 74 >75% Grass cover, Good, HSG C
11.100 87 Weighted Average
5.110 46.04% Pervious Area
5.990 53.96% Impervious Area
5.990 100.00% Unconnected
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Assumed Tc
Subcatchment 3S: Pond #2 Area
Hydrograph
1 I I I I I I I I I I I I
7 -I- 7 -I - I- T -I I 1 1I I I r -I - r -1 -I- T -I - I- T -I- r - ■Runoff
n
65.93 cfs 1 4 -I- 1- -I - I- -L -1 - 1 4 -1- 4 -1 - I- -k -1 - 1- -I -1- 4 -I - 1- 4 -1- 1- -
65- 1 1 1 1 I I I I I 1 I I I I I I I 1 Type �� _
60-
; / 1 1 I II I I II I I 1 1 I 1 1 1 1 �L,
/ 1 1 1 1 I I I 1 -I 11 1� I 1 p 1 I 1}� 1 N�+`1
55_ 1 VI VT R � fa11� V�
4 -1- 1 -1 - 1- + -114 - 14 - - I 111"' 1 �� -
45- / 1 1 1 I I I I I I 1 Runoff Area=11 .1100 ac
1 1 1 1 I I I I 1 1 Runn1 V 1 I _ 21J 1
v40 -1 -1- 1- -I - I- + -1 H -F - 1 tH - f'"i` �Y�"f'-un0 4' C�f -
_0 35= / 1 1 1 1 1 1 1 1 ulieff Dept1b2,3-0" -
' 30- / 1 1 I 1 I I 1 I 1 1 1 1 1 1 �1 1
25- / 1 c -0 m I I I I 1 1 1 1 T 5i n
/ I I 1- -1 - 1- + -I - H 4 -1- t -1 - 1- t -1 - 1- H -1- t -I - 1-( ` -
20- / L -1_ L -1 _ 1_ 1 -1 _ L1 -1_ L -1 _ 1_ 1 _1 _ L _I _1_ L _I _ 1_ N $L -
15- / 1 1 I I I I I I 1 1 I 1 I I I I
I I I II I 1 1 1 I I I
10I I-
-1 - I- -' - 1- -' -' - 1- ' 1 1 1- rt 1
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220' 230' 240 250
Time (hours)

Courtyards at the Greenway Detention Type II 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 45
Hydrograph for Subcatchment 3S: Pond #2 Area
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
5.00 3.46 2.14 1.99
10.00 3.63 2.30 0.00
15.00 3.63 2.30 0.00
20.00 3.63 2.30 0.00
25.00 3.63 2.30 0.00
30.00 3.63 2.30 0.00
35.00 3.63 2.30 0.00
40.00 3.63 2.30 0.00
45.00 3.63 2.30 0.00
50.00 3.63 2.30 0.00
55.00 3.63 2.30 0.00
60.00 3.63 2.30 0.00
65.00 3.63 2.30 0.00
70.00 3.63 2.30 0.00
75.00 3.63 2.30 0.00
80.00 3.63 2.30 0.00
85.00 3.63 2.30 0.00
90.00 3.63 2.30 0.00
95.00 3.63 2.30 0.00
100.00 3.63 2.30 0.00
105.00 3.63 2.30 0.00
110.00 3.63 2.30 0.00
115.00 3.63 2.30 0.00
120.00 3.63 2.30 0.00
125.00 3.63 2.30 0.00
130.00 3.63 2.30 0.00
135.00 3.63 2.30 0.00
140.00 3.63 2.30 0.00
145.00 3.63 2.30 0.00
150.00 3.63 2.30 0.00
155.00 3.63 2.30 0.00
160.00 3.63 2.30 0.00
165.00 3.63 2.30 0.00
170.00 3.63 2.30 0.00
175.00 3.63 2.30 0.00
180.00 3.63 2.30 0.00
185.00 3.63 2.30 0.00
190.00 3.63 2.30 0.00
195.00 3.63 2.30 0.00
200.00 3.63 2.30 0.00
205.00 3.63 2.30 0.00
210.00 3.63 2.30 0.00
215.00 3.63 2.30 0.00
220.00 3.63 2.30 0.00
225.00 3.63 2.30 0.00
230.00 3.63 2.30 0.00
235.00 3.63 2.30 0.00
240.00 3.63 2.30 0.00
245.00 3.63 2.30 0.00
250.00 3.63 2.30 0.00

Courtyards at the Greenway Detention Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 46
Summary for Subcatchment 4S: Bypass Area #1
Runoff = 29.78 cfs @ 3.04 hrs, Volume= 1.186 af, Depth= 1.15"
Routed to Link 1 L : Post-Dev Area #1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs
Type II 6-hr 10-yr 6-hr Rainfall=3.63"
Area (ac) CN Description
10.600 70 Woods, Good, HSG C
1.800 74 >75% Grass cover, Good, HSG C
12.400 71 Weighted Average
12.400 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.7 100 0.2000 0.45 Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.52"
0.8 429 0.0400 8.44 69.65 Trap/Vee/Rect Channel Flow, Channel Flow
Bot.W=1.00' D=1.50' Z= 3.0 '/' Top.W=10.00'
n= 0.030 Stream, clean & straight
6.4 1,627 0.0150 4.24 47.75 Trap/Vee/Rect Channel Flow, Channel Flow
Bot.W=3.00' D=1.50' Z= 3.0 '/' Top.W=12.00'
n= 0.040 Winding stream, pools & shoals
10.9 2,156 Total
Subcatchment 4S: Bypass Area #1
Hydrograph
1 1 I 1 1 I 1 I 1 1 I 1 I 1 1 I 1 1 I 1 1 I 1
■Runoff
29.78 cfs 1 1 1 I 1 1 I 1 I I 1 I I 1 I 1 1 I 1 1 I 1 III
0-'� rt1-Type
1 + rrt fi � + � � L 1H
28t'✓ 4 _1- H -I - I- + -I - H 4 -I- H H - I- + -1 - H 4 -I- H -I - I- 4 mil- H -
26 - % L I LL I + I L1 I LJ I1 I L4 I L I IL 4"lir
24= / 1 1 I 1 1 I 1 I I 1 I I 1 ImAirz_hrRairif1H 3463I"
22 ✓ 1 1 I 1 1 I 1 I I 1 I I 1 I 1 I 1 1 I 1 1 1
20 / 1 1 I 1 1 I 1 I I 1 I I 1 1 Runoff lire .Fa� 1 24OO ac
? 18= / 1 1 1 I I I I I I 1 1 1 1 1 1
0 16= / 4 1 4 -I 1 + 1 - I- 4 -1- -I 1 + 1 Runoff Depth 1 f' -
' 14= / _I 1 4 1 1 + 1 I_ 4 1 L _I 1 + 1 1_ _1 I_ L I 1 4 I L -
10= 111111111111 1 1
Flaw 1Len_gth=2,1156'
S- 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1' p� n'1v �
- I I I I I I I I I I I I 1 1 1 1 1 1 1 1 CN 71
6- rt -1- 1- -1 - 1- -r -1 - 1rt - 1- -r -1 - 1 - 1- -1 -1- -r -1 - 1- rt -1- 1- -
4- % 4 -1- I- -1 - 1- + -1 - L 4 - 1- L - 1 - ]- -1 1- 4 -1 1- 4 -1 1- -
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180' 190 200 210 220 230 240 250
Time (hours)

Courtyards at the Greenway Detention Type II 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 47
Hydrograph for Subcatchment 4S: Bypass Area #1
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
5.00 3.46 1.04 1.63
10.00 3.63 1.15 0.00
15.00 3.63 1.15 0.00
20.00 3.63 1.15 0.00
25.00 3.63 1.15 0.00
30.00 3.63 1.15 0.00
35.00 3.63 1.15 0.00
40.00 3.63 1.15 0.00
45.00 3.63 1.15 0.00
50.00 3.63 1.15 0.00
55.00 3.63 1.15 0.00
60.00 3.63 1.15 0.00
65.00 3.63 1.15 0.00
70.00 3.63 1.15 0.00
75.00 3.63 1.15 0.00
80.00 3.63 1.15 0.00
85.00 3.63 1.15 0.00
90.00 3.63 1.15 0.00
95.00 3.63 1.15 0.00
100.00 3.63 1.15 0.00
105.00 3.63 1.15 0.00
110.00 3.63 1.15 0.00
115.00 3.63 1.15 0.00
120.00 3.63 1.15 0.00
125.00 3.63 1.15 0.00
130.00 3.63 1.15 0.00
135.00 3.63 1.15 0.00
140.00 3.63 1.15 0.00
145.00 3.63 1.15 0.00
150.00 3.63 1.15 0.00
155.00 3.63 1.15 0.00
160.00 3.63 1.15 0.00
165.00 3.63 1.15 0.00
170.00 3.63 1.15 0.00
175.00 3.63 1.15 0.00
180.00 3.63 1.15 0.00
185.00 3.63 1.15 0.00
190.00 3.63 1.15 0.00
195.00 3.63 1.15 0.00
200.00 3.63 1.15 0.00
205.00 3.63 1.15 0.00
210.00 3.63 1.15 0.00
215.00 3.63 1.15 0.00
220.00 3.63 1.15 0.00
225.00 3.63 1.15 0.00
230.00 3.63 1.15 0.00
235.00 3.63 1.15 0.00
240.00 3.63 1.15 0.00
245.00 3.63 1.15 0.00
250.00 3.63 1.15 0.00

Courtyards at the Greenway Detention Type II 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 48
Summary for Pond 1 P: Pond #1 (Wetpond)
Inflow Area = 22.200 ac, 51.44% Impervious, Inflow Depth = 2.21" for 10-yr 6-hr event
Inflow = 127.84 cfs @ 2.96 hrs, Volume= 4.096 af
Outflow = 0.41 cfs @ 6.12 hrs, Volume= 4.019 af, Atten= 100%, Lag= 189.3 min
Primary = 0.41 cfs @ 6.12 hrs, Volume= 4.019 af
Routed to Link 1 L : Post-Dev Area #1
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link 1 L : Post-Dev Area #1
Routing by Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs
Peak Elev= 625.71'@ 6.12 hrs Surf.Area= 59,666 sf Storage= 173,774 cf
Plug-Flow detention time=4,587.1 min calculated for 4.019 of(98% of inflow)
Center-of-Mass det. time=4,584.5 min ( 4,785.9 - 201.3 )
Volume Invert Avail.Storage Storage Description
#1 622.50' 319,560 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
622.50 45,693 0 0
623.00 50,976 24,167 24,167
624.00 54,134 52,555 76,722
625.00 57,401 55,768 132,490
626.00 60,612 59,007 191,496
627.00 64,029 62,321 253,817
628.00 67,457 65,743 319,560
Device Routing Invert Outlet Devices
#1 Primary 616.00' 24.0" Round Culvert
L= 178.9' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 616.00'/615.00' S= 0.0056 '/' Cc= 0.900
n= 0.010, Flow Area= 3.14 sf
#2 Device 1 622.50' 3.0" Vert. Water Quality Orifice C= 0.600
Limited to weir flow at low heads
#3 Device 1 626.00' 4.0' long x 1.50' rise Sharp-Crested Rectangular Weir X 2.00
0 End Contraction(s)
#4 Secondary 627.00' 45.0 deg x 35.0' long x 0.50' rise Emergency Spillway
Cv= 2.56 (C= 3.20)
Primary OutFlow Max=0.41 cfs @ 6.12 hrs HW=625.71' (Free Discharge)
L1=Culvert (Passes 0.41 cfs of 44.30 cfs potential flow)
12=Water Quality Orifice (Orifice Controls 0.41 cfs @ 8.45 fps)
3=Sharp-Crested Rectangular Weir( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=622.50' (Free Discharge)
t 4=Emergency Spillway( Controls 0.00 cfs)

Courtyards at the Greenway Detention Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 49
Pond 1 P: Pond #1 (Wetpond)
Hydrograph
4 4 -I -I- 1 4 4 - 1 - 4 4 4 - I- 1 4 4 -I- I- 1- 4 4 -I - 1-
1 1 I 1 1 I I 1 I 1 I I 1 1 I 1 1 I 1 1 I I 1 ■Inflow
127.84 cfs 1 •Outflow
1 11 II 11 II I _cl 1 1p�I_ 1 11 p primary
140 I _ �I�� q rrr4— tIaY ❑Secondary
130 / PeaklEleVl =625.711'
firt —1 —1— 1— t rt —1 —I— r t 1 —I — I— r t if —I— I— 1- -r -I -I- I-
120 / + - -1 -1- 1 + 4 1 I I -I 1 1 Storage-71731,774cf
110 / L 1 _I _ I_ I_ 1 _1 _I_ L 1 1 _I _ I_ L 1 L _I_ I_ 1_ 1 J _I _ 1_
100 / 1 1 I 1 1 1 I 1 I I 1 I I 1 1 1 1 1 I 1 1 I 1 1
90 11 1 II II II II II II II II II II
o 80 I II II II II II II II II II II II
firt II r rt rt II r rt ri II 1— rt rt II 1— rt —1 I
70
o / + + —1 —1— + + H —1 —I— I— + H —1 — 1— + + + —1— I— 1— + H —1 — 1
u- 60 11 11 11A 1 1 L1 _I 1 1 L11 1 1 L1 _I I 1_
50 / / 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1
II40 I II II II II II II II II II II 1
30 1 11 I II II
i
20 ,, 0.41 cfs ��������V/
ln
ol000cfs// // // // / / // // //
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250
Time (hours)

Courtyards at the Greenway Detention Type II 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 50
Hydrograph for Pond 1 P: Pond #1 (Wetpond)
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0 622.50 0.00 0.00 0.00
5.00 3.91 162,091 625.51 0.40 0.40 0.00
10.00 0.00 168,068 625.61 0.41 0.41 0.00
15.00 0.00 160,795 625.49 0.40 0.40 0.00
20.00 0.00 153,675 625.37 0.39 0.39 0.00
25.00 0.00 146,710 625.25 0.38 0.38 0.00
30.00 0.00 139,901 625.13 0.37 0.37 0.00
35.00 0.00 133,247 625.01 0.37 0.37 0.00
40.00 0.00 126,752 624.90 0.36 0.36 0.00
45.00 0.00 120,415 624.79 0.35 0.35 0.00
50.00 0.00 114,237 624.68 0.34 0.34 0.00
55.00 0.00 108,220 624.57 0.33 0.33 0.00
60.00 0.00 102,365 624.47 0.32 0.32 0.00
65.00 0.00 96,673 624.36 0.31 0.31 0.00
70.00 0.00 91,144 624.26 0.30 0.30 0.00
75.00 0.00 85,779 624.17 0.29 0.29 0.00
80.00 0.00 80,580 624.07 0.28 0.28 0.00
85.00 0.00 75,547 623.98 0.27 0.27 0.00
90.00 0.00 70,682 623.89 0.27 0.27 0.00
95.00 0.00 65,986 623.80 0.26 0.26 0.00
100.00 0.00 61,458 623.72 0.25 0.25 0.00
105.00 0.00 57,100 623.63 0.24 0.24 0.00
110.00 0.00 52,913 623.55 0.23 0.23 0.00
115.00 0.00 48,898 623.48 0.22 0.22 0.00
120.00 0.00 45,056 623.40 0.21 0.21 0.00
125.00 0.00 41,386 623.33 0.20 0.20 0.00
130.00 0.00 37,891 623.27 0.19 0.19 0.00
135.00 0.00 34,570 623.20 0.18 0.18 0.00
140.00 0.00 31,424 623.14 0.17 0.17 0.00
145.00 0.00 28,455 623.08 0.16 0.16 0.00
150.00 0.00 25,662 623.03 0.15 0.15 0.00
155.00 0.00 23,047 622.98 0.14 0.14 0.00
160.00 0.00 20,610 622.93 0.13 0.13 0.00
165.00 0.00 18,354 622.88 0.12 0.12 0.00
170.00 0.00 16,281 622.84 0.11 0.11 0.00
175.00 0.00 14,391 622.80 0.10 0.10 0.00
180.00 0.00 12,686 622.77 0.09 0.09 0.00
185.00 0.00 11,170 622.74 0.08 0.08 0.00
190.00 0.00 9,836 622.71 0.07 0.07 0.00
195.00 0.00 8,706 622.69 0.06 0.06 0.00
200.00 0.00 7,757 622.67 0.05 0.05 0.00
205.00 0.00 6,957 622.65 0.04 0.04 0.00
210.00 0.00 6,281 622.64 0.03 0.03 0.00
215.00 0.00 5,708 622.62 0.03 0.03 0.00
220.00 0.00 5,224 622.61 0.02 0.02 0.00
225.00 0.00 4,810 622.60 0.02 0.02 0.00
230.00 0.00 4,443 622.60 0.02 0.02 0.00
235.00 0.00 4,118 622.59 0.02 0.02 0.00
240.00 0.00 3,829 622.58 0.02 0.02 0.00
245.00 0.00 3,574 622.58 0.01 0.01 0.00
250.00 0.00 3,347 622.57 0.01 0.01 0.00

Courtyards at the Greenway Detention Type II 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 51
Summary for Pond 2P: Pond #2 (Wetpond)
Inflow Area = 11.100 ac, 53.96% Impervious, Inflow Depth = 2.30" for 10-yr 6-hr event
Inflow = 65.93 cfs @ 2.96 hrs, Volume= 2.127 af
Outflow = 5.98 cfs @ 3.43 hrs, Volume= 1.813 af, Atten= 91%, Lag= 28.4 min
Primary = 5.98 cfs @ 3.43 hrs, Volume= 1.813 af
Routed to Link 1 L : Post-Dev Area #1
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link 1 L : Post-Dev Area #1
Routing by Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs
Peak Elev= 628.36'@ 3.43 hrs Surf.Area= 19,153 sf Storage= 62,097 cf
Plug-Flow detention time=879.2 min calculated for 1.813 af(85% of inflow)
Center-of-Mass det. time=862.1 min ( 1,062.5 - 200.4 )
Volume Invert Avail.Storage Storage Description
#1 624.50' 95,852 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
624.50 11,483 0 0
625.00 14,211 6,424 6,424
626.00 15,215 14,713 21,137
627.00 17,285 16,250 37,387
628.00 18,524 17,905 55,291
629.00 20,266 19,395 74,686
630.00 22,065 21,166 95,852
Device Routing Invert Outlet Devices
#1 Primary 621.72' 18.0" Round Culvert
L= 120.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 621.72'/621.00' S= 0.0060 '/' Cc= 0.900
n= 0.010, Flow Area= 1.77 sf
#2 Device 1 625.50' 3.0" Vert. Water Quality Orifice C= 0.600
Limited to weir flow at low heads
#3 Device 1 628.00' 4.0' long x 1.50' rise Sharp-Crested Rectangular Weir X 2.00
2 End Contraction(s)
#4 Secondary 629.00' 45.0 deg x 25.0' long x 0.50' rise Emergency Spillway
Cv= 2.56 (C= 3.20)
#5 Device 1 628.50' 4.0' long x 1.00' rise Sharp-Crested Rectangular Weir X 2.00
2 End Contraction(s)
Primary OutFlow Max=5.97 cfs @ 3.43 hrs HW=628.36' (Free Discharge)
t 1=Culvert (Passes 5.97 cfs of 20.52 cfs potential flow)
2=Water Quality Orifice (Orifice Controls 0.39 cfs @ 7.96 fps)
3=Sharp-Crested Rectangular Weir(Weir Controls 5.58 cfs @ 1.97 fps)
5=Sharp-Crested Rectangular Weir( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=624.50' (Free Discharge)
4-4=Emergency Spillway( Controls 0.00 cfs)

Courtyards at the Greenway Detention Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 52
Pond 2P: Pond #2 (Wetpond)
Hydrograph
11 1 1 11 1 1 1 11 1 I I 1 1 1 III
i 1 11 1 1 11 1 11 1 I 11 I 1 11 1 11 1 III ■Inflow
65.93 cfs I •Outflow
/ + -1 - 1- 1 t - -I- 1- t -F -1 - 1-Ifi' ire �h� i-ac - ■Secondary
7047 -k -4 -I - I- 4 - -I- I- 4 -4 -I - I- I- 4Pettklftei=6_28.36' -
65- 1 I 1 1 1 11 1 I I I I I I I I
60 - 1 1 1 1 1 1 I 1 1 I 1 Storage=162,097 cf
55� 1 1 1 1 1 1 1 1 1 1 I I I I I I I I I I
1 I I 1 1 1 I 1 1 I I I I I I I I I I
50
1 1 1 1 1 1 1 1 1 I I I I I I I I I I
45.-
N -
fiH -1 - HHHH -1- 1- firt -1 - 1- f- t -1 -1- 1- t -1 - l- f- -h -
° 40� 4 —I — I 4 + + -1— I + -1 1 — I 1— + -1 -1— I 4 I — I- 1— + -
035� 411H44144114441H41144 —
" 30-:-' 1 I I I I I I I I I I I I I I I I I I I I I I I
25i" 1 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 I I I I I
20 -
151./ 5.98 cfs
/
J5.98 cfs
10: z
1000 cfs
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250
Time (hours)

Courtyards at the Greenway Detention Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 53
Hydrograph for Pond 2P: Pond #2 (Wetpond)
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0 624.50 0.00 0.00 0.00
5.00 1.99 58,620 628.18 2.34 2.34 0.00
10.00 0.00 51,486 627.79 0.35 0.35 0.00
15.00 0.00 45,471 627.46 0.32 0.32 0.00
20.00 0.00 39,963 627.15 0.29 0.29 0.00
25.00 0.00 34,974 626.86 0.26 0.26 0.00
30.00 0.00 30,517 626.59 0.23 0.23 0.00
35.00 0.00 26,610 626.35 0.20 0.20 0.00
40.00 0.00 23,272 626.14 0.17 0.17 0.00
45.00 0.00 20,517 625.96 0.14 0.14 0.00
50.00 0.00 18,358 625.82 0.10 0.10 0.00
55.00 0.00 16,806 625.71 0.07 0.07 0.00
60.00 0.00 15,845 625.65 0.04 0.04 0.00
65.00 0.00 15,281 625.61 0.02 0.02 0.00
70.00 0.00 14,933 625.59 0.02 0.02 0.00
75.00 0.00 14,689 625.57 0.01 0.01 0.00
80.00 0.00 14,516 625.56 0.01 0.01 0.00
85.00 0.00 14,392 625.55 0.01 0.01 0.00
90.00 0.00 14,304 625.54 0.00 0.00 0.00
95.00 0.00 14,232 625.54 0.00 0.00 0.00
100.00 0.00 14,168 625.53 0.00 0.00 0.00
105.00 0.00 14,111 625.53 0.00 0.00 0.00
110.00 0.00 14,060 625.53 0.00 0.00 0.00
115.00 0.00 14,015 625.52 0.00 0.00 0.00
120.00 0.00 13,975 625.52 0.00 0.00 0.00
125.00 0.00 13,939 625.52 0.00 0.00 0.00
130.00 0.00 13,908 625.52 0.00 0.00 0.00
135.00 0.00 13,880 625.52 0.00 0.00 0.00
140.00 0.00 13,855 625.51 0.00 0.00 0.00
145.00 0.00 13,832 625.51 0.00 0.00 0.00
150.00 0.00 13,813 625.51 0.00 0.00 0.00
155.00 0.00 13,795 625.51 0.00 0.00 0.00
160.00 0.00 13,779 625.51 0.00 0.00 0.00
165.00 0.00 13,766 625.51 0.00 0.00 0.00
170.00 0.00 13,753 625.51 0.00 0.00 0.00
175.00 0.00 13,742 625.51 0.00 0.00 0.00
180.00 0.00 13,732 625.51 0.00 0.00 0.00
185.00 0.00 13,724 625.50 0.00 0.00 0.00
190.00 0.00 13,716 625.50 0.00 0.00 0.00
195.00 0.00 13,709 625.50 0.00 0.00 0.00
200.00 0.00 13,703 625.50 0.00 0.00 0.00
205.00 0.00 13,698 625.50 0.00 0.00 0.00
210.00 0.00 13,693 625.50 0.00 0.00 0.00
215.00 0.00 13,689 625.50 0.00 0.00 0.00
220.00 0.00 13,685 625.50 0.00 0.00 0.00
225.00 0.00 13,682 625.50 0.00 0.00 0.00
230.00 0.00 13,679 625.50 0.00 0.00 0.00
235.00 0.00 13,676 625.50 0.00 0.00 0.00
240.00 0.00 13,673 625.50 0.00 0.00 0.00
245.00 0.00 13,671 625.50 0.00 0.00 0.00
250.00 0.00 13,669 625.50 0.00 0.00 0.00

Courtyards at the Greenway Detention Type II 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 54
Summary for Link 1 L: Post-Dev Area #1
Inflow Area = 45.700 ac, 38.10% Impervious, Inflow Depth > 1.84" for 10-yr 6-hr event
Inflow = 30.45 cfs @ 3.04 hrs, Volume= 7.018 af
Primary = 30.45 cfs @ 3.04 hrs, Volume= 7.018 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs
Link 1 L: Post-Dev Area #1
Hydrograph
1 I 11 1 1 1 -1 - rt — — I — I
HIIfi11fi11fi11- -11 - ■Inflow
34 130.45 I I H H 1 I H I H + I I — + —I — I ± I I - ■Primary
.1 30.45 cfs -1— I— 4 _I — 1_ - _1 — I— - _1 — _ _-Inflow Area 45.74QIa-c- -
30= I_ I_ 1 _1 _ 1_ 1 _I _ I_ 1 _I _ I_ 1 _1 _ 1_ 1 _I _ 1_ 1 _I _ 1_ 1 _I _ 1_ _
28 I I I I I I I I I I I I I I I I I I I I I I
26 I I I I I I I I I I I I I I I I I I I
24= I I I I I I I I I I I I I I I I I I I
22 I I I I I I I I I I I I I I I I I I I
20= I I I I I I I I I I I I I I I I I I I
u
1(3 I I I I I I I I I I I I I I I I I I I
" 14 — rt -1 - 1- rt -1 - 1rt -1 - - I —I — I— rt —I — I- -r -I - I- I —I — I- -
12= +
I— I— fi —I — I— t —I — I— + —I — — t —I — I— + —I — I— + —I — I— t —I — I— -
10= j — -1 - 1— + —1 - 1— —1 - - + -1 - 1— + —1 — 1— + —I — I— + —I — I—
I - - 4 —I — I- 4 —I — I- 4 —I - - 4 —I — I— H —I — I- 4 —I — I- 4 —I — I- -
6 I, I 1 I 1 I 1 1 I 11 1 1I I _L I 11 _L I 11 1 _I I -
•��� I I I I I I I I I I
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250
Time (hours)

Courtyards at the Greenway Detention Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 55
Hydrograph for Link 1 L: Post-Dev Area #1
Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs)
0.00 0.00 0.00 0.00
5.00 4.36 0.00 4.36
10.00 0.76 0.00 0.76
15.00 0.72 0.00 0.72
20.00 0.68 0.00 0.68
25.00 0.65 0.00 0.65
30.00 0.61 0.00 0.61
35.00 0.57 0.00 0.57
40.00 0.53 0.00 0.53
45.00 0.48 0.00 0.48
50.00 0.44 0.00 0.44
55.00 0.40 0.00 0.40
60.00 0.36 0.00 0.36
65.00 0.34 0.00 0.34
70.00 0.32 0.00 0.32
75.00 0.30 0.00 0.30
80.00 0.29 0.00 0.29
85.00 0.28 0.00 0.28
90.00 0.27 0.00 0.27
95.00 0.26 0.00 0.26
100.00 0.25 0.00 0.25
105.00 0.24 0.00 0.24
110.00 0.23 0.00 0.23
115.00 0.22 0.00 0.22
120.00 0.21 0.00 0.21
125.00 0.20 0.00 0.20
130.00 0.19 0.00 0.19
135.00 0.18 0.00 0.18
140.00 0.17 0.00 0.17
145.00 0.16 0.00 0.16
150.00 0.15 0.00 0.15
155.00 0.14 0.00 0.14
160.00 0.13 0.00 0.13
165.00 0.12 0.00 0.12
170.00 0.11 0.00 0.11
175.00 0.10 0.00 0.10
180.00 0.09 0.00 0.09
185.00 0.08 0.00 0.08
190.00 0.07 0.00 0.07
195.00 0.06 0.00 0.06
200.00 0.05 0.00 0.05
205.00 0.04 0.00 0.04
210.00 0.03 0.00 0.03
215.00 0.03 0.00 0.03
220.00 0.02 0.00 0.02
225.00 0.02 0.00 0.02
230.00 0.02 0.00 0.02
235.00 0.02 0.00 0.02
240.00 0.02 0.00 0.02
245.00 0.01 0.00 0.01
250.00 0.01 0.00 0.01

Courtyards at the Greenway Detention Type II 6-hr 25-yr 6-hr Rainfall=4.30"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 56
Time span=0.00-250.00 hrs, dt=0.01 hrs, 25001 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
SubcatchmentlS: Pre-Development Runoff Area=42.060 ac 1.90% Impervious Runoff Depth=1.60"
Flow Length=2,380' Tc=19.4 min CN=71 Runoff=103.86 cfs 5.619 af
Subcatchment2S: Pond#1 Area Runoff Area=22.200 ac 51.44% Impervious Runoff Depth=2.82"
Tc=5.0 min CN=86 Runoff=160.51 cfs 5.216 af
Subcatchment3S: Pond#2 Area Runoff Area=11.100 ac 53.96% Impervious Runoff Depth=2.91"
Tc=5.0 min CN=87 Runoff=82.30 cfs 2.695 af
Su bcatchment4S: Bypass Area#1 Runoff Area=12.400 ac 0.00% Impervious Runoff Depth=1.60"
Flow Length=2,156' Tc=10.9 min CN=71 Runoff=42.10 cfs 1.657 of
Pond 1 P: Pond#1 (Wetpond) Peak Elev=626.25' Storage=206,755 cf Inflow=160.51 cfs 5.216 af
Primary=3.73 cfs 5.122 af Secondary=0.00 cfs 0.000 af Outflow=3.73 cfs 5.122 af
Pond 2P: Pond#2 (Wetpond) Peak Elev=628.75' Storage=69,618 cf Inflow=82.30 cfs 2.695 af
Primary=19.69 cfs 2.381 af Secondary=0.00 cfs 0.000 af Outflow=19.69 cfs 2.381 af
Link 1L: Post-Dev Area#1 Inflow=59.56 cfs 9.159 af
Primary=59.56 cfs 9.159 af
Total Runoff Area = 87.760 ac Runoff Volume = 15.186 af Average Runoff Depth = 2.08"
79.25% Pervious = 69.550 ac 20.75% Impervious = 18.210 ac

Courtyards at the Greenway Detention Type II 6-hr 25-yr 6-hr Rainfall=4.30"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 57
Summary for Subcatchment 1S: Pre-Development Drainage Area
Runoff = 103.86 cfs @ 3.13 hrs, Volume= 5.619 af, Depth= 1.60"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs
Type II 6-hr 25-yr 6-hr Rainfall=4.30"
Area (ac) CN Description
36.560 70 Woods, Good, HSG C
4.700 74 >75% Grass cover, Good, HSG C
0.800 98 Unconnected pavement, HSG C
42.060 71 Weighted Average
41.260 98.10% Pervious Area
0.800 1.90% Impervious Area
0.800 100.00°/a Unconnected
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.4 100 0.0770 0.31 Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.52"
7.1 389 0.0330 0.91 Shallow Concentrated Flow, Shallow Concentrated Flow
Woodland Kv= 5.0 fps
3.1 930 0.0250 5.01 41.30 Trap/Vee/Rect Channel Flow, Channel Flow
Bot.W=1.00' D=1.50' Z= 3.0 '/' Top.W=10.00'
n= 0.040 Winding stream, pools & shoals
3.8 961 0.0150 4.24 47.75 Trap/Vee/Rect Channel Flow, Channel Flow
Bot.W=3.00' D=1.50' Z= 3.0 '/' Top.W=12.00'
n= 0.040 Winding stream, pools & shoals
19.4 2,380 Total

Courtyards at the Greenway Detention Type 11 6-hr 25-yr 6-hr Rainfall=4.30"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 58
Subcatchment 1S: Pre-Development Drainage Area
Hydrograph
H HH It H H IHH + I H1
115 rt —I— 17 — I— 'I 1 1— r —I— —I — I— t —I — I— ' ❑Runoff
lkosascrs l I 1 1 I 1 I 1 1 I 1 I I 1 I 1 1 I 1 I 1 1
100 � _ 1 1 1 I 1 I 1 1 I 1 I I 1 I 1 1 I 1 I 1 TyllQ-1C
95 / -I 1 HH I 7H 1 7 1 r4 1 1H 1 7H 1 7 1 r
85tI ———-
4 1 7 7 1 T 71 — 1— 7 —1 — I— 7 —1 -I �r
$off/ _L5- c 6-hr_ ifirifalC 4.30
I I I I I I I I I I I I I I I 1 I 1 AEI I
70 j 1 1 1 1 1 1 1 1 1 1 1 1 I not Area442il6fi at_
604" 4 -1— HH — I— HH - 1— H -1 — rH —I-- ° 1V°1-11 Ti e- $1
Li45- r RDnQ Deb h��. �'
40; 1 1 1 1 1 1 1 1 1 1 1 1 1 I f Cow Lengtt I8ir
—I_ _ I— H _J — 1— H —I — — L —I— L _I _ I_
J'/ r 1 r 1 -r r 1 7 r H 1 Ci 717.
111—
25 17 �
20= � �I'
15_
10_
I I I I I I I I I I I I I I I I I I I I I
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250
Time (hours)

Courtyards at the Greenway Detention Type 11 6-hr 25-yr 6-hr Rainfall=4.30"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 59
Hydrograph for Subcatchment 1 S: Pre-Development Drainage Area
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
5.00 4.10 1.46 7.62
10.00 4.30 1.60 0.00
15.00 4.30 1.60 0.00
20.00 4.30 1.60 0.00
25.00 4.30 1.60 0.00
30.00 4.30 1.60 0.00
35.00 4.30 1.60 0.00
40.00 4.30 1.60 0.00
45.00 4.30 1.60 0.00
50.00 4.30 1.60 0.00
55.00 4.30 1.60 0.00
60.00 4.30 1.60 0.00
65.00 4.30 1.60 0.00
70.00 4.30 1.60 0.00
75.00 4.30 1.60 0.00
80.00 4.30 1.60 0.00
85.00 4.30 1.60 0.00
90.00 4.30 1.60 0.00
95.00 4.30 1.60 0.00
100.00 4.30 1.60 0.00
105.00 4.30 1.60 0.00
110.00 4.30 1.60 0.00
115.00 4.30 1.60 0.00
120.00 4.30 1.60 0.00
125.00 4.30 1.60 0.00
130.00 4.30 1.60 0.00
135.00 4.30 1.60 0.00
140.00 4.30 1.60 0.00
145.00 4.30 1.60 0.00
150.00 4.30 1.60 0.00
155.00 4.30 1.60 0.00
160.00 4.30 1.60 0.00
165.00 4.30 1.60 0.00
170.00 4.30 1.60 0.00
175.00 4.30 1.60 0.00
180.00 4.30 1.60 0.00
185.00 4.30 1.60 0.00
190.00 4.30 1.60 0.00
195.00 4.30 1.60 0.00
200.00 4.30 1.60 0.00
205.00 4.30 1.60 0.00
210.00 4.30 1.60 0.00
215.00 4.30 1.60 0.00
220.00 4.30 1.60 0.00
225.00 4.30 1.60 0.00
230.00 4.30 1.60 0.00
235.00 4.30 1.60 0.00
240.00 4.30 1.60 0.00
245.00 4.30 1.60 0.00
250.00 4.30 1.60 0.00

Courtyards at the Greenway Detention Type 11 6-hr 25-yr 6-hr Rainfall=4.30"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 60
Summary for Subcatchment 2S: Pond #1 Area
Runoff = 160.51 cfs @ 2.96 hrs, Volume= 5.216 af, Depth= 2.82"
Routed to Pond 1 P : Pond #1 (Wetpond)
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs
Type II 6-hr 25-yr 6-hr Rainfall=4.30"
Area (ac) CN Description
11.420 98 Unconnected pavement, HSG C
10.780 74 >75% Grass cover, Good, HSG C
22.200 86 Weighted Average
10.780 48.56% Pervious Area
11.420 51.44% Impervious Area
11.420 100.00% Unconnected
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Assumed Tc
Subcatchment 2S: Pond #1 Area
Hydrograph
I I I I I I I I I I I I I I I I
rt 1 1- -1 1 H - I- -r -1 - I- 7 —1— r rt I H - 1 t 1 rt 1 - ❑Runoff
Tso.s1 cfs I-r -1- 1- —I — I— t —I — 1— t —1 — if rt —I— if rt —I— t —1 — I— t —1 — Ili— -r --1
1604'0 I- 17H -1- -hH - 1— + -1 - 1- 4 -1— hH -1— t -1 - 1— + -1TypeIi-
150� _I— H —I— H - 1— + —I - 1- 4 —I— H -1— + - 1— + -1 — I— —
140�� - —1
1 - -
_I_ 1— _I_ � 4 _ 1_ � _I _ 4 _I_ J- 4 _I_ � _ I_ � _I _ 1_ h1r
130�/ _I_ 1_ _I _ I_ J J _ I_ J _I _ L 1 _I 2 JCS I��T-�lll°-Ra1rif911l= �I 8F.
110 �0
i 1 1 11 1 I 1 I IR n ff Ar 22.21
w 100
1 1 1 1 1 *PI off Vo11arne= 1 0 af-
90
LL 80�� �LClof�Q lL�2/$2��
71:) ,-/0
1 1 1 11 1 1 1 1 1 1 1 Tlri5-.V min
60_ / —I— T T — I— —I — — 7 —I— T 7 — I— T —I — I— - - -----
50�� I— t- i —1— 1 r -1 - -1- I - 1— 1- —1 — 1— - rt
40_'O —1— 1— H — I I- —1 — H fi 1 1 1 1 1
30_ / —I— + + —I— 1 —I — 4 1 1 I I I
20= —I— J— - — I. 1 1 1 1 1 1 1 1
0
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250
Time (hours)

Courtyards at the Greenway Detention Type 11 6-hr 25-yr 6-hr Rainfall=4.30"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 61
Hydrograph for Subcatchment 2S: Pond #1 Area
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
5.00 4.10 2.63 4.77
10.00 4.30 2.82 0.00
15.00 4.30 2.82 0.00
20.00 4.30 2.82 0.00
25.00 4.30 2.82 0.00
30.00 4.30 2.82 0.00
35.00 4.30 2.82 0.00
40.00 4.30 2.82 0.00
45.00 4.30 2.82 0.00
50.00 4.30 2.82 0.00
55.00 4.30 2.82 0.00
60.00 4.30 2.82 0.00
65.00 4.30 2.82 0.00
70.00 4.30 2.82 0.00
75.00 4.30 2.82 0.00
80.00 4.30 2.82 0.00
85.00 4.30 2.82 0.00
90.00 4.30 2.82 0.00
95.00 4.30 2.82 0.00
100.00 4.30 2.82 0.00
105.00 4.30 2.82 0.00
110.00 4.30 2.82 0.00
115.00 4.30 2.82 0.00
120.00 4.30 2.82 0.00
125.00 4.30 2.82 0.00
130.00 4.30 2.82 0.00
135.00 4.30 2.82 0.00
140.00 4.30 2.82 0.00
145.00 4.30 2.82 0.00
150.00 4.30 2.82 0.00
155.00 4.30 2.82 0.00
160.00 4.30 2.82 0.00
165.00 4.30 2.82 0.00
170.00 4.30 2.82 0.00
175.00 4.30 2.82 0.00
180.00 4.30 2.82 0.00
185.00 4.30 2.82 0.00
190.00 4.30 2.82 0.00
195.00 4.30 2.82 0.00
200.00 4.30 2.82 0.00
205.00 4.30 2.82 0.00
210.00 4.30 2.82 0.00
215.00 4.30 2.82 0.00
220.00 4.30 2.82 0.00
225.00 4.30 2.82 0.00
230.00 4.30 2.82 0.00
235.00 4.30 2.82 0.00
240.00 4.30 2.82 0.00
245.00 4.30 2.82 0.00
250.00 4.30 2.82 0.00

Courtyards at the Greenway Detention Type 11 6-hr 25-yr 6-hr Rainfall=4.30"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 62
Summary for Subcatchment 3S: Pond #2 Area
Runoff = 82.30 cfs @ 2.96 hrs, Volume= 2.695 af, Depth= 2.91"
Routed to Pond 2P : Pond #2 (Wetpond)
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs
Type II 6-hr 25-yr 6-hr Rainfall=4.30"
Area (ac) CN Description
5.990 98 Unconnected pavement, HSG C
5.110 74 >75% Grass cover, Good, HSG C
11.100 87 Weighted Average
5.110 46.04% Pervious Area
5.990 53.96% Impervious Area
5.990 100.00% Unconnected
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Assumed Tc
Subcatchment 3S: Pond #2 Area
Hydrograph
L I_ + _I HA _ 1 _ _ I LA I L 11 I L -
90 1 I I I I I I I I I I I I I I I I I I ■Runoff
82.30 cfs 11 I I I I I I I 1 I 1 1 I 1 I
80- ! 1 I I I I I I I I I I I I I I I Type II
75_ / 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
701 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 "111
657'/ 25,I I I y-1 'RajJffl 4,,3V!'
60 "/ [fir -,I�pI
55 1 1 1 1 1 1 1 I Runoff�4rea 'fir I iOO�aac
504'/ 7 1 L T 1 1 T th u60I" �" .09$-`,'�`
c45` / 77171- - I- T -I - r7 -I- TH - I- T -I a stoffDept'h 2
LT- 9-0111' -
40_'
/ r - - r — - - T -I - r -r -r T -I - r -1 -I- -1w- I-C-r —1— r
35='/ r -I— fi —I — I— - -I — rrt -1— r —I - 1- -r —I — r - —I- --T1 -O
30z /, -1 -1- - - 1- + -1 - H -F -1- t -1 - 1- + -1 - 1- H -1- t -I - I- A'1
25= -1 -1- 1- -1 - 1- + 1 H -1 1 H - 1- + 1 - H 1- H 1 1 1 1
20_ / 4 —I— H —I — I— + —I — H 4 — I— H 1 — I— + —I — H H —I— H —I — I— 4 —1— H -
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250
Time (hours)

Courtyards at the Greenway Detention Type 11 6-hr 25-yr 6-hr Rainfall=4.30"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 63
Hydrograph for Subcatchment 3S: Pond #2 Area
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
5.00 4.10 2.72 2.41
10.00 4.30 2.91 0.00
15.00 4.30 2.91 0.00
20.00 4.30 2.91 0.00
25.00 4.30 2.91 0.00
30.00 4.30 2.91 0.00
35.00 4.30 2.91 0.00
40.00 4.30 2.91 0.00
45.00 4.30 2.91 0.00
50.00 4.30 2.91 0.00
55.00 4.30 2.91 0.00
60.00 4.30 2.91 0.00
65.00 4.30 2.91 0.00
70.00 4.30 2.91 0.00
75.00 4.30 2.91 0.00
80.00 4.30 2.91 0.00
85.00 4.30 2.91 0.00
90.00 4.30 2.91 0.00
95.00 4.30 2.91 0.00
100.00 4.30 2.91 0.00
105.00 4.30 2.91 0.00
110.00 4.30 2.91 0.00
115.00 4.30 2.91 0.00
120.00 4.30 2.91 0.00
125.00 4.30 2.91 0.00
130.00 4.30 2.91 0.00
135.00 4.30 2.91 0.00
140.00 4.30 2.91 0.00
145.00 4.30 2.91 0.00
150.00 4.30 2.91 0.00
155.00 4.30 2.91 0.00
160.00 4.30 2.91 0.00
165.00 4.30 2.91 0.00
170.00 4.30 2.91 0.00
175.00 4.30 2.91 0.00
180.00 4.30 2.91 0.00
185.00 4.30 2.91 0.00
190.00 4.30 2.91 0.00
195.00 4.30 2.91 0.00
200.00 4.30 2.91 0.00
205.00 4.30 2.91 0.00
210.00 4.30 2.91 0.00
215.00 4.30 2.91 0.00
220.00 4.30 2.91 0.00
225.00 4.30 2.91 0.00
230.00 4.30 2.91 0.00
235.00 4.30 2.91 0.00
240.00 4.30 2.91 0.00
245.00 4.30 2.91 0.00
250.00 4.30 2.91 0.00

Courtyards at the Greenway Detention Type 11 6-hr 25-yr 6-hr Rainfall=4.30"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 64
Summary for Subcatchment 4S: Bypass Area #1
Runoff = 42.10 cfs @ 3.04 hrs, Volume= 1.657 af, Depth= 1.60"
Routed to Link 1 L : Post-Dev Area #1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs
Type II 6-hr 25-yr 6-hr Rainfall=4.30"
Area (ac) CN Description
10.600 70 Woods, Good, HSG C
1.800 74 >75% Grass cover, Good, HSG C
12.400 71 Weighted Average
12.400 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.7 100 0.2000 0.45 Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.52"
0.8 429 0.0400 8.44 69.65 Trap/Vee/Rect Channel Flow, Channel Flow
Bot.W=1.00' D=1.50' Z= 3.0 '/' Top.W=10.00'
n= 0.030 Stream, clean & straight
6.4 1,627 0.0150 4.24 47.75 Trap/Vee/Rect Channel Flow, Channel Flow
Bot.W=3.00' D=1.50' Z= 3.0 '/' Top.W=12.00'
n= 0.040 Winding stream, pools & shoals
10.9 2,156 Total
Subcatchment 4S: Bypass Area #1
Hydrograph
46 — 4 -I- - - I- 4 -I - I- 4 - I- -k -I - 1 4 -I - # -I -I- # -I - I- 4 -I- # - ■Runoff
142.10 cfs 1 rt -1- 1 -I - I- 7 -1 - 1 4 - - 7 -I - I- t -I - r P -I- 7 -I - I- 7 -1- r -
40 / 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 pe h
38; � 1 1 I 1 1 I 1 I I 1 I I 1 I 1 1 I 1 1 I 1 1
364"/ L -1- A -1 - 1- _L -1 - I- 4 -1- 4 -I - 1- _L _I ,_ L _I _1- 7 -I - I_ 4 - I -
344'/ -I- - - I- + -I - -I- -I - - ��VI 1V T1Rairif11I LLar -
32='/ r —1— r — — 1— T -I - r rt —1— r —I - I- T[-r r p 7 1 1 �7 -I r -
30�/ 1 I 1 1 I 1 I I 1 I I 1 I Runoff�4►re-a t2 -ac
1
26_ / _1- L _I - 1- 1 _ _ L 1 _1_ L _I } �I
_ LEI
��I �J�_
244'� -1- ]- -1 - 1- -k -I - I- 4 -I- -I - 1- 4 Q 1,IR�1�
0 22 '/ -A I I fi I I- I t - I -I -Runoff t L 1h 6O
20_ / 7 I r 1 I T I I- 7 I TP - 1 T -I -C7P 17 -I - I- 7 I7
18- 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ROW Iti1I9th=2,1156
144 L -1_ L _I _ I_ 1 _1 _ L1 _1_ L _1 _ 1_ 1 _1 _ LJ _1_
12= 4 -1- 4- -1 - 1- 4 -1 - I- 4 -1- - - 1- -1 - 4 -I -1- 111'-?-11111 -
10_ O rt I- i -I - 1- t -I r if -1 t H 1- t I - 1- -II t -
8= 71r11T7L74T - 1T17P17117 17
I 1 1 I 1 I I 1 I I 1 1 1 I 1 1 I 1 1 I 1
44
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160' 170' 180 190 200 210 220' 230 240 250
Time (hours)

Courtyards at the Greenway Detention Type 11 6-hr 25-yr 6-hr Rainfall=4.30"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 65
Hydrograph for Subcatchment 4S: Bypass Area #1
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
5.00 4.10 1.46 2.12
10.00 4.30 1.60 0.00
15.00 4.30 1.60 0.00
20.00 4.30 1.60 0.00
25.00 4.30 1.60 0.00
30.00 4.30 1.60 0.00
35.00 4.30 1.60 0.00
40.00 4.30 1.60 0.00
45.00 4.30 1.60 0.00
50.00 4.30 1.60 0.00
55.00 4.30 1.60 0.00
60.00 4.30 1.60 0.00
65.00 4.30 1.60 0.00
70.00 4.30 1.60 0.00
75.00 4.30 1.60 0.00
80.00 4.30 1.60 0.00
85.00 4.30 1.60 0.00
90.00 4.30 1.60 0.00
95.00 4.30 1.60 0.00
100.00 4.30 1.60 0.00
105.00 4.30 1.60 0.00
110.00 4.30 1.60 0.00
115.00 4.30 1.60 0.00
120.00 4.30 1.60 0.00
125.00 4.30 1.60 0.00
130.00 4.30 1.60 0.00
135.00 4.30 1.60 0.00
140.00 4.30 1.60 0.00
145.00 4.30 1.60 0.00
150.00 4.30 1.60 0.00
155.00 4.30 1.60 0.00
160.00 4.30 1.60 0.00
165.00 4.30 1.60 0.00
170.00 4.30 1.60 0.00
175.00 4.30 1.60 0.00
180.00 4.30 1.60 0.00
185.00 4.30 1.60 0.00
190.00 4.30 1.60 0.00
195.00 4.30 1.60 0.00
200.00 4.30 1.60 0.00
205.00 4.30 1.60 0.00
210.00 4.30 1.60 0.00
215.00 4.30 1.60 0.00
220.00 4.30 1.60 0.00
225.00 4.30 1.60 0.00
230.00 4.30 1.60 0.00
235.00 4.30 1.60 0.00
240.00 4.30 1.60 0.00
245.00 4.30 1.60 0.00
250.00 4.30 1.60 0.00

Courtyards at the Greenway Detention Type II 6-hr 25-yr 6-hr Rainfall=4.30"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 66
Summary for Pond 1 P: Pond #1 (Wetpond)
Inflow Area = 22.200 ac, 51.44% Impervious, Inflow Depth = 2.82" for 25-yr 6-hr event
Inflow = 160.51 cfs @ 2.96 hrs, Volume= 5.216 af
Outflow = 3.73 cfs @ 6.02 hrs, Volume= 5.122 af, Atten= 98%, Lag= 183.5 min
Primary = 3.73 cfs @ 6.02 hrs, Volume= 5.122 af
Routed to Link 1 L : Post-Dev Area #1
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link 1 L : Post-Dev Area #1
Routing by Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs
Peak Elev= 626.25'@ 6.02 hrs Surf.Area= 61,466 sf Storage= 206,755 cf
Plug-Flow detention time=4,320.7 min calculated for 5.121 of(98% of inflow)
Center-of-Mass det. time=4,318.3 min ( 4,517.9 - 199.6 )
Volume Invert Avail.Storage Storage Description
#1 622.50' 319,560 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
622.50 45,693 0 0
623.00 50,976 24,167 24,167
624.00 54,134 52,555 76,722
625.00 57,401 55,768 132,490
626.00 60,612 59,007 191,496
627.00 64,029 62,321 253,817
628.00 67,457 65,743 319,560
Device Routing Invert Outlet Devices
#1 Primary 616.00' 24.0" Round Culvert
L= 178.9' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 616.00'/615.00' S= 0.0056 '/' Cc= 0.900
n= 0.010, Flow Area= 3.14 sf
#2 Device 1 622.50' 3.0" Vert. Water Quality Orifice C= 0.600
Limited to weir flow at low heads
#3 Device 1 626.00' 4.0' long x 1.50' rise Sharp-Crested Rectangular Weir X 2.00
0 End Contraction(s)
#4 Secondary 627.00' 45.0 deg x 35.0' long x 0.50' rise Emergency Spillway
Cv= 2.56 (C= 3.20)
Primary OutFlow Max=3.72 cfs @ 6.02 hrs HW=626.25' (Free Discharge)
L1=Culvert (Passes 3.72 cfs of 45.67 cfs potential flow)
12=Water Quality Orifice (Orifice Controls 0.45 cfs @ 9.17 fps)
3=Sharp-Crested Rectangular Weir(Weir Controls 3.27 cfs @ 1.63 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=622.50' (Free Discharge)
4-4=Emergency Spillway( Controls 0.00 cfs)

Courtyards at the Greenway Detention Type 11 6-hr 25-yr 6-hr Rainfall=4.30"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 67
Pond 1 P: Pond #1 (Wetpond)
Hydrograph
I I I
1 1 1 1 1 1 I 1 1 I 1 1 ■Inflow
760.51 cfs •Outflow
,I�� p�I_ p Prima
- i 1 I 1 1 I I 1 I I 1 I 1 ItIn kow-A-r1"a-4-2-el a hr' ❑Secondary
170_/ / / 1 1 I I 1 1 1 1 1 1 1 1 1 1 peak 1 Eiel4-626,25'
160=' / 1 1 1 1 I I 1 1 1 1 1 I 1 1 1 1 1 I 1 11 I 1 1
150_' / 1 I 1 1 1 1 1 1 1 1 1 1 1 Storages-20 T55 t-
140 ' / 1 I 1 1 I I 1 I I 1 I I 1 1 I 1 1 I 1 1 I I
130 ' / / L L I _1 L 1 J 1 _I_ L 1 _I _1 1_ L 1 _1 _1 1_ L L _I _I _
120 ' i H L _I _1_ L 1 J _1 _I_ L L J _I _ 1_ L I L _1_ I_ L L J -I - I
110=' i- 100 ' LL 11 LII 1 I LLJ 11 LIL 1 I H L J _I _ 1_
- i
c 80 , 4 -I -1- I- + 4 -1 -I- I- + 4 -I - 1- I- + 4 -1- I- 1- + 4 -I - I-
LL 70= i H H I 1 H + H 1 I I- + H I 1 H + H 1 I H + H 1 1-
60 ' / H H I 1 H + H 1 I I- + H I 1 H + H 1 I H + H 1 r
50-' i , A 1 -r -1 -1- 1- -h -r -1 -1- I- -h -1 -1 - 1- 1- t -r -1- 1- 1- fi -1 -1- 1-
40_' / r r 1 1 1 - r 1�!/ r- - -r - - 1 r - -r -1 - - 1- -r - - 1
30=' / 3.73 cf s iiiiiiiiii,zr .4iii ���%%iIl///��� ��� AO 7-7
����
20 '13.73/AVAVA/
0i42..
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250
Time (hours)

Courtyards at the Greenway Detention Type II 6-hr 25-yr 6-hr Rainfall=4.30"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 68
Hydrograph for Pond 1 P: Pond #1 (Wetpond)
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0 622.50 0.00 0.00 0.00
5.00 4.77 203,895 626.20 2.86 2.86 0.00
10.00 0.00 190,903 625.99 0.43 0.43 0.00
15.00 0.00 183,174 625.86 0.43 0.43 0.00
20.00 0.00 175,594 625.74 0.42 0.42 0.00
25.00 0.00 168,167 625.61 0.41 0.41 0.00
30.00 0.00 160,891 625.49 0.40 0.40 0.00
35.00 0.00 153,770 625.37 0.39 0.39 0.00
40.00 0.00 146,802 625.25 0.38 0.38 0.00
45.00 0.00 139,991 625.13 0.37 0.37 0.00
50.00 0.00 133,335 625.01 0.37 0.37 0.00
55.00 0.00 126,838 624.90 0.36 0.36 0.00
60.00 0.00 120,498 624.79 0.35 0.35 0.00
65.00 0.00 114,319 624.68 0.34 0.34 0.00
70.00 0.00 108,300 624.57 0.33 0.33 0.00
75.00 0.00 102,442 624.47 0.32 0.32 0.00
80.00 0.00 96,748 624.37 0.31 0.31 0.00
85.00 0.00 91,216 624.27 0.30 0.30 0.00
90.00 0.00 85,850 624.17 0.29 0.29 0.00
95.00 0.00 80,649 624.07 0.28 0.28 0.00
100.00 0.00 75,614 623.98 0.28 0.28 0.00
105.00 0.00 70,746 623.89 0.27 0.27 0.00
110.00 0.00 66,047 623.80 0.26 0.26 0.00
115.00 0.00 61,517 623.72 0.25 0.25 0.00
120.00 0.00 57,157 623.63 0.24 0.24 0.00
125.00 0.00 52,968 623.56 0.23 0.23 0.00
130.00 0.00 48,951 623.48 0.22 0.22 0.00
135.00 0.00 45,106 623.41 0.21 0.21 0.00
140.00 0.00 41,434 623.34 0.20 0.20 0.00
145.00 0.00 37,936 623.27 0.19 0.19 0.00
150.00 0.00 34,613 623.20 0.18 0.18 0.00
155.00 0.00 31,465 623.14 0.17 0.17 0.00
160.00 0.00 28,494 623.08 0.16 0.16 0.00
165.00 0.00 25,699 623.03 0.15 0.15 0.00
170.00 0.00 23,081 622.98 0.14 0.14 0.00
175.00 0.00 20,642 622.93 0.13 0.13 0.00
180.00 0.00 18,383 622.89 0.12 0.12 0.00
185.00 0.00 16,307 622.84 0.11 0.11 0.00
190.00 0.00 14,415 622.80 0.10 0.10 0.00
195.00 0.00 12,707 622.77 0.09 0.09 0.00
200.00 0.00 11,189 622.74 0.08 0.08 0.00
205.00 0.00 9,853 622.71 0.07 0.07 0.00
210.00 0.00 8,720 622.69 0.06 0.06 0.00
215.00 0.00 7,768 622.67 0.05 0.05 0.00
220.00 0.00 6,967 622.65 0.04 0.04 0.00
225.00 0.00 6,289 622.64 0.03 0.03 0.00
230.00 0.00 5,715 622.62 0.03 0.03 0.00
235.00 0.00 5,230 622.61 0.02 0.02 0.00
240.00 0.00 4,815 622.60 0.02 0.02 0.00
245.00 0.00 4,448 622.60 0.02 0.02 0.00
250.00 0.00 4,122 622.59 0.02 0.02 0.00

Courtyards at the Greenway Detention Type II 6-hr 25-yr 6-hr Rainfall=4.30"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 69
Summary for Pond 2P: Pond #2 (Wetpond)
Inflow Area = 11.100 ac, 53.96% Impervious, Inflow Depth = 2.91" for 25-yr 6-hr event
Inflow = 82.30 cfs @ 2.96 hrs, Volume= 2.695 af
Outflow = 19.69 cfs @ 3.09 hrs, Volume= 2.381 af, Atten= 76%, Lag= 7.8 min
Primary = 19.69 cfs @ 3.09 hrs, Volume= 2.381 af
Routed to Link 1 L : Post-Dev Area #1
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link 1 L : Post-Dev Area #1
Routing by Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs
Peak Elev= 628.75'@ 3.09 hrs Surf.Area= 19,826 sf Storage= 69,618 cf
Plug-Flow detention time=677.6 min calculated for 2.381 af(88% of inflow)
Center-of-Mass det. time=663.2 min ( 861.9 - 198.7 )
Volume Invert Avail.Storage Storage Description
#1 624.50' 95,852 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
624.50 11,483 0 0
625.00 14,211 6,424 6,424
626.00 15,215 14,713 21,137
627.00 17,285 16,250 37,387
628.00 18,524 17,905 55,291
629.00 20,266 19,395 74,686
630.00 22,065 21,166 95,852
Device Routing Invert Outlet Devices
#1 Primary 621.72' 18.0" Round Culvert
L= 120.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 621.72'/621.00' S= 0.0060 '/' Cc= 0.900
n= 0.010, Flow Area= 1.77 sf
#2 Device 1 625.50' 3.0" Vert. Water Quality Orifice C= 0.600
Limited to weir flow at low heads
#3 Device 1 628.00' 4.0' long x 1.50' rise Sharp-Crested Rectangular Weir X 2.00
2 End Contraction(s)
#4 Secondary 629.00' 45.0 deg x 25.0' long x 0.50' rise Emergency Spillway
Cv= 2.56 (C= 3.20)
#5 Device 1 628.50' 4.0' long x 1.00' rise Sharp-Crested Rectangular Weir X 2.00
2 End Contraction(s)
Primary OutFlow Max=19.85 cfs @ 3.09 hrs HW=628.75' (Free Discharge)
t 1=Culvert (Passes 19.85 cfs of 21.19 cfs potential flow)
2=Water Quality Orifice (Orifice Controls 0.42 cfs @ 8.51 fps)
3=Sharp-Crested Rectangular Weir(Weir Controls 16.26 cfs @ 2.83 fps)
5=Sharp-Crested Rectangular Weir(Weir Controls 3.17 cfs @ 1.63 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=624.50' (Free Discharge)
4-4=Emergency Spillway( Controls 0.00 cfs)

Courtyards at the Greenway Detention Type II 6-hr 25-yr 6-hr Rainfall=4.30"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 70
Pond 2P: Pond #2 (Wetpond)
Hydrograph
- 4 -1 - I- 1
i
+ - 1 1 - 47 1 k 1 1 4 1 - - 4 - ❑Inflow
82.30 cfs ❑Outflow
+ H 1 I L + + I I + H 1 I I- H I 1 - - + -
Primar
90=
t -t -1 — I— 1 t -1 -I— I— -t -1 — 1_ Inf ow Area=11.100 a� o Se ondary
85 rtrt -1 - 1- rrt - -1- 1- r1 -1 - 1- 1 1 PeakElev=628.75'
80=' T 71 T 1I F T T T I T T T 71 T 11 T L 7
75 1 1 1 1 1 1 1 I 1 1 1 Storage=69,618 Cf-
704-/ / / ' 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1
65=' - / 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
60� 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
w 55;' 1 1 1 1 1 1 1 1 1 1 I I I I I 1 1
° 504' LI 1 1 L 1 1 1 L LI 1 1 L 1 1 I I I I L 1 —
;o 45 / _I 1 1 L 4 7 1 1 _I 1 1 I- 4 1 1 1 L _L 1 1 I- 1 —
u 40' 0 1 _ -1 - 1- _ 4 - -I- 1- ---I -1 - 1- I- 4 -I -I- 1- 4 -1 - I- I- -
35
L19.69 cfs + —I -I - I- H + H -I- I- + —I -I - I- I + -I -I- I- + + -I - 1- I + -
30jf969cfs + H 1 - 1 1- + + - - 1 + H 1 1- I- + -1 -1- t H- 1 -1- L + -
25= /
20� i Trt 1 1 rt -1 l firt 1 14 ' 1 1 Lt
15 z 1)))1) ,Y )1),1)1) 97���
100 i; // /
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250
Time (hours)

Courtyards at the Greenway Detention Type 11 6-hr 25-yr 6-hr Rainfall=4.30"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 71
Hydrograph for Pond 2P: Pond #2 (Wetpond)
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0 624.50 0.00 0.00 0.00
5.00 2.41 59,146 628.21 2.82 2.82 0.00
10.00 0.00 51,568 627.80 0.35 0.35 0.00
15.00 0.00 45,546 627.46 0.32 0.32 0.00
20.00 0.00 40,032 627.15 0.29 0.29 0.00
25.00 0.00 35,035 626.86 0.26 0.26 0.00
30.00 0.00 30,571 626.60 0.23 0.23 0.00
35.00 0.00 26,658 626.35 0.20 0.20 0.00
40.00 0.00 23,311 626.14 0.17 0.17 0.00
45.00 0.00 20,549 625.96 0.14 0.14 0.00
50.00 0.00 18,382 625.82 0.10 0.10 0.00
55.00 0.00 16,822 625.71 0.07 0.07 0.00
60.00 0.00 15,854 625.65 0.04 0.04 0.00
65.00 0.00 15,287 625.61 0.02 0.02 0.00
70.00 0.00 14,937 625.59 0.02 0.02 0.00
75.00 0.00 14,692 625.57 0.01 0.01 0.00
80.00 0.00 14,518 625.56 0.01 0.01 0.00
85.00 0.00 14,394 625.55 0.01 0.01 0.00
90.00 0.00 14,305 625.54 0.00 0.00 0.00
95.00 0.00 14,233 625.54 0.00 0.00 0.00
100.00 0.00 14,169 625.53 0.00 0.00 0.00
105.00 0.00 14,112 625.53 0.00 0.00 0.00
110.00 0.00 14,061 625.53 0.00 0.00 0.00
115.00 0.00 14,016 625.52 0.00 0.00 0.00
120.00 0.00 13,975 625.52 0.00 0.00 0.00
125.00 0.00 13,940 625.52 0.00 0.00 0.00
130.00 0.00 13,908 625.52 0.00 0.00 0.00
135.00 0.00 13,880 625.52 0.00 0.00 0.00
140.00 0.00 13,855 625.51 0.00 0.00 0.00
145.00 0.00 13,833 625.51 0.00 0.00 0.00
150.00 0.00 13,813 625.51 0.00 0.00 0.00
155.00 0.00 13,795 625.51 0.00 0.00 0.00
160.00 0.00 13,780 625.51 0.00 0.00 0.00
165.00 0.00 13,766 625.51 0.00 0.00 0.00
170.00 0.00 13,753 625.51 0.00 0.00 0.00
175.00 0.00 13,742 625.51 0.00 0.00 0.00
180.00 0.00 13,733 625.51 0.00 0.00 0.00
185.00 0.00 13,724 625.50 0.00 0.00 0.00
190.00 0.00 13,716 625.50 0.00 0.00 0.00
195.00 0.00 13,709 625.50 0.00 0.00 0.00
200.00 0.00 13,703 625.50 0.00 0.00 0.00
205.00 0.00 13,698 625.50 0.00 0.00 0.00
210.00 0.00 13,693 625.50 0.00 0.00 0.00
215.00 0.00 13,689 625.50 0.00 0.00 0.00
220.00 0.00 13,685 625.50 0.00 0.00 0.00
225.00 0.00 13,682 625.50 0.00 0.00 0.00
230.00 0.00 13,679 625.50 0.00 0.00 0.00
235.00 0.00 13,676 625.50 0.00 0.00 0.00
240.00 0.00 13,673 625.50 0.00 0.00 0.00
245.00 0.00 13,671 625.50 0.00 0.00 0.00
250.00 0.00 13,670 625.50 0.00 0.00 0.00

Courtyards at the Greenway Detention Type 11 6-hr 25-yr 6-hr Rainfall=4.30"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 72
Summary for Link 1 L: Post-Dev Area #1
Inflow Area = 45.700 ac, 38.10% Impervious, Inflow Depth > 2.40" for 25-yr 6-hr event
Inflow = 59.56 cfs @ 3.06 hrs, Volume= 9.159 af
Primary = 59.56 cfs @ 3.06 hrs, Volume= 9.159 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs
Link 1 L: Post-Dev Area #1
Hydrograph
/ 1111 I1 11 11 1 I 1 1 1 1
1 I 1 I I 1 I 1 I 1 I 1 I 1 1 I 1 I 1 I ■Inflow
65 59.56 cfs 11 I 1 I I I I I I /II II I ppI II I I I I /' ❑Primary 1
I59.56 cfs + -inf or• Area 45.7r�VrVt IQW -
1 I _ 1 1 1 1 1 1 1 1 1 I I I
55=' I 1 I 1 I I I I I I I I I I
50- 1 — I 1 I T I I 1 T 1 T 1 -
457: I _ 1 —. — ` 1 —I - - 1 — — I- 1 —I — - 1 —I — I
1 I I 1 1 1 1 1 1 1 1
40- I 1 I I 1 I I
357: —1 — I— + —I — I— + —I — I— + —
3 11 I 11 I
�° 30-" / I I 1 1 1 1 1 1
25 —1 — I rt -1 — I— I 1 I T I I — — T -1 — T —I — -
20-' 1_ —, — I_ —I — I— 1 —I — I— 1 —I — I— 1 —I — I— 1 —I — I— 1
I I I I I I I I I 11 I 11 I
15: + —I — I— + — — I— + — — I— + -
10 % — H 1
I I I I I
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250
Time (hours)

Courtyards at the Greenway Detention Type 11 6-hr 25-yr 6-hr Rainfall=4.30"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 73
Hydrograph for Link 1 L: Post-Dev Area #1
Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs)
0.00 0.00 0.00 0.00
5.00 7.79 0.00 7.79
10.00 0.78 0.00 0.78
15.00 0.75 0.00 0.75
20.00 0.71 0.00 0.71
25.00 0.67 0.00 0.67
30.00 0.63 0.00 0.63
35.00 0.59 0.00 0.59
40.00 0.55 0.00 0.55
45.00 0.51 0.00 0.51
50.00 0.47 0.00 0.47
55.00 0.43 0.00 0.43
60.00 0.39 0.00 0.39
65.00 0.36 0.00 0.36
70.00 0.35 0.00 0.35
75.00 0.33 0.00 0.33
80.00 0.32 0.00 0.32
85.00 0.31 0.00 0.31
90.00 0.30 0.00 0.30
95.00 0.29 0.00 0.29
100.00 0.28 0.00 0.28
105.00 0.27 0.00 0.27
110.00 0.26 0.00 0.26
115.00 0.25 0.00 0.25
120.00 0.24 0.00 0.24
125.00 0.23 0.00 0.23
130.00 0.22 0.00 0.22
135.00 0.21 0.00 0.21
140.00 0.20 0.00 0.20
145.00 0.19 0.00 0.19
150.00 0.18 0.00 0.18
155.00 0.17 0.00 0.17
160.00 0.16 0.00 0.16
165.00 0.15 0.00 0.15
170.00 0.14 0.00 0.14
175.00 0.13 0.00 0.13
180.00 0.12 0.00 0.12
185.00 0.11 0.00 0.11
190.00 0.10 0.00 0.10
195.00 0.09 0.00 0.09
200.00 0.08 0.00 0.08
205.00 0.07 0.00 0.07
210.00 0.06 0.00 0.06
215.00 0.05 0.00 0.05
220.00 0.04 0.00 0.04
225.00 0.03 0.00 0.03
230.00 0.03 0.00 0.03
235.00 0.02 0.00 0.02
240.00 0.02 0.00 0.02
245.00 0.02 0.00 0.02
250.00 0.02 0.00 0.02

Courtyards at the Greenway Detention Type II 6-hr 50-yr 6-hr Rainfall=4.83"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 74
Time span=0.00-250.00 hrs, dt=0.01 hrs, 25001 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
SubcatchmentlS: Pre-Development Runoff Area=42.060 ac 1.90% Impervious Runoff Depth=1.99"
Flow Length=2,380' Tc=19.4 min CN=71 Runoff=130.33 cfs 6.971 af
Subcatchment2S: Pond#1 Area Runoff Area=22.200 ac 51.44% Impervious Runoff Depth=3.31"
Tc=5.0 min CN=86 Runoff=186.43 cfs 6.121 af
Subcatchment3S: Pond#2 Area Runoff Area=11.100 ac 53.96% Impervious Runoff Depth=3.41"
Tc=5.0 min CN=87 Runoff=95.27 cfs 3.152 af
Su bcatchment4S: Bypass Area#1 Runoff Area=12.400 ac 0.00% Impervious Runoff Depth=1.99"
Flow Length=2,156' Tc=10.9 min CN=71 Runoff=52.40 cfs 2.055 af
Pond 1 P: Pond#1 (Wetpond) Peak Elev=626.39' Storage=215,563 cf Inflow=186.43 cfs 6.121 af
Primary=6.90 cfs 6.026 af Secondary=0.00 cfs 0.000 af Outflow=6.90 cfs 6.026 af
Pond 2P: Pond#2 (Wetpond) Peak Elev=629.19' Storage=78,469 cf Inflow=95.27 cfs 3.152 af
Primary=21.92 cfs 2.788 af Secondary=6.42 cfs 0.050 af Outflow=28.34 cfs 2.838 af
Link 1L: Post-Dev Area#1 Inflow=78.99 cfs 10.919 af
Primary=78.99 cfs 10.919 af
Total Runoff Area = 87.760 ac Runoff Volume = 18.299 af Average Runoff Depth = 2.50"
79.25% Pervious = 69.550 ac 20.75% Impervious = 18.210 ac

Courtyards at the Greenway Detention Type II 6-hr 50-yr 6-hr Rainfall=4.83"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 75
Summary for Subcatchment 1S: Pre-Development Drainage Area
Runoff = 130.33 cfs @ 3.13 hrs, Volume= 6.971 af, Depth= 1.99"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs
Type II 6-hr 50-yr 6-hr Rainfall=4.83"
Area (ac) CN Description
36.560 70 Woods, Good, HSG C
4.700 74 >75% Grass cover, Good, HSG C
0.800 98 Unconnected pavement, HSG C
42.060 71 Weighted Average
41.260 98.10% Pervious Area
0.800 1.90% Impervious Area
0.800 100.00°/a Unconnected
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.4 100 0.0770 0.31 Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.52"
7.1 389 0.0330 0.91 Shallow Concentrated Flow, Shallow Concentrated Flow
Woodland Kv= 5.0 fps
3.1 930 0.0250 5.01 41.30 Trap/Vee/Rect Channel Flow, Channel Flow
Bot.W=1.00' D=1.50' Z= 3.0 '/' Top.W=10.00'
n= 0.040 Winding stream, pools & shoals
3.8 961 0.0150 4.24 47.75 Trap/Vee/Rect Channel Flow, Channel Flow
Bot.W=3.00' D=1.50' Z= 3.0 '/' Top.W=12.00'
n= 0.040 Winding stream, pools & shoals
19.4 2,380 Total

Courtyards at the Greenway Detention Type 11 6-hr 50-yr 6-hr Rainfall=4.83"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 76
Subcatchment 1S: Pre-Development Drainage Area
Hydrograph
1 1 11 1 1 I 1 1 1 1 1 1
140 1 1 I 1 I I I 1 I 1 1 ❑Runoff
130.33 cfs I t 1 1- - 1 t - -r 1 t 1 t t 1 t 1 1
130& L I L L 1 L A I_ L _1 1 _1 L H IJHLL I Ty IL
120 -' I I 1 I I I I I I I I 1 I 1 I (� 1
110�/ 1 1 1 1 1 I I I I 1 I 1 I 1 1 M-ilIr-
100_ fi rt rt 1�0- r 6-Sir-Ra�irtfalll- 4 8311r
L 1 LL 1 LA _ I_ L _1 _ 1 1 L I _LJ I _L _I 1 I
9o_ / 1 1 1 1 I I I 1Runoff Area42.0160 arc
' I
— I— rt — — I— rt -� o o�lu `r'$o_ ^
a 70_ % I_ LL _ I_ L _ _ _ L _I _ I_ 1 _I_ L _ERurtofDe'pfh.t-1_99''
u 60 I I 1 I I I I IF I I I I I I Ip�I
507 1 1 1 1 1 1 1 1 I f row Length=z,3180F H I H H I H H — 1— H —1 — fi -1- t H I H H ETC- c i
40_ _L I LL 1 1 1_ L _1 _ 1 1 LH I LJ I LL
30= I 1I 1 1 1 I I 1 I 1 1 CN7I
I I-
1 1 I 1 I 1 1
20
10-
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250
Time (hours)

Courtyards at the Greenway Detention Type 11 6-hr 50-yr 6-hr Rainfall=4.83"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 77
Hydrograph for Subcatchment 1 S: Pre-Development Drainage Area
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
5.00 4.60 1.82 9.05
10.00 4.83 1.99 0.00
15.00 4.83 1.99 0.00
20.00 4.83 1.99 0.00
25.00 4.83 1.99 0.00
30.00 4.83 1.99 0.00
35.00 4.83 1.99 0.00
40.00 4.83 1.99 0.00
45.00 4.83 1.99 0.00
50.00 4.83 1.99 0.00
55.00 4.83 1.99 0.00
60.00 4.83 1.99 0.00
65.00 4.83 1.99 0.00
70.00 4.83 1.99 0.00
75.00 4.83 1.99 0.00
80.00 4.83 1.99 0.00
85.00 4.83 1.99 0.00
90.00 4.83 1.99 0.00
95.00 4.83 1.99 0.00
100.00 4.83 1.99 0.00
105.00 4.83 1.99 0.00
110.00 4.83 1.99 0.00
115.00 4.83 1.99 0.00
120.00 4.83 1.99 0.00
125.00 4.83 1.99 0.00
130.00 4.83 1.99 0.00
135.00 4.83 1.99 0.00
140.00 4.83 1.99 0.00
145.00 4.83 1.99 0.00
150.00 4.83 1.99 0.00
155.00 4.83 1.99 0.00
160.00 4.83 1.99 0.00
165.00 4.83 1.99 0.00
170.00 4.83 1.99 0.00
175.00 4.83 1.99 0.00
180.00 4.83 1.99 0.00
185.00 4.83 1.99 0.00
190.00 4.83 1.99 0.00
195.00 4.83 1.99 0.00
200.00 4.83 1.99 0.00
205.00 4.83 1.99 0.00
210.00 4.83 1.99 0.00
215.00 4.83 1.99 0.00
220.00 4.83 1.99 0.00
225.00 4.83 1.99 0.00
230.00 4.83 1.99 0.00
235.00 4.83 1.99 0.00
240.00 4.83 1.99 0.00
245.00 4.83 1.99 0.00
250.00 4.83 1.99 0.00

Courtyards at the Greenway Detention Type 11 6-hr 50-yr 6-hr Rainfall=4.83"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 78
Summary for Subcatchment 2S: Pond #1 Area
Runoff = 186.43 cfs @ 2.96 hrs, Volume= 6.121 af, Depth= 3.31"
Routed to Pond 1 P : Pond #1 (Wetpond)
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs
Type II 6-hr 50-yr 6-hr Rainfall=4.83"
Area (ac) CN Description
11.420 98 Unconnected pavement, HSG C
10.780 74 >75% Grass cover, Good, HSG C
22.200 86 Weighted Average
10.780 48.56% Pervious Area
11.420 51.44% Impervious Area
11.420 100.00% Unconnected
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Assumed Tc
Subcatchment 2S: Pond #1 Area
Hydrograph
1 1 1 1 1 1 1 1 1
2 0 I 1 I 1 i 1 1 I 1 I I I 1 I I I I I 1 ❑Runoff
186.43 cfs l I I 1 I 1 I 1 1 I 1 I I I 1 I 1 I 1 1 1 1
180-/ - I 1 I I I I I I I I I I 1 I 1 I 1 Ty Ile_I[
170 - / I 1 I I I I I I I I I I 1 I 1 I 1 1 1
1601'/ L I L L 1 L J 1 T I L 1 I �Lpp _i 1 L A _ I L I I . -_ i
1501'/ l _I_ J_ _ _ I_ _H _ _ I- -H -1 - H -L -I-50- r 6-hrRa-iri#a1ll=4$3''
140� 4 1 4 1 TA - I T 1 - L 4 1 4p 1 LA4 - I L 1 - In4 1
130 / 4 -I 44 I + -I - I- T 1 L4 I +R-upofArea -2-21O �- ac
y 1201'/ -1- 1- - - 1- fi - - 1- fi -1 - 1- fi -1- -[ -.a ^-1 - I- fip--a- - I-
2. 110 -r -1 f H 1 tH - I- T 1 Lfi 1 Tu-clof� "ilu ,�`I*' �" 4a
00 -
LL 190 / T 1 T T - 1- T -I - 1- T -1 - I- rt 1 LHRlulr�o D nth 33I''
_ / H I TT I T -I 1 T I PH I T - 1 H4 1 1 17 I
80_ / 1 1 1 1 1 1 1 1 I 1 1 I 1 Tc5.Vp min
60 0 7 11 11 I 1 11 11 1 I 1 I
/ 1 1 1 1 I 1 1 1 1 1 1 1 1 �
06
� "1"
50_'/
40 - / 1 1 I 1 I I I I I I I I I I I I
30i-' I 1 1 1 1 1 1 I I I I I I I I I I
20H- 1 1 1 I 1 1 I _ I I _I 1 1
10 %
0
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250
Time (hours)

Courtyards at the Greenway Detention Type II 6-hr 50-yr 6-hr Rainfall=4.83"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 79
Hydrograph for Subcatchment 2S: Pond #1 Area
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
5.00 4.60 3.10 5.45
10.00 4.83 3.31 0.00
15.00 4.83 3.31 0.00
20.00 4.83 3.31 0.00
25.00 4.83 3.31 0.00
30.00 4.83 3.31 0.00
35.00 4.83 3.31 0.00
40.00 4.83 3.31 0.00
45.00 4.83 3.31 0.00
50.00 4.83 3.31 0.00
55.00 4.83 3.31 0.00
60.00 4.83 3.31 0.00
65.00 4.83 3.31 0.00
70.00 4.83 3.31 0.00
75.00 4.83 3.31 0.00
80.00 4.83 3.31 0.00
85.00 4.83 3.31 0.00
90.00 4.83 3.31 0.00
95.00 4.83 3.31 0.00
100.00 4.83 3.31 0.00
105.00 4.83 3.31 0.00
110.00 4.83 3.31 0.00
115.00 4.83 3.31 0.00
120.00 4.83 3.31 0.00
125.00 4.83 3.31 0.00
130.00 4.83 3.31 0.00
135.00 4.83 3.31 0.00
140.00 4.83 3.31 0.00
145.00 4.83 3.31 0.00
150.00 4.83 3.31 0.00
155.00 4.83 3.31 0.00
160.00 4.83 3.31 0.00
165.00 4.83 3.31 0.00
170.00 4.83 3.31 0.00
175.00 4.83 3.31 0.00
180.00 4.83 3.31 0.00
185.00 4.83 3.31 0.00
190.00 4.83 3.31 0.00
195.00 4.83 3.31 0.00
200.00 4.83 3.31 0.00
205.00 4.83 3.31 0.00
210.00 4.83 3.31 0.00
215.00 4.83 3.31 0.00
220.00 4.83 3.31 0.00
225.00 4.83 3.31 0.00
230.00 4.83 3.31 0.00
235.00 4.83 3.31 0.00
240.00 4.83 3.31 0.00
245.00 4.83 3.31 0.00
250.00 4.83 3.31 0.00

Courtyards at the Greenway Detention Type 11 6-hr 50-yr 6-hr Rainfall=4.83"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 80
Summary for Subcatchment 3S: Pond #2 Area
Runoff = 95.27 cfs @ 2.96 hrs, Volume= 3.152 af, Depth= 3.41"
Routed to Pond 2P : Pond #2 (Wetpond)
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs
Type II 6-hr 50-yr 6-hr Rainfall=4.83"
Area (ac) CN Description
5.990 98 Unconnected pavement, HSG C
5.110 74 >75% Grass cover, Good, HSG C
11.100 87 Weighted Average
5.110 46.04% Pervious Area
5.990 53.96% Impervious Area
5.990 100.00% Unconnected
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Assumed Tc
Subcatchment 3S: Pond #2 Area
Hydrograph
—1- 1- 4 — 1 —I— + —I — I— + —I — I— 1
105 — H- —I— 1— H — I— 1 I 1 1 I I 1 — 1— t —I — I— T —I — I— 1 ❑Runoff
11195. 7crs rt -1- -r - - -r - - rt -1- 1- -r - - -r -
953'% T T T T T I T 7 I T T 1 Type-11-
90t,/
85='
80�/ 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1p 1 1 1 1 r rir
75 / I I I I I I I I I -50- r 6-hr 1I al a�l=4-83'.
I I I I I I I I I I I I 7 I I I I I I I I I
65 -' _1 _I_ L _ I_ L A I L I L 1 I _Runoff Arsa_11 100_ ac
60='/ _I_ L L - I_ L L - I_ i _I - �- -I ImT
55_ —1— 1— —1 — 1— + — I— + —1 — — u�r1 �luf"
0 50i. / -1 1 H 1 H I + 1 + 1 + 4 �u f D fl I #1'-
u 45=/ -1 1 t H 1 t t 1 h fi 1 1— -1 I t H I IC In fi
40 ,/ - 1 T T - 1 T -1 - T T rt -I- T -1 T Mg5.V �1r�
35_ / l TT TIT T T TIT 77 TIT 7T1 TIT TT TIT T TI Zp
30�/, 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1711
25
20
15_" 1 1 1 1 1 1 I I I I I I I I I I I I I I I I I
10_
. . . .���� . . . . . . . . . . . . .����������������������������
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250
Time (hours)

Courtyards at the Greenway Detention Type II 6-hr 50-yr 6-hr Rainfall=4.83"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 81
Hydrograph for Subcatchment 3S: Pond #2 Area
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
5.00 4.60 3.19 2.75
10.00 4.83 3.41 0.00
15.00 4.83 3.41 0.00
20.00 4.83 3.41 0.00
25.00 4.83 3.41 0.00
30.00 4.83 3.41 0.00
35.00 4.83 3.41 0.00
40.00 4.83 3.41 0.00
45.00 4.83 3.41 0.00
50.00 4.83 3.41 0.00
55.00 4.83 3.41 0.00
60.00 4.83 3.41 0.00
65.00 4.83 3.41 0.00
70.00 4.83 3.41 0.00
75.00 4.83 3.41 0.00
80.00 4.83 3.41 0.00
85.00 4.83 3.41 0.00
90.00 4.83 3.41 0.00
95.00 4.83 3.41 0.00
100.00 4.83 3.41 0.00
105.00 4.83 3.41 0.00
110.00 4.83 3.41 0.00
115.00 4.83 3.41 0.00
120.00 4.83 3.41 0.00
125.00 4.83 3.41 0.00
130.00 4.83 3.41 0.00
135.00 4.83 3.41 0.00
140.00 4.83 3.41 0.00
145.00 4.83 3.41 0.00
150.00 4.83 3.41 0.00
155.00 4.83 3.41 0.00
160.00 4.83 3.41 0.00
165.00 4.83 3.41 0.00
170.00 4.83 3.41 0.00
175.00 4.83 3.41 0.00
180.00 4.83 3.41 0.00
185.00 4.83 3.41 0.00
190.00 4.83 3.41 0.00
195.00 4.83 3.41 0.00
200.00 4.83 3.41 0.00
205.00 4.83 3.41 0.00
210.00 4.83 3.41 0.00
215.00 4.83 3.41 0.00
220.00 4.83 3.41 0.00
225.00 4.83 3.41 0.00
230.00 4.83 3.41 0.00
235.00 4.83 3.41 0.00
240.00 4.83 3.41 0.00
245.00 4.83 3.41 0.00
250.00 4.83 3.41 0.00

Courtyards at the Greenway Detention Type 11 6-hr 50-yr 6-hr Rainfall=4.83"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 82
Summary for Subcatchment 4S: Bypass Area #1
Runoff = 52.40 cfs @ 3.04 hrs, Volume= 2.055 af, Depth= 1.99"
Routed to Link 1 L : Post-Dev Area #1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs
Type II 6-hr 50-yr 6-hr Rainfall=4.83"
Area (ac) CN Description
10.600 70 Woods, Good, HSG C
1.800 74 >75% Grass cover, Good, HSG C
12.400 71 Weighted Average
12.400 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.7 100 0.2000 0.45 Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.52"
0.8 429 0.0400 8.44 69.65 Trap/Vee/Rect Channel Flow, Channel Flow
Bot.W=1.00' D=1.50' Z= 3.0 '/' Top.W=10.00'
n= 0.030 Stream, clean & straight
6.4 1,627 0.0150 4.24 47.75 Trap/Vee/Rect Channel Flow, Channel Flow
Bot.W=3.00' D=1.50' Z= 3.0 '/' Top.W=12.00'
n= 0.040 Winding stream, pools & shoals
10.9 2,156 Total
Subcatchment 4S: Bypass Area #1
Hydrograph
I 1 1 I I 1 I I
+ tH fi I I ■Runoff
52.4o cfs I I 1 I I 1 I I 1 I I I 1 I 1 1 I 1 1 I 1
50- / IIII1Typell
1 I I I I I I 11 11 1 I 1 1
45- / 1 1 I I I I I I I 1 I 1 1 I 1 144
/ - -1 - 1- + -1 - I— —F -1- —1 - 1-9 rf641T1Rairifall 83 '
40�/ 1 1 1 1
357E / 1 1 1 1 1 1 Runoff fit-real- ac
307 / 1 1 Ou I" I� cirum 1'' 5
u. 25 / CI II I IE�Iv
20- i 1 1 1 1 1 1 1 1 1 1 1 Flow Itengt'1-2,115
/ _I_ L _I 1 1 1. —I _ L _1_
15, / 1 1 I 1 1 1 1 1' 41�� A}
-r -1 1 1— - I t 1 1 (:" 7�1 -
5 1 1 I I I I I I I
0
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250
Time (hours)

Courtyards at the Greenway Detention Type II 6-hr 50-yr 6-hr Rainfall=4.83"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 83
Hydrograph for Subcatchment 4S: Bypass Area #1
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
5.00 4.60 1.82 2.51
10.00 4.83 1.99 0.00
15.00 4.83 1.99 0.00
20.00 4.83 1.99 0.00
25.00 4.83 1.99 0.00
30.00 4.83 1.99 0.00
35.00 4.83 1.99 0.00
40.00 4.83 1.99 0.00
45.00 4.83 1.99 0.00
50.00 4.83 1.99 0.00
55.00 4.83 1.99 0.00
60.00 4.83 1.99 0.00
65.00 4.83 1.99 0.00
70.00 4.83 1.99 0.00
75.00 4.83 1.99 0.00
80.00 4.83 1.99 0.00
85.00 4.83 1.99 0.00
90.00 4.83 1.99 0.00
95.00 4.83 1.99 0.00
100.00 4.83 1.99 0.00
105.00 4.83 1.99 0.00
110.00 4.83 1.99 0.00
115.00 4.83 1.99 0.00
120.00 4.83 1.99 0.00
125.00 4.83 1.99 0.00
130.00 4.83 1.99 0.00
135.00 4.83 1.99 0.00
140.00 4.83 1.99 0.00
145.00 4.83 1.99 0.00
150.00 4.83 1.99 0.00
155.00 4.83 1.99 0.00
160.00 4.83 1.99 0.00
165.00 4.83 1.99 0.00
170.00 4.83 1.99 0.00
175.00 4.83 1.99 0.00
180.00 4.83 1.99 0.00
185.00 4.83 1.99 0.00
190.00 4.83 1.99 0.00
195.00 4.83 1.99 0.00
200.00 4.83 1.99 0.00
205.00 4.83 1.99 0.00
210.00 4.83 1.99 0.00
215.00 4.83 1.99 0.00
220.00 4.83 1.99 0.00
225.00 4.83 1.99 0.00
230.00 4.83 1.99 0.00
235.00 4.83 1.99 0.00
240.00 4.83 1.99 0.00
245.00 4.83 1.99 0.00
250.00 4.83 1.99 0.00

Courtyards at the Greenway Detention Type II 6-hr 50-yr 6-hr Rainfall=4.83"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 84
Summary for Pond 1 P: Pond #1 (Wetpond)
Inflow Area = 22.200 ac, 51.44% Impervious, Inflow Depth = 3.31" for 50-yr 6-hr event
Inflow = 186.43 cfs @ 2.96 hrs, Volume= 6.121 af
Outflow = 6.90 cfs @ 4.50 hrs, Volume= 6.026 af, Atten= 96%, Lag= 92.6 min
Primary = 6.90 cfs @ 4.50 hrs, Volume= 6.026 af
Routed to Link 1 L : Post-Dev Area #1
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link 1 L : Post-Dev Area #1
Routing by Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs
Peak Elev= 626.39'@ 4.50 hrs Surf.Area= 61,954 sf Storage= 215,563 cf
Plug-Flow detention time=3,696.9 min calculated for 6.026 af(98% of inflow)
Center-of-Mass det. time= 3,694.8 min ( 3,893.2 - 198.4 )
Volume Invert Avail.Storage Storage Description
#1 622.50' 319,560 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
622.50 45,693 0 0
623.00 50,976 24,167 24,167
624.00 54,134 52,555 76,722
625.00 57,401 55,768 132,490
626.00 60,612 59,007 191,496
627.00 64,029 62,321 253,817
628.00 67,457 65,743 319,560
Device Routing Invert Outlet Devices
#1 Primary 616.00' 24.0" Round Culvert
L= 178.9' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 616.00'/615.00' S= 0.0056 '/' Cc= 0.900
n= 0.010, Flow Area= 3.14 sf
#2 Device 1 622.50' 3.0" Vert. Water Quality Orifice C= 0.600
Limited to weir flow at low heads
#3 Device 1 626.00' 4.0' long x 1.50' rise Sharp-Crested Rectangular Weir X 2.00
0 End Contraction(s)
#4 Secondary 627.00' 45.0 deg x 35.0' long x 0.50' rise Emergency Spillway
Cv= 2.56 (C= 3.20)
Primary OutFlow Max=6.90 cfs @ 4.50 hrs HW=626.39' (Free Discharge)
L1=Culvert (Passes 6.90 cfs of 46.02 cfs potential flow)
12=Water Quality Orifice (Orifice Controls 0.46 cfs @ 9.35 fps)
3=Sharp-Crested Rectangular Weir(Weir Controls 6.44 cfs @ 2.05 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=622.50' (Free Discharge)
4-4=Emergency Spillway( Controls 0.00 cfs)

Courtyards at the Greenway Detention Type 11 6-hr 50-yr 6-hr Rainfall=4.83"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 85
Pond 1 P: Pond #1 (Wetpond)
Hydrograph
1 I 1 1 1 1 1 1 1 1 1 1 1 1
1 1 I I 1 1 I 1 1 I 1 1 ■Inflow
f86.4�fs I 1/ - I —1 —1— 1 -k 4 —1 —1— I— 4 —1 — I—.c�^4 11 — 11— •Primary
w
- ' —i —1 —I— I— t —V —I —1— I— + —I —1 -11I�Y0W 1r-�4 �YQ1 ar ❑Seconary
200 T T TT T T T T
190 T peilk EIEli$2&31' -
180 i , 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 111 1 1
170 ' / / , II _I _1_ 1II _I _I_ LI _I _1 _ 1— Storage*2i55O Sf
160_' i H T 1 1 + + I 1 1 I— + H 1 1 T T T 1 1 H T H 1 I-
150_' / TT 1 TTT 1 I TTT TTT TTT 1
140 ' z
111111111111111111111111
130=' i i
w 120= i TT 1 I L I A I I LTA I I TTT I I TTJ I 1—
110_' / T T 1 I T T 4 I I I— T —I 1 I T T T I I T T —I I
c 100 ' / TI 11 Tt1 -1 -1— Tt —I 11 HIT 1 I TI -1 1 1—
v
• 90"
80=' i
111111111111111111111111
70'' ii
60_' / / / T T I 1 H T 111 T T I I1 L --I T —1— I— T T I I '
50=' / / / + 1 1 1 -1 —I— {— + 1 1 1 1 1 1
30=' I r6.90 cfs j��
IOi /l/lG//lG �G/l�l/�
ilre
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250
Time (hours)

Courtyards at the Greenway Detention Type II 6-hr 50-yr 6-hr Rainfall=4.83"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 86
Hydrograph for Pond 1 P: Pond #1 (Wetpond)
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0 622.50 0.00 0.00 0.00
5.00 5.45 214,481 626.38 6.48 6.48 0.00
10.00 0.00 191,303 626.00 0.43 0.43 0.00
15.00 0.00 183,566 625.87 0.43 0.43 0.00
20.00 0.00 175,979 625.74 0.42 0.42 0.00
25.00 0.00 168,544 625.62 0.41 0.41 0.00
30.00 0.00 161,260 625.49 0.40 0.40 0.00
35.00 0.00 154,131 625.37 0.39 0.39 0.00
40.00 0.00 147,156 625.25 0.38 0.38 0.00
45.00 0.00 140,336 625.14 0.37 0.37 0.00
50.00 0.00 133,673 625.02 0.37 0.37 0.00
55.00 0.00 127,167 624.91 0.36 0.36 0.00
60.00 0.00 120,819 624.80 0.35 0.35 0.00
65.00 0.00 114,632 624.69 0.34 0.34 0.00
70.00 0.00 108,604 624.58 0.33 0.33 0.00
75.00 0.00 102,739 624.47 0.32 0.32 0.00
80.00 0.00 97,035 624.37 0.31 0.31 0.00
85.00 0.00 91,496 624.27 0.30 0.30 0.00
90.00 0.00 86,121 624.17 0.29 0.29 0.00
95.00 0.00 80,911 624.08 0.28 0.28 0.00
100.00 0.00 75,868 623.98 0.28 0.28 0.00
105.00 0.00 70,992 623.89 0.27 0.27 0.00
110.00 0.00 66,284 623.81 0.26 0.26 0.00
115.00 0.00 61,745 623.72 0.25 0.25 0.00
120.00 0.00 57,377 623.64 0.24 0.24 0.00
125.00 0.00 53,179 623.56 0.23 0.23 0.00
130.00 0.00 49,152 623.48 0.22 0.22 0.00
135.00 0.00 45,299 623.41 0.21 0.21 0.00
140.00 0.00 41,618 623.34 0.20 0.20 0.00
145.00 0.00 38,111 623.27 0.19 0.19 0.00
150.00 0.00 34,779 623.21 0.18 0.18 0.00
155.00 0.00 31,622 623.15 0.17 0.17 0.00
160.00 0.00 28,642 623.09 0.16 0.16 0.00
165.00 0.00 25,837 623.03 0.15 0.15 0.00
170.00 0.00 23,210 622.98 0.14 0.14 0.00
175.00 0.00 20,762 622.93 0.13 0.13 0.00
180.00 0.00 18,495 622.89 0.12 0.12 0.00
185.00 0.00 16,409 622.85 0.11 0.11 0.00
190.00 0.00 14,507 622.81 0.10 0.10 0.00
195.00 0.00 12,790 622.77 0.09 0.09 0.00
200.00 0.00 11,262 622.74 0.08 0.08 0.00
205.00 0.00 9,917 622.71 0.07 0.07 0.00
210.00 0.00 8,773 622.69 0.06 0.06 0.00
215.00 0.00 7,813 622.67 0.05 0.05 0.00
220.00 0.00 7,005 622.65 0.04 0.04 0.00
225.00 0.00 6,321 622.64 0.03 0.03 0.00
230.00 0.00 5,743 622.62 0.03 0.03 0.00
235.00 0.00 5,253 622.61 0.02 0.02 0.00
240.00 0.00 4,835 622.60 0.02 0.02 0.00
245.00 0.00 4,465 622.60 0.02 0.02 0.00
250.00 0.00 4,138 622.59 0.02 0.02 0.00

Courtyards at the Greenway Detention Type II 6-hr 50-yr 6-hr Rainfall=4.83"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 87
Summary for Pond 2P: Pond #2 (Wetpond)
Inflow Area = 11.100 ac, 53.96% Impervious, Inflow Depth = 3.41" for 50-yr 6-hr event
Inflow = 95.27 cfs @ 2.96 hrs, Volume= 3.152 af
Outflow = 28.34 cfs @ 3.07 hrs, Volume= 2.838 af, Atten= 70%, Lag= 6.9 min
Primary = 21.92 cfs @ 3.07 hrs, Volume= 2.788 af
Routed to Link 1 L : Post-Dev Area #1
Secondary= 6.42 cfs @ 3.07 hrs, Volume= 0.050 af
Routed to Link 1 L : Post-Dev Area #1
Routing by Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs
Peak Elev= 629.19'@ 3.07 hrs Surf.Area= 20,599 sf Storage= 78,469 cf
Plug-Flow detention time=573.9 min calculated for 2.838 af(90% of inflow)
Center-of-Mass det. time= 560.6 min ( 758.2 - 197.6 )
Volume Invert Avail.Storage Storage Description
#1 624.50' 95,852 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
624.50 11,483 0 0
625.00 14,211 6,424 6,424
626.00 15,215 14,713 21,137
627.00 17,285 16,250 37,387
628.00 18,524 17,905 55,291
629.00 20,266 19,395 74,686
630.00 22,065 21,166 95,852
Device Routing Invert Outlet Devices
#1 Primary 621.72' 18.0" Round Culvert
L= 120.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 621.72'/621.00' S= 0.0060 '/' Cc= 0.900
n= 0.010, Flow Area= 1.77 sf
#2 Device 1 625.50' 3.0" Vert. Water Quality Orifice C= 0.600
Limited to weir flow at low heads
#3 Device 1 628.00' 4.0' long x 1.50' rise Sharp-Crested Rectangular Weir X 2.00
2 End Contraction(s)
#4 Secondary 629.00' 45.0 deg x 25.0' long x 0.50' rise Emergency Spillway
Cv= 2.56 (C= 3.20)
#5 Device 1 628.50' 4.0' long x 1.00' rise Sharp-Crested Rectangular Weir X 2.00
2 End Contraction(s)
Primary OutFlow Max=21.92 cfs @ 3.07 hrs HW=629.18' (Free Discharge)
t 1=Culvert (Barrel Controls 21.92 cfs @ 12.40 fps)
2=Water Quality Orifice (Passes < 0.45 cfs potential flow)
3=Sharp-Crested Rectangular Weir(Passes < 31.71 cfs potential flow)
5=Sharp-Crested Rectangular Weir(Passes < 14.29 cfs potential flow)
Secondary OutFlow Max=6.33 cfs @ 3.07 hrs HW=629.18' (Free Discharge)
t 4=Emergency Spillway(Weir Controls 6.33 cfs @ 1.37 fps)

Courtyards at the Greenway Detention Type 11 6-hr 50-yr 6-hr Rainfall=4.83"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 88
Pond 2P: Pond #2 (Wetpond)
Hydrograph
/
rt —1 —I— I I —1 —1 — I— -r —I— I— r T ■Inflow
95.27 cfs I •Outflow
,L�� pI in Primary
105 L J _LJ L J _I ��Iifi ��rrA�- �� al a ❑Secondary
100 / / / + + -I -I- + + + —I -1— + + + -1 — I— -peakIEIe 629-1'-9`
95 i i r r T rt 1 1 r J 1 r T1 1 rr -r J 1 I
90 / 1 1 I 1 1 I I 1 I I 1 I I 1 1 Storage=11Q:469 'if-
85
80 / J J _1 1 J J J _1 _1_ LLJ _1 _ 1_ L1J _1_ 1_ J J J 1 1_
75 / + + 1 1 + + 4 I 1 I- + J 1 I + + H I 1 + J 1 I-
70 / 7 7 -1 -1- T -1 -1- I- -r -1 -1 - 1- T -1- 1- r T -1 - 1
65 l l 1 l l 1 l l 1 1 l 1 1 l 1 1 l l
60 /
55 _LJ _1 _1_ L 1 -1 -I- L 1 J -1 - 1- L 1 J -1- I- L 1 J -I- I_
_0 50 + —1 —1— + + H —I —1— I— + H —1 — I— + + + —I— 1— + + H —1— I-
LL 45 28.34 cfs r r T 1 T J r T r r rt J
40 Ji l 1 1 l l 1 l l 1 l l 1 1 l 1 1 l 1 1 l l
35
30 21.92 cfs _L _1 1 J J J 1 1 L L J 1 1 L 1 J 1 1 J J J 1 1_
25 i 1 1 1 1 -1 -1- I- + 1 1 1 1 1 1 - I-
,i 5.�ofs
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250
Time (hours)

Courtyards at the Greenway Detention Type 11 6-hr 50-yr 6-hr Rainfall=4.83"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 89
Hydrograph for Pond 2P: Pond #2 (Wetpond)
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0 624.50 0.00 0.00 0.00
5.00 2.75 59,541 628.23 3.19 3.19 0.00
10.00 0.00 51,621 627.80 0.35 0.35 0.00
15.00 0.00 45,595 627.47 0.32 0.32 0.00
20.00 0.00 40,076 627.15 0.29 0.29 0.00
25.00 0.00 35,075 626.87 0.26 0.26 0.00
30.00 0.00 30,607 626.60 0.23 0.23 0.00
35.00 0.00 26,688 626.36 0.20 0.20 0.00
40.00 0.00 23,337 626.14 0.17 0.17 0.00
45.00 0.00 20,570 625.96 0.14 0.14 0.00
50.00 0.00 18,398 625.82 0.10 0.10 0.00
55.00 0.00 16,833 625.71 0.07 0.07 0.00
60.00 0.00 15,860 625.65 0.04 0.04 0.00
65.00 0.00 15,291 625.61 0.02 0.02 0.00
70.00 0.00 14,939 625.59 0.02 0.02 0.00
75.00 0.00 14,694 625.57 0.01 0.01 0.00
80.00 0.00 14,519 625.56 0.01 0.01 0.00
85.00 0.00 14,394 625.55 0.01 0.01 0.00
90.00 0.00 14,306 625.54 0.00 0.00 0.00
95.00 0.00 14,234 625.54 0.00 0.00 0.00
100.00 0.00 14,169 625.53 0.00 0.00 0.00
105.00 0.00 14,112 625.53 0.00 0.00 0.00
110.00 0.00 14,061 625.53 0.00 0.00 0.00
115.00 0.00 14,016 625.52 0.00 0.00 0.00
120.00 0.00 13,976 625.52 0.00 0.00 0.00
125.00 0.00 13,940 625.52 0.00 0.00 0.00
130.00 0.00 13,908 625.52 0.00 0.00 0.00
135.00 0.00 13,880 625.52 0.00 0.00 0.00
140.00 0.00 13,855 625.51 0.00 0.00 0.00
145.00 0.00 13,833 625.51 0.00 0.00 0.00
150.00 0.00 13,813 625.51 0.00 0.00 0.00
155.00 0.00 13,795 625.51 0.00 0.00 0.00
160.00 0.00 13,780 625.51 0.00 0.00 0.00
165.00 0.00 13,766 625.51 0.00 0.00 0.00
170.00 0.00 13,753 625.51 0.00 0.00 0.00
175.00 0.00 13,742 625.51 0.00 0.00 0.00
180.00 0.00 13,733 625.51 0.00 0.00 0.00
185.00 0.00 13,724 625.50 0.00 0.00 0.00
190.00 0.00 13,716 625.50 0.00 0.00 0.00
195.00 0.00 13,709 625.50 0.00 0.00 0.00
200.00 0.00 13,703 625.50 0.00 0.00 0.00
205.00 0.00 13,698 625.50 0.00 0.00 0.00
210.00 0.00 13,693 625.50 0.00 0.00 0.00
215.00 0.00 13,689 625.50 0.00 0.00 0.00
220.00 0.00 13,685 625.50 0.00 0.00 0.00
225.00 0.00 13,682 625.50 0.00 0.00 0.00
230.00 0.00 13,679 625.50 0.00 0.00 0.00
235.00 0.00 13,676 625.50 0.00 0.00 0.00
240.00 0.00 13,674 625.50 0.00 0.00 0.00
245.00 0.00 13,671 625.50 0.00 0.00 0.00
250.00 0.00 13,670 625.50 0.00 0.00 0.00

Courtyards at the Greenway Detention Type 11 6-hr 50-yr 6-hr Rainfall=4.83"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 90
Summary for Link 1 L: Post-Dev Area #1
Inflow Area = 45.700 ac, 38.10% Impervious, Inflow Depth > 2.87" for 50-yr 6-hr event
Inflow = 78.99 cfs @ 3.05 hrs, Volume= 10.919 af
Primary = 78.99 cfs @ 3.05 hrs, Volume= 10.919 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs
Link 1 L: Post-Dev Area #1
Hydrograph
I I I I 1 I I I 1 1 i I I I I I I I
1 1 1 I 1 I 1 I 1 I 1 I 1 I 1 1 I 1 I 1 I ■Inflow
z15 7899cfs I El Primary
78 99 cfs
r 1 1 1 1 1 1 1 1 1 inflow Area 45.17GO1ac
75_ 11 I I I I I I I I I I I I I I I I I I I I I
707 1 1 1I I I I II I I I I I I I I I I I I I I
65: 7 T1 T IT 7 —1 — I— T TI T IT T T1 T IT T T T
60- — — rt rt rt
—1 — 1— rt —1 — 1 T —1 — 1— T —1 — I— T —1 — 1— T —1 — 1— T —1 — '—
55� — -1 - 1— -1 — rrt -1 - 1— T -1 — I— T -1 - 1— T —I - 1 1
y 50-.-:' I- 1— fi -1 — I— t -1 — I— t -1 - 1— t -1 — I— t -1 - 1— t -1 - 1— t -1 — I— -
t —I— H H —I — 1 t 1 — H t —1 — 1 + —1 — 1 t —1 — 1— t —1 — 1 + —1 — - -
45=' - —1 — H —1 I— H 1 I 4 —1 — 1 + —1 — I— + —1 - 1 + —1 - 1 + —1 — I— -
u_ I—
35: _1 -1 — _1 -11 _11H4 -1 - 1T -1 - 14 -1 - 14 -1 - 1T -1 — -
25 1 1 1 1 11 1 1 1 1 I
15 - •' 1 1 1 1 1 1
•
10=
5- ,�Sf . ,i�((fl/f.
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250
Time (hours)

Courtyards at the Greenway Detention Type 11 6-hr 50-yr 6-hr Rainfall=4.83"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 91
Hydrograph for Link 1 L: Post-Dev Area #1
Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs)
0.00 0.00 0.00 0.00
5.00 12.18 0.00 12.18
10.00 0.78 0.00 0.78
15.00 0.75 0.00 0.75
20.00 0.71 0.00 0.71
25.00 0.67 0.00 0.67
30.00 0.63 0.00 0.63
35.00 0.59 0.00 0.59
40.00 0.55 0.00 0.55
45.00 0.51 0.00 0.51
50.00 0.47 0.00 0.47
55.00 0.43 0.00 0.43
60.00 0.39 0.00 0.39
65.00 0.36 0.00 0.36
70.00 0.35 0.00 0.35
75.00 0.33 0.00 0.33
80.00 0.32 0.00 0.32
85.00 0.31 0.00 0.31
90.00 0.30 0.00 0.30
95.00 0.29 0.00 0.29
100.00 0.28 0.00 0.28
105.00 0.27 0.00 0.27
110.00 0.26 0.00 0.26
115.00 0.25 0.00 0.25
120.00 0.24 0.00 0.24
125.00 0.23 0.00 0.23
130.00 0.22 0.00 0.22
135.00 0.21 0.00 0.21
140.00 0.20 0.00 0.20
145.00 0.19 0.00 0.19
150.00 0.18 0.00 0.18
155.00 0.17 0.00 0.17
160.00 0.16 0.00 0.16
165.00 0.15 0.00 0.15
170.00 0.14 0.00 0.14
175.00 0.13 0.00 0.13
180.00 0.12 0.00 0.12
185.00 0.11 0.00 0.11
190.00 0.10 0.00 0.10
195.00 0.09 0.00 0.09
200.00 0.08 0.00 0.08
205.00 0.07 0.00 0.07
210.00 0.06 0.00 0.06
215.00 0.05 0.00 0.05
220.00 0.04 0.00 0.04
225.00 0.04 0.00 0.04
230.00 0.03 0.00 0.03
235.00 0.03 0.00 0.03
240.00 0.02 0.00 0.02
245.00 0.02 0.00 0.02
250.00 0.02 0.00 0.02

Courtyards at the Greenway Detention Type II 6-hr 100-yr 6-hr Rainfall=5.36"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 92
Time span=0.00-250.00 hrs, dt=0.01 hrs, 25001 points
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN
Reach routing by Stor-Ind+Trans method - Pond routing by Stor-Ind method
SubcatchmentlS: Pre-Development Runoff Area=42.060 ac 1.90% Impervious Runoff Depth=2.39"
Flow Length=2,380' Tc=19.4 min CN=71 Runoff=157.88 cfs 8.385 af
Subcatchment2S: Pond#1 Area Runoff Area=22.200 ac 51.44% Impervious Runoff Depth=3.80"
Tc=5.0 min CN=86 Runoff=212.37 cfs 7.038 af
Subcatchment3S: Pond#2 Area Runoff Area=11.100 ac 53.96% Impervious Runoff Depth=3.91"
Tc=5.0 min CN=87 Runoff=108.22 cfs 3.614 af
Su bcatchment4S: Bypass Area#1 Runoff Area=12.400 ac 0.00% Impervious Runoff Depth=2.39"
Flow Length=2,156' Tc=10.9 min CN=71 Runoff=63.04 cfs 2.472 af
Pond 1 P: Pond#1 (Wetpond) Peak Elev=626.57' Storage=226,413 cf Inflow=212.37 cfs 7.038 af
Primary=11.64 cfs 6.943 af Secondary=0.00 cfs 0.000 af Outflow=11.64 cfs 6.943 af
Pond 2P: Pond#2 (Wetpond) Peak Elev=629.49' Storage=84,796 cf Inflow=108.22 cfs 3.614 af
Primary=22.41 cfs 3.015 af Secondary=27.48 cfs 0.286 af Outflow=49.89 cfs 3.301 af
Link 1L: Post-Dev Area#1 Inflow=113.01 cfs 12.715 af
Primary=113.01 cfs 12.715 of
Total Runoff Area = 87.760 ac Runoff Volume = 21.509 af Average Runoff Depth = 2.94"
79.25% Pervious = 69.550 ac 20.75% Impervious = 18.210 ac

Courtyards at the Greenway Detention Type II 6-hr 100-yr 6-hr Rainfall=5.36"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 93
Summary for Subcatchment 1S: Pre-Development Drainage Area
Runoff = 157.88 cfs @ 3.13 hrs, Volume= 8.385 af, Depth= 2.39"
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs
Type II 6-hr 100-yr 6-hr Rainfall=5.36"
Area (ac) CN Description
36.560 70 Woods, Good, HSG C
4.700 74 >75% Grass cover, Good, HSG C
0.800 98 Unconnected pavement, HSG C
42.060 71 Weighted Average
41.260 98.10% Pervious Area
0.800 1.90% Impervious Area
0.800 100.00°/a Unconnected
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.4 100 0.0770 0.31 Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.52"
7.1 389 0.0330 0.91 Shallow Concentrated Flow, Shallow Concentrated Flow
Woodland Kv= 5.0 fps
3.1 930 0.0250 5.01 41.30 Trap/Vee/Rect Channel Flow, Channel Flow
Bot.W=1.00' D=1.50' Z= 3.0 '/' Top.W=10.00'
n= 0.040 Winding stream, pools & shoals
3.8 961 0.0150 4.24 47.75 Trap/Vee/Rect Channel Flow, Channel Flow
Bot.W=3.00' D=1.50' Z= 3.0 '/' Top.W=12.00'
n= 0.040 Winding stream, pools & shoals
19.4 2,380 Total

Courtyards at the Greenway Detention Type II 6-hr 100-yr 6-hr Rainfall=5.36"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 94
Subcatchment 1S: Pre-Development Drainage Area
Hydrograph
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
170 I I I I I I I I I I I I I I I I I I I I I I I ❑Runoff
(—
157.88 cfs I I 1 1 I 1 I 1 1 I 1 I I 1 I 1 1 I 1 I 1 1 I 1
150 % T 1 1 1 I 1 I 1 1 I 1 I I 1 I 1 1 I 1 I 1 Typelf
-1- 77 - I- T -I - I- T -I - 77 -I- 7T -I- T -I - I- T -I - 1- A -1 -
140�/ —1- 1— - -1— t -1 - 1— t -1 - 1— rt -1- rrt - I- -r -1 - I- t -1 - 1- T"��
130 "- � —1— + + -1— + - - 1— + -1 - 1- - —1-
1 e0-+-yr-64ir► RainfaH=5;36"
I _II _I1 II_ _L I LI 110 [ _ _ 1_ _ _ _ I_ _ _ I _ _ not reaF44.O6Q ac
w 100 -/ / _ _I_ L L _ I_ L _I _ I_ L _I _ 1_ 1 _I_ RLInc ffLVolti b=18_3-85 f
0' 90-, 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
80- 1 1 1 1 1 1 1 1 1 1 Runoff IDepthg239
60� 1 1 1 1 180,
1 �l�'"I �""�J �
1 1 1 1 1 1 1 1 1 1 I 1 1 I ITC=l9!4 limn
50_'� T717 7 7 I T —I — I— T I T 7 I r H I T —I I T I 7 1
40=' V�
� 1 � � t � rt � rt t � t
30_' -1 -1— HH — - - 1 + 1 — H —F -1- 1— —[ -1 tH - 1 + 1 - 1— — —1 —
1 -1- J- - - - 1- -1 - - 7 -1— ]— -4 — I— —1 — I— T —I - 1 1
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250
Time (hours)

Courtyards at the Greenway Detention Type II 6-hr 100-yr 6-hr Rainfall=5.36"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 95
Hydrograph for Subcatchment 1S: Pre-Development Drainage Area
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
5.00 5.11 2.20 10.48
10.00 5.36 2.39 0.00
15.00 5.36 2.39 0.00
20.00 5.36 2.39 0.00
25.00 5.36 2.39 0.00
30.00 5.36 2.39 0.00
35.00 5.36 2.39 0.00
40.00 5.36 2.39 0.00
45.00 5.36 2.39 0.00
50.00 5.36 2.39 0.00
55.00 5.36 2.39 0.00
60.00 5.36 2.39 0.00
65.00 5.36 2.39 0.00
70.00 5.36 2.39 0.00
75.00 5.36 2.39 0.00
80.00 5.36 2.39 0.00
85.00 5.36 2.39 0.00
90.00 5.36 2.39 0.00
95.00 5.36 2.39 0.00
100.00 5.36 2.39 0.00
105.00 5.36 2.39 0.00
110.00 5.36 2.39 0.00
115.00 5.36 2.39 0.00
120.00 5.36 2.39 0.00
125.00 5.36 2.39 0.00
130.00 5.36 2.39 0.00
135.00 5.36 2.39 0.00
140.00 5.36 2.39 0.00
145.00 5.36 2.39 0.00
150.00 5.36 2.39 0.00
155.00 5.36 2.39 0.00
160.00 5.36 2.39 0.00
165.00 5.36 2.39 0.00
170.00 5.36 2.39 0.00
175.00 5.36 2.39 0.00
180.00 5.36 2.39 0.00
185.00 5.36 2.39 0.00
190.00 5.36 2.39 0.00
195.00 5.36 2.39 0.00
200.00 5.36 2.39 0.00
205.00 5.36 2.39 0.00
210.00 5.36 2.39 0.00
215.00 5.36 2.39 0.00
220.00 5.36 2.39 0.00
225.00 5.36 2.39 0.00
230.00 5.36 2.39 0.00
235.00 5.36 2.39 0.00
240.00 5.36 2.39 0.00
245.00 5.36 2.39 0.00
250.00 5.36 2.39 0.00

Courtyards at the Greenway Detention Type II 6-hr 100-yr 6-hr Rainfall=5.36"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 96
Summary for Subcatchment 2S: Pond #1 Area
Runoff = 212.37 cfs @ 2.96 hrs, Volume= 7.038 af, Depth= 3.80"
Routed to Pond 1 P : Pond #1 (Wetpond)
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs
Type II 6-hr 100-yr 6-hr Rainfall=5.36"
Area (ac) CN Description
11.420 98 Unconnected pavement, HSG C
10.780 74 >75% Grass cover, Good, HSG C
22.200 86 Weighted Average
10.780 48.56% Pervious Area
11.420 51.44% Impervious Area
11.420 100.00% Unconnected
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Assumed Tc
Subcatchment 2S: Pond #1 Area
Hydrograph
11 1 I 1 I 1 I I I I I I I I I I I I
230 L I L L I L J I L L 1 I L A I L J I L I — I— 1 I ❑Runoff
29212.37cfsl4 —I— Jr4 — I— TH — I— + —I — - 4 —I- 4 4 —I— 4 —I — I— + —I - 1— 4 —1—
210 '% r I r - I tH TT I HH I rrt 1 tH 1 T 1 Type-IF
200; 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1r'
190
180�/ I I I I I I I I I I I I I I I I I I I I I
170 / 1 -1- 1 -1 - 1- T -I - I- H -1 - I- - -11904yr-6.h-rfRain1faII r 361'=
150 T 1 T T 1 T T T 1 T 7 T r5UnO eaTz-4 4-uu
150_'/
140
• 130;/ 1 1 1 1 1 1 1 1 1 1 1 1 RumifFl v6 1eJT 6
. 38
120� 4 _1 L 1 L I L I 1 1 L I L 1 1
110 -✓ -1- ± - 1- ± - I- ± -1 - H- - -1- 1- 4 -RunoffDepthw,38807
▪ 100// 1- 'T - - - rt - - rt -1- T -I - I- 1- I-
80 ,/ 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 �'IO '1 .1-
70-'/ 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 166_
60_'/ r -1- - 1- 1 - I- H- -1 - - 4 -1- -I- T - - I- T -1 - - 4 -1-
50_'/ -1- HH - 1 1 - 1- f -1 - HH -1- H4 -1- HH1 - 1- T -1 - I- t -1-
40 -I- T T -I- I 1 T -1 - T 7 717 T T 717 T T 717 T T — 7 —1-
20_"/ 1 1 1 I 1 1 1 1 I I 1 I 1 1 I 1 I 1 1 1
10
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250
Time (hours)

Courtyards at the Greenway Detention Type II 6-hr 100-yr 6-hr Rainfall=5.36"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 97
Hydrograph for Subcatchment 2S: Pond #1 Area
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
5.00 5.11 3.57 6.12
10.00 5.36 3.80 0.00
15.00 5.36 3.80 0.00
20.00 5.36 3.80 0.00
25.00 5.36 3.80 0.00
30.00 5.36 3.80 0.00
35.00 5.36 3.80 0.00
40.00 5.36 3.80 0.00
45.00 5.36 3.80 0.00
50.00 5.36 3.80 0.00
55.00 5.36 3.80 0.00
60.00 5.36 3.80 0.00
65.00 5.36 3.80 0.00
70.00 5.36 3.80 0.00
75.00 5.36 3.80 0.00
80.00 5.36 3.80 0.00
85.00 5.36 3.80 0.00
90.00 5.36 3.80 0.00
95.00 5.36 3.80 0.00
100.00 5.36 3.80 0.00
105.00 5.36 3.80 0.00
110.00 5.36 3.80 0.00
115.00 5.36 3.80 0.00
120.00 5.36 3.80 0.00
125.00 5.36 3.80 0.00
130.00 5.36 3.80 0.00
135.00 5.36 3.80 0.00
140.00 5.36 3.80 0.00
145.00 5.36 3.80 0.00
150.00 5.36 3.80 0.00
155.00 5.36 3.80 0.00
160.00 5.36 3.80 0.00
165.00 5.36 3.80 0.00
170.00 5.36 3.80 0.00
175.00 5.36 3.80 0.00
180.00 5.36 3.80 0.00
185.00 5.36 3.80 0.00
190.00 5.36 3.80 0.00
195.00 5.36 3.80 0.00
200.00 5.36 3.80 0.00
205.00 5.36 3.80 0.00
210.00 5.36 3.80 0.00
215.00 5.36 3.80 0.00
220.00 5.36 3.80 0.00
225.00 5.36 3.80 0.00
230.00 5.36 3.80 0.00
235.00 5.36 3.80 0.00
240.00 5.36 3.80 0.00
245.00 5.36 3.80 0.00
250.00 5.36 3.80 0.00

Courtyards at the Greenway Detention Type II 6-hr 100-yr 6-hr Rainfall=5.36"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 98
Summary for Subcatchment 3S: Pond #2 Area
Runoff = 108.22 cfs @ 2.96 hrs, Volume= 3.614 af, Depth= 3.91"
Routed to Pond 2P : Pond #2 (Wetpond)
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs
Type II 6-hr 100-yr 6-hr Rainfall=5.36"
Area (ac) CN Description
5.990 98 Unconnected pavement, HSG C
5.110 74 >75% Grass cover, Good, HSG C
11.100 87 Weighted Average
5.110 46.04% Pervious Area
5.990 53.96% Impervious Area
5.990 100.00% Unconnected
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Assumed Tc
Subcatchment 3S: Pond #2 Area
Hydrograph
120 TIIJ I I I I I I I T T I T ❑Runoff
1110822 cfs 1 1 I I I I I I I I I I I I I I I I I I I I I 1
1 u_
105- _I_ J J _ I_ 1 J _ I_ 1 _I _ L 1 _I_ J J _1_ 1 -I _ I_ 1 _I Type li
100 / -1- j7H - I- + H - - + -I - - - -I- j - - + -1 - - + -I - I- (A I -
95 / TIHHITHHTHPHIFHHHT 1 1 T-pr
85 / _ 1 1 1 1 1 1 1 1 1 1 1 1 100-Lyr+_6h1-r+ Ra rift 11=5 361"
80 H IH J IH J I T IH I L � I �1���1AT�n� a�75 / -1 -1- HH 1 HJ T 1 HH 1- b uno 1 -O
65 I- T T - I- T -I - I- T -I - T 7 -I Run- frviok1nire3,e14
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
0 55 _I_ 1_ _ 1_ HH _ 1_ H _1 - HH _1- 1H _Ru1n0#1DepthP .911
'
50 / -1 -1- HH - HJ - I- + 1 HH -1- 1- J -I- HH I 1CI-
45 / T I T T I T J 1 T 1 T7 1 T J 1 T J 1 C 5'10
35 _ 1 1 1 I 1 I 1 1 I 1 I I 1 I 1 1 I 1 I 1 8TT
30_ / J I JJ I 1J T I J1 LJ 1J 1 1 1 1 1
I-
T
-1- TT -1- T -I - 1- T -1 - T7 -1- T - - _ I_ T _I I
I I
15
10_
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250
Time (hours)

Courtyards at the Greenway Detention Type II 6-hr 100-yr 6-hr Rainfall=5.36"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 99
Hydrograph for Subcatchment 3S: Pond #2 Area
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
5.00 5.11 3.67 3.09
10.00 5.36 3.91 0.00
15.00 5.36 3.91 0.00
20.00 5.36 3.91 0.00
25.00 5.36 3.91 0.00
30.00 5.36 3.91 0.00
35.00 5.36 3.91 0.00
40.00 5.36 3.91 0.00
45.00 5.36 3.91 0.00
50.00 5.36 3.91 0.00
55.00 5.36 3.91 0.00
60.00 5.36 3.91 0.00
65.00 5.36 3.91 0.00
70.00 5.36 3.91 0.00
75.00 5.36 3.91 0.00
80.00 5.36 3.91 0.00
85.00 5.36 3.91 0.00
90.00 5.36 3.91 0.00
95.00 5.36 3.91 0.00
100.00 5.36 3.91 0.00
105.00 5.36 3.91 0.00
110.00 5.36 3.91 0.00
115.00 5.36 3.91 0.00
120.00 5.36 3.91 0.00
125.00 5.36 3.91 0.00
130.00 5.36 3.91 0.00
135.00 5.36 3.91 0.00
140.00 5.36 3.91 0.00
145.00 5.36 3.91 0.00
150.00 5.36 3.91 0.00
155.00 5.36 3.91 0.00
160.00 5.36 3.91 0.00
165.00 5.36 3.91 0.00
170.00 5.36 3.91 0.00
175.00 5.36 3.91 0.00
180.00 5.36 3.91 0.00
185.00 5.36 3.91 0.00
190.00 5.36 3.91 0.00
195.00 5.36 3.91 0.00
200.00 5.36 3.91 0.00
205.00 5.36 3.91 0.00
210.00 5.36 3.91 0.00
215.00 5.36 3.91 0.00
220.00 5.36 3.91 0.00
225.00 5.36 3.91 0.00
230.00 5.36 3.91 0.00
235.00 5.36 3.91 0.00
240.00 5.36 3.91 0.00
245.00 5.36 3.91 0.00
250.00 5.36 3.91 0.00

Courtyards at the Greenway Detention Type II 6-hr 100-yr 6-hr Rainfall=5.36"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 100
Summary for Subcatchment 4S: Bypass Area #1
Runoff = 63.04 cfs @ 3.03 hrs, Volume= 2.472 af, Depth= 2.39"
Routed to Link 1 L : Post-Dev Area #1
Runoff by SCS TR-20 method, UH=SCS, Weighted-CN, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs
Type II 6-hr 100-yr 6-hr Rainfall=5.36"
Area (ac) CN Description
10.600 70 Woods, Good, HSG C
1.800 74 >75% Grass cover, Good, HSG C
12.400 71 Weighted Average
12.400 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
3.7 100 0.2000 0.45 Sheet Flow, Sheet Flow
Grass: Short n= 0.150 P2= 3.52"
0.8 429 0.0400 8.44 69.65 Trap/Vee/Rect Channel Flow, Channel Flow
Bot.W=1.00' D=1.50' Z= 3.0 '/' Top.W=10.00'
n= 0.030 Stream, clean & straight
6.4 1,627 0.0150 4.24 47.75 Trap/Vee/Rect Channel Flow, Channel Flow
Bot.W=3.00' D=1.50' Z= 3.0 '/' Top.W=12.00'
n= 0.040 Winding stream, pools & shoals
10.9 2,156 Total
Subcatchment 4S: Bypass Area #1
Hydrog rap h
-h -I- 1- -I - I- 1 - t -1 - r - - 1 -I - I- fi - - -
70 1 1 I I I I I I I I I I I I ■Runoff
fl 63.°4 cfs I I I I I
I 1 1 1 1 1 1 "J Pe
60�/
/ 4 —I- 1- -1 - 1— + —I — r -F — I— t —i - 1— + —I — —I— + —I — I- 4 Hr -
55�/ 1 1 I I I I II I 1 1 1 I 1 1 I 1 1 T
502- / I I I I I I I I 1100 yr 61hr Rainfall=5.361"
/ r - — r - - - T -1 - rrt - - r — - I- T - r � -1 r 1 - - r -
45� / 4 -1- -1 - 1- -1 - H _1- L � - 1- � IgunQffArear1 • 0 ac _
/ 1 1 1 1 1 ±Rimbff Vbit nIe_ 24Z2 of
35- -t 1 -r 1 t RunoffrDepth 2-3Jr'
LL 30 / 1 1 1 1 p� I(
25. 1 1 ""I� �h' 415
20- 1 I I I I 1 1 1
-1- -I - I- I - -I- -I - 1- - �
15 1 1 1 1 1 1 1 1 LfI 1 I 71
10= 1 1 ' 1 I I I I I I I I
r — 1 — — r 1 r 1 1 r —1— r -
�i����������i���i����������������������������������������������������������������������������
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250
Time (hours)

Courtyards at the Greenway Detention Type II 6-hr 100-yr 6-hr Rainfall=5.36"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 101
Hydrograph for Subcatchment 4S: Bypass Area #1
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
5.00 5.11 2.20 2.91
10.00 5.36 2.39 0.00
15.00 5.36 2.39 0.00
20.00 5.36 2.39 0.00
25.00 5.36 2.39 0.00
30.00 5.36 2.39 0.00
35.00 5.36 2.39 0.00
40.00 5.36 2.39 0.00
45.00 5.36 2.39 0.00
50.00 5.36 2.39 0.00
55.00 5.36 2.39 0.00
60.00 5.36 2.39 0.00
65.00 5.36 2.39 0.00
70.00 5.36 2.39 0.00
75.00 5.36 2.39 0.00
80.00 5.36 2.39 0.00
85.00 5.36 2.39 0.00
90.00 5.36 2.39 0.00
95.00 5.36 2.39 0.00
100.00 5.36 2.39 0.00
105.00 5.36 2.39 0.00
110.00 5.36 2.39 0.00
115.00 5.36 2.39 0.00
120.00 5.36 2.39 0.00
125.00 5.36 2.39 0.00
130.00 5.36 2.39 0.00
135.00 5.36 2.39 0.00
140.00 5.36 2.39 0.00
145.00 5.36 2.39 0.00
150.00 5.36 2.39 0.00
155.00 5.36 2.39 0.00
160.00 5.36 2.39 0.00
165.00 5.36 2.39 0.00
170.00 5.36 2.39 0.00
175.00 5.36 2.39 0.00
180.00 5.36 2.39 0.00
185.00 5.36 2.39 0.00
190.00 5.36 2.39 0.00
195.00 5.36 2.39 0.00
200.00 5.36 2.39 0.00
205.00 5.36 2.39 0.00
210.00 5.36 2.39 0.00
215.00 5.36 2.39 0.00
220.00 5.36 2.39 0.00
225.00 5.36 2.39 0.00
230.00 5.36 2.39 0.00
235.00 5.36 2.39 0.00
240.00 5.36 2.39 0.00
245.00 5.36 2.39 0.00
250.00 5.36 2.39 0.00

Courtyards at the Greenway Detention Type II 6-hr 100-yr 6-hr Rainfall=5.36"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 102
Summary for Pond 1 P: Pond #1 (Wetpond)
Inflow Area = 22.200 ac, 51.44% Impervious, Inflow Depth = 3.80" for 100-yr 6-hr event
Inflow = 212.37 cfs @ 2.96 hrs, Volume= 7.038 af
Outflow = 11.64 cfs @ 3.82 hrs, Volume= 6.943 af, Atten= 95%, Lag= 51.9 min
Primary = 11.64 cfs @ 3.82 hrs, Volume= 6.943 af
Routed to Link 1 L : Post-Dev Area #1
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to Link 1 L : Post-Dev Area #1
Routing by Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs
Peak Elev= 626.57'@ 3.82 hrs Surf.Area= 62,549 sf Storage= 226,413 cf
Plug-Flow detention time=3,220.6 min calculated for 6.943 af(99% of inflow)
Center-of-Mass det. time= 3,218.8 min ( 3,416.2 - 197.4 )
Volume Invert Avail.Storage Storage Description
#1 622.50' 319,560 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
622.50 45,693 0 0
623.00 50,976 24,167 24,167
624.00 54,134 52,555 76,722
625.00 57,401 55,768 132,490
626.00 60,612 59,007 191,496
627.00 64,029 62,321 253,817
628.00 67,457 65,743 319,560
Device Routing Invert Outlet Devices
#1 Primary 616.00' 24.0" Round Culvert
L= 178.9' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 616.00'/615.00' S= 0.0056 '/' Cc= 0.900
n= 0.010, Flow Area= 3.14 sf
#2 Device 1 622.50' 3.0" Vert. Water Quality Orifice C= 0.600
Limited to weir flow at low heads
#3 Device 1 626.00' 4.0' long x 1.50' rise Sharp-Crested Rectangular Weir X 2.00
0 End Contraction(s)
#4 Secondary 627.00' 45.0 deg x 35.0' long x 0.50' rise Emergency Spillway
Cv= 2.56 (C= 3.20)
Primary OutFlow Max=11.64 cfs @ 3.82 hrs HW=626.57' (Free Discharge)
L1=Culvert (Passes 11.64 cfs of 46.44 cfs potential flow)
12=Water Quality Orifice (Orifice Controls 0.47 cfs @ 9.56 fps)
3=Sharp-Crested Rectangular Weir(Weir Controls 11.17 cfs @ 2.46 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=622.50' (Free Discharge)
4-4=Emergency Spillway( Controls 0.00 cfs)

Courtyards at the Greenway Detention Type II 6-hr 100-yr 6-hr Rainfall=5.36"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 103
Pond 1 P: Pond #1 (Wetpond)
Hydrograph
1 1 1 1 1 1 1 1 1 1
—I — I— 1 I H —1 — 1— H + —1 —1— 1— i— + ■Inflow
212.37 cfs I -]Outflow
I 1 .� 1 I 11 1_ I ❑Primary
- / 1 1 1 1 1 1 1 1 1 1 li IONV^Teal-41T OI ar' ❑Secondary
220i! t I I— 1 I- I- T 1 1 - 1 1-P-el*1 EIev=62G57 -
- / 1 I 1 I I 1 I I 1 I I 1 1 I 1 1 I 1 1 I 1 1
200 -/ 1 1 1 I I 1 I I 1 I I 1 Storages226i,413 cf
18017 T T 1 1 TTT 1 1 PT71 1 7 1 T T T 1 1 7771 1 I-
_1 -1 -1- I_ 1 _L -1 -1- 1- _I -1 - 1- 1- _L _1 -1- 1- 1 _I -1- 1-
160
= i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
y 140� 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
120� � � II 1- + 4 II 1- + 4 II 1- + -1II T 4 II-
o =
u- 100 -/ 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
807 + 1 1 1 + —f 1 1 I— T -1 1 1 I— + —I 1 1 HT - 1 I-
- / 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
601! / i 1
: /1— 7
40� 11.6-cfs
I o.00 cfs
0 -
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250
Time (hours)

Courtyards at the Greenway Detention Type II 6-hr 100-yr 6-hr Rainfall=5.36"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 104
Hydrograph for Pond 1 P: Pond #1 (Wetpond)
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0 622.50 0.00 0.00 0.00
5.00 6.12 218,810 626.45 8.24 8.24 0.00
10.00 0.00 191,473 626.00 0.43 0.43 0.00
15.00 0.00 183,732 625.87 0.43 0.43 0.00
20.00 0.00 176,142 625.74 0.42 0.42 0.00
25.00 0.00 168,703 625.62 0.41 0.41 0.00
30.00 0.00 161,417 625.50 0.40 0.40 0.00
35.00 0.00 154,284 625.38 0.39 0.39 0.00
40.00 0.00 147,305 625.26 0.38 0.38 0.00
45.00 0.00 140,482 625.14 0.37 0.37 0.00
50.00 0.00 133,816 625.02 0.37 0.37 0.00
55.00 0.00 127,306 624.91 0.36 0.36 0.00
60.00 0.00 120,956 624.80 0.35 0.35 0.00
65.00 0.00 114,764 624.69 0.34 0.34 0.00
70.00 0.00 108,734 624.58 0.33 0.33 0.00
75.00 0.00 102,864 624.48 0.32 0.32 0.00
80.00 0.00 97,158 624.37 0.31 0.31 0.00
85.00 0.00 91,614 624.27 0.30 0.30 0.00
90.00 0.00 86,236 624.17 0.29 0.29 0.00
95.00 0.00 81,022 624.08 0.29 0.29 0.00
100.00 0.00 75,975 623.99 0.28 0.28 0.00
105.00 0.00 71,096 623.90 0.27 0.27 0.00
110.00 0.00 66,384 623.81 0.26 0.26 0.00
115.00 0.00 61,842 623.72 0.25 0.25 0.00
120.00 0.00 57,470 623.64 0.24 0.24 0.00
125.00 0.00 53,268 623.56 0.23 0.23 0.00
130.00 0.00 49,238 623.48 0.22 0.22 0.00
135.00 0.00 45,380 623.41 0.21 0.21 0.00
140.00 0.00 41,696 623.34 0.20 0.20 0.00
145.00 0.00 38,186 623.27 0.19 0.19 0.00
150.00 0.00 34,850 623.21 0.18 0.18 0.00
155.00 0.00 31,689 623.15 0.17 0.17 0.00
160.00 0.00 28,704 623.09 0.16 0.16 0.00
165.00 0.00 25,896 623.03 0.15 0.15 0.00
170.00 0.00 23,266 622.98 0.14 0.14 0.00
175.00 0.00 20,813 622.93 0.13 0.13 0.00
180.00 0.00 18,542 622.89 0.12 0.12 0.00
185.00 0.00 16,452 622.85 0.11 0.11 0.00
190.00 0.00 14,546 622.81 0.10 0.10 0.00
195.00 0.00 12,825 622.77 0.09 0.09 0.00
200.00 0.00 11,293 622.74 0.08 0.08 0.00
205.00 0.00 9,944 622.71 0.07 0.07 0.00
210.00 0.00 8,796 622.69 0.06 0.06 0.00
215.00 0.00 7,832 622.67 0.05 0.05 0.00
220.00 0.00 7,021 622.65 0.04 0.04 0.00
225.00 0.00 6,335 622.64 0.04 0.04 0.00
230.00 0.00 5,754 622.62 0.03 0.03 0.00
235.00 0.00 5,263 622.61 0.03 0.03 0.00
240.00 0.00 4,843 622.60 0.02 0.02 0.00
245.00 0.00 4,473 622.60 0.02 0.02 0.00
250.00 0.00 4,144 622.59 0.02 0.02 0.00

Courtyards at the Greenway Detention Type II 6-hr 100-yr 6-hr Rainfall=5.36"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 105
Summary for Pond 2P: Pond #2 (Wetpond)
Inflow Area = 11.100 ac, 53.96% Impervious, Inflow Depth = 3.91" for 100-yr 6-hr event
Inflow = 108.22 cfs @ 2.96 hrs, Volume= 3.614 af
Outflow = 49.89 cfs @ 3.05 hrs, Volume= 3.301 af, Atten= 54%, Lag= 5.3 min
Primary = 22.41 cfs @ 3.05 hrs, Volume= 3.015 af
Routed to Link 1 L : Post-Dev Area #1
Secondary= 27.48 cfs @ 3.05 hrs, Volume= 0.286 af
Routed to Link 1 L : Post-Dev Area #1
Routing by Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs
Peak Elev= 629.49'@ 3.05 hrs Surf.Area= 21,144 sf Storage= 84,796 cf
Plug-Flow detention time=496.5 min calculated for 3.300 af(91% of inflow)
Center-of-Mass det. time=485.1 min ( 681.8 - 196.6 )
Volume Invert Avail.Storage Storage Description
#1 624.50' 95,852 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
624.50 11,483 0 0
625.00 14,211 6,424 6,424
626.00 15,215 14,713 21,137
627.00 17,285 16,250 37,387
628.00 18,524 17,905 55,291
629.00 20,266 19,395 74,686
630.00 22,065 21,166 95,852
Device Routing Invert Outlet Devices
#1 Primary 621.72' 18.0" Round Culvert
L= 120.0' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 621.72'/621.00' S= 0.0060 '/' Cc= 0.900
n= 0.010, Flow Area= 1.77 sf
#2 Device 1 625.50' 3.0" Vert. Water Quality Orifice C= 0.600
Limited to weir flow at low heads
#3 Device 1 628.00' 4.0' long x 1.50' rise Sharp-Crested Rectangular Weir X 2.00
2 End Contraction(s)
#4 Secondary 629.00' 45.0 deg x 25.0' long x 0.50' rise Emergency Spillway
Cv= 2.56 (C= 3.20)
#5 Device 1 628.50' 4.0' long x 1.00' rise Sharp-Crested Rectangular Weir X 2.00
2 End Contraction(s)
Primary OutFlow Max=22.41 cfs @ 3.05 hrs HW=629.49' (Free Discharge)
t 1=Culvert (Barrel Controls 22.41 cfs @ 12.68 fps)
2=Water Quality Orifice (Passes < 0.46 cfs potential flow)
3=Sharp-Crested Rectangular Weir(Passes < 43.91 cfs potential flow)
5=Sharp-Crested Rectangular Weir(Passes < 24.39 cfs potential flow)
Secondary OutFlow Max=27.37 cfs @ 3.05 hrs HW=629.49' (Free Discharge)
t 4=Emergency Spillway(Weir Controls 27.37 cfs @ 2.23 fps)

Courtyards at the Greenway Detention Type II 6-hr 100-yr 6-hr Rainfall=5.36"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 106
Pond 2P: Pond #2 (Wetpond)
Hydrograph
/ 1 1 1 1 1 1 1 ❑Inflow
/
/I 108.22 cfs I El Outflow
I I I I I I I I I I I I ❑Primary
120_ I I I I I I I I I I I I I -Inflow Area=1 1.100 ac ❑Secondary
0 TT 1 1 1- T4 -I I ETA -1 Peak Elev=629.49'
1107 1 1 1 1 1 1 1 1 1 1 1 1
100= 01 1 I 1 I I 1 I I 1 I I 1 Storage=84,796 cf
90=.. I T - 1 1 1 T + -t 1 1 I- fi -1 1 - + - i 1- t -I 1
I
8(:H
11 1 I I I I I I I I I I I I I I I I I I I
17 70- T T T 71717 T T TI T IT 1- T T 717 1717 T T 717 177 T T 717 1
- 49.89cfs 4 4 -I -I- H -L 4 -1 -I- !- 4 4 -I - I- H -L 4 -I- I- H 4 -I -I- 1-
3 60-
o 1 1 1 I I 1 I I 1 I I 1 1 I 1 1 I 1 1 I I I
`- 5CH I I I I I I I I I I I I I I I I I I
40- -H -1 -1 -1- H + 4 -1 -1- I- + H -1 - 1- - + -1 -1- I- + + H -1
p27.48 cfs cfs I I I I I I I I I I I I I I I I I I I I I
48 cfs cfs
20-
10 % // / / /
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250
Time (hours)
0

Courtyards at the Greenway Detention Type II 6-hr 100-yr 6-hr Rainfall=5.36"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 107
Hydrograph for Pond 2P: Pond #2 (Wetpond)
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0 624.50 0.00 0.00 0.00
5.00 3.09 59,910 628.25 3.55 3.55 0.00
10.00 0.00 51,664 627.80 0.35 0.35 0.00
15.00 0.00 45,635 627.47 0.32 0.32 0.00
20.00 0.00 40,113 627.16 0.29 0.29 0.00
25.00 0.00 35,108 626.87 0.26 0.26 0.00
30.00 0.00 30,636 626.60 0.23 0.23 0.00
35.00 0.00 26,713 626.36 0.20 0.20 0.00
40.00 0.00 23,358 626.14 0.17 0.17 0.00
45.00 0.00 20,587 625.96 0.14 0.14 0.00
50.00 0.00 18,411 625.82 0.10 0.10 0.00
55.00 0.00 16,841 625.72 0.07 0.07 0.00
60.00 0.00 15,865 625.65 0.04 0.04 0.00
65.00 0.00 15,294 625.61 0.02 0.02 0.00
70.00 0.00 14,941 625.59 0.02 0.02 0.00
75.00 0.00 14,695 625.57 0.01 0.01 0.00
80.00 0.00 14,520 625.56 0.01 0.01 0.00
85.00 0.00 14,395 625.55 0.01 0.01 0.00
90.00 0.00 14,306 625.54 0.00 0.00 0.00
95.00 0.00 14,234 625.54 0.00 0.00 0.00
100.00 0.00 14,170 625.53 0.00 0.00 0.00
105.00 0.00 14,112 625.53 0.00 0.00 0.00
110.00 0.00 14,061 625.53 0.00 0.00 0.00
115.00 0.00 14,016 625.52 0.00 0.00 0.00
120.00 0.00 13,976 625.52 0.00 0.00 0.00
125.00 0.00 13,940 625.52 0.00 0.00 0.00
130.00 0.00 13,909 625.52 0.00 0.00 0.00
135.00 0.00 13,880 625.52 0.00 0.00 0.00
140.00 0.00 13,855 625.51 0.00 0.00 0.00
145.00 0.00 13,833 625.51 0.00 0.00 0.00
150.00 0.00 13,813 625.51 0.00 0.00 0.00
155.00 0.00 13,795 625.51 0.00 0.00 0.00
160.00 0.00 13,780 625.51 0.00 0.00 0.00
165.00 0.00 13,766 625.51 0.00 0.00 0.00
170.00 0.00 13,754 625.51 0.00 0.00 0.00
175.00 0.00 13,743 625.51 0.00 0.00 0.00
180.00 0.00 13,733 625.51 0.00 0.00 0.00
185.00 0.00 13,724 625.50 0.00 0.00 0.00
190.00 0.00 13,716 625.50 0.00 0.00 0.00
195.00 0.00 13,709 625.50 0.00 0.00 0.00
200.00 0.00 13,703 625.50 0.00 0.00 0.00
205.00 0.00 13,698 625.50 0.00 0.00 0.00
210.00 0.00 13,693 625.50 0.00 0.00 0.00
215.00 0.00 13,689 625.50 0.00 0.00 0.00
220.00 0.00 13,685 625.50 0.00 0.00 0.00
225.00 0.00 13,682 625.50 0.00 0.00 0.00
230.00 0.00 13,679 625.50 0.00 0.00 0.00
235.00 0.00 13,676 625.50 0.00 0.00 0.00
240.00 0.00 13,674 625.50 0.00 0.00 0.00
245.00 0.00 13,671 625.50 0.00 0.00 0.00
250.00 0.00 13,670 625.50 0.00 0.00 0.00

Courtyards at the Greenway Detention Type II 6-hr 100-yr 6-hr Rainfall=5.36"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 108
Summary for Link 1 L: Post-Dev Area #1
Inflow Area = 45.700 ac, 38.10% Impervious, Inflow Depth > 3.34" for 100-yr 6-hr event
Inflow = 113.01 cfs @ 3.04 hrs, Volume= 12.715 af
Primary = 113.01 cfs @ 3.04 hrs, Volume= 12.715 af, Atten= 0%, Lag= 0.0 min
Primary outflow = Inflow, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs
Link 1 L: Post-Dev Area #1
Hydrograph
+ 1 - I + I - I tH - - - H - - HH 1 - rH -I - I + 1 - I + -.
T I -1 - I- T -1 - I- T T -1- T T -1- T 7 -1 r -1 - T T -1 - I- T � ■Inflow
125 11301 cfs 11 _I _ 1_ 1 _I _ 1_ L _1 _1_ L 1 _1_ L 1 _1 _ L 1 _1 _ I_ 1 I 1_ 1 J _ _U Primary
1^113.01 cfs I Inflow
/� nn
�0- V + -I - 1- + -1 - I- t H -I- t H -I- 1- Inflow Afea 4S.7�a-
110 I I I I I I I I I I I I I I I I I I I I I I I I
105
100 4 -1 - 1- -1 - 1- T -1- T -1- ]- 7 -1 - 17 -1 - 1- 4 -1 - 1- -
95 rt 1 1 rt I t 1 r -1- r rt r rt 1 I + 1 1 r
90 1 I 1 I 1 I 1 I 1 1 I 1 I 1 I 1 I 1 I 1 I 1 I 1
85
80 / 4 -1 - I- + -I - 1- T4 -I- T4 -I- H7 -1 - 17 -I - 1- + -1 - I- + H -
75 / T 1 1 T I T 1 r 1 r 7 r -r -1 + 1 1 T
42. 7065
0 80 / + -I - 1- + -1 - I- tH -1- tH -1- 47 -I - r4 -1 - I + 1 - 1- + H -
LL 55 T T TT TT 77 177 T T
50 1 _I - 1_ 1 _I - I- L H _1_ L H _1_ L 1 -I - L 1 _1 _ I- 1 _I - 1_ 1 J
45
40 + -1 - 1- + -1 - 1- t H -1- t H -1- 1- 7 -1 - H 7 -1 - 1- + -I - 1- + H -
35 I I I I I I I I I I I I I I I I I I I I I I I I
30
25 4 _I - I_ H _I - 1- L H _I_ L H _I_ L 7 -1 - L 7 _I _ 1- 1 -1 - I_ T H -
20 t 1 1 + 1 - 1 t H 1 t H 1 1- 7 1 r fi 1 1 + 1 1 + H -
15 - - -I - 1 I I I I I I I 1 I 1 I
10
5
0
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180 190 200 210 220 230 240 250
Time (hours)

Courtyards at the Greenway Detention Type II 6-hr 100-yr 6-hr Rainfall=5.36"
Prepared by Timmons Group Printed 1/15/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 109
Hydrograph for Link 1 L: Post-Dev Area #1
Time Inflow Elevation Primary
(hours) (cfs) (feet) (cfs)
0.00 0.00 0.00 0.00
5.00 14.70 0.00 14.70
10.00 0.78 0.00 0.78
15.00 0.75 0.00 0.75
20.00 0.71 0.00 0.71
25.00 0.67 0.00 0.67
30.00 0.63 0.00 0.63
35.00 0.59 0.00 0.59
40.00 0.55 0.00 0.55
45.00 0.51 0.00 0.51
50.00 0.47 0.00 0.47
55.00 0.43 0.00 0.43
60.00 0.39 0.00 0.39
65.00 0.36 0.00 0.36
70.00 0.35 0.00 0.35
75.00 0.33 0.00 0.33
80.00 0.32 0.00 0.32
85.00 0.31 0.00 0.31
90.00 0.30 0.00 0.30
95.00 0.29 0.00 0.29
100.00 0.28 0.00 0.28
105.00 0.27 0.00 0.27
110.00 0.26 0.00 0.26
115.00 0.25 0.00 0.25
120.00 0.24 0.00 0.24
125.00 0.23 0.00 0.23
130.00 0.22 0.00 0.22
135.00 0.21 0.00 0.21
140.00 0.20 0.00 0.20
145.00 0.19 0.00 0.19
150.00 0.18 0.00 0.18
155.00 0.17 0.00 0.17
160.00 0.16 0.00 0.16
165.00 0.15 0.00 0.15
170.00 0.14 0.00 0.14
175.00 0.13 0.00 0.13
180.00 0.12 0.00 0.12
185.00 0.11 0.00 0.11
190.00 0.10 0.00 0.10
195.00 0.09 0.00 0.09
200.00 0.08 0.00 0.08
205.00 0.07 0.00 0.07
210.00 0.06 0.00 0.06
215.00 0.05 0.00 0.05
220.00 0.04 0.00 0.04
225.00 0.04 0.00 0.04
230.00 0.03 0.00 0.03
235.00 0.03 0.00 0.03
240.00 0.02 0.00 0.02
245.00 0.02 0.00 0.02
250.00 0.02 0.00 0.02

UTILITIES

R.s:61--------'t
DESIGN CRITERIAAVAILABLE FLOW CURVE• Ic,A01/1 "�• FLOW INFORMATION WAS OBTAINED FROM A FLOW TEST PERFORMED BY UNION 2' a:105:12:6:11..1,
gak4
\ COUNTY ON TING 8 INC FLOW TEST LOCATION WAS THE EXISTING HYDRANT LOCATED :a ON THE EXISTING 8 INCH WATERLINE APPROXIMATELY 1,110 FT NORTHWEST OF THE„ INTERSECTION OF AVALON PLACE AND LAWYERS ROAD.THE AVAILABLE FLOW CURVEInstantaneous Flow Test Curve for Fire Hydrant#927 Locatetl Approximately 1,100 FT Northwest of the �„� • IS SHOWN ON THIS SHEET. Intersection of Avalon PI.and Lawyers Rd. � �
- • SYSTEM FLOW IS REPRESENTED AT H-1 IN THE INCLUDED WATER MODEL LAYOUT. 100 � 'HYDRANT FLOW TEST
•
THIS WATER MODEL HAS BEEN PERFORMED TO EVALUATE AVAILABLE PRESSURE ANDrest Date:io/7/2023
\ FLOW BASED ON THE INCLUDED WATER MODEL LAYOUT AND FLOW DEMAND CRITERIA. 80Test rlme:lo:3o a.m.
\ H-1IS Static Pressure:99 PSI
ALL WATERLINES WERE MODELED WITH A HAZEN-WILLIAMS ROUGHNESS COEFFICIENT
Residual Pressure k927:7o PSInt c
\pOF 120. 80Observed Flow 8928:I,DODGPM me
4
Observed Flaw
g
J_1 ' THE WATER MODEL LAYOUT O BASED ON INFORMATION(SURVEY.GRADING AND SITE z E
LAYOUT)PROVIDED BY TIMMONS GROUP. 70 E E
• THE PROPOSED SYSTEM MUST MAINTAIN A MINIMUM RESIDUAL PRESSURE OF 30 PSI \ ~ 3
y( �J �. / FOR ALL DOMESTIC SCENARIOS AND A MINIMUM RESIDUAL PRESSURE OF 20 PSI FOR \ a u
'�y0,I ALL FIRE SCENARIOS. 3 80 A i ,'`
'Jr \ ' N.
Will'
N z0
q, a 50 • \ d m i
te• 0 _ - E
13 Observed Flow ♦ �V v o� w �
�` ,\ • BASED ON THE INFORMATION PROVIDED,THE PROPOSED SYSTEM IS ADEQUATE 30 Projected Flow ♦♦ ti ZO
•
x=Ili
� /� TO MEET THE MINIMUM RESIDUAL PRESSURE REQUIREMENTS WHILE PROVIDING - ♦ z
//�� 1 THE REQUIRED FLOW FOR DOMESTIC AND FIRE SCENARIOS. DISCLAIMER: Lu
J-11 / Y The flow test results are based upon Information E v U
„\ _ "_" / 20-gathered at the time the test was Performed.The
/\ „\ ▪ THE PROPOSED SYSTEM MEETS BOTH UNION COUNTY AND NCDEO DESIGN variability of the water system due to changes In usage,
_ V Q„ __- \ _ "� 2 STANDARDS. demand and operating GondaionsprecmdesgDarentee • ��
'O I 10-that expectations regarding pressures and flows will be
WI
• A PRESSURE REDUCING VALVE(PRV)OR INDIVIDUAL HOME PRV IS exacting.Projected flow beyond the observed flow Is
0 I ____ �'%q RECOMMENDED FOR ANY CONNECTION WITH PRESSURES ABOVE 80 PSI. only an estimation.
H-3 I I =_ _' "'9� 0 - o
�� _ x\ OQ 0 200 400 600 800 1,000 1,200 1,400 1,600 1,800 2,000 F
_ `; �\ �'__ r _" Flow(GPM) Z. W�ry
A n ry
///// _. ' FLOW DEMAND CRITERIA O' =a - -
-�� j / / „__„,, •••AVERAGE DAILY DEMAND(ADD)=400 GPD/(1440 MIN/DAY)=0.28 GPM/LOT f�� ' O
\l'. ' COURTYARDS AT THE GREENWAY HAS A TOTAL OF 105 LOTS=29.40 GPM r�x
x •
••• 9 LOTS(2.52 GPM)ARE APPLIED AT J-3 o v 0 0
v r=___ ••• 13 LOTS(3.64 GPM)ARE APPLIED AT J-5 p Q
7 LOTS(1.96 GPM)ARE APPLIED AT J-6 -41 6¢_
l r 10 LOTS(2.80 GPM)ARE APPLIED AT J-7 �� W o DATE
��" � ••• 7 LOTS(1.96 GPM)ARE APPLIED AT J-8 PIPE REPORT
_ �_ ••• 7 LOTS(1.96 GPM)ARE APPLIED AT J-11 AVAILABLE FIRE FLOW 12/18/2023
111 „ I' •.• 12 LOTS(3.36 GPM)ARE APPLIED AT J-12 LABEL LENGTH(FT)DIA(IN.) DRAWN BY
�-lb _ ••• 10 LOTS(2.80 GPM)ARE APPLIED AT J-13
10 LOTS(2.80 GPM)ARE APPLIED AT J-14 FLOW SCENARIO HYDRANTS P-1 143
„ __ _ ___ ••• H-1 H-2 H-3 H-0 H-5 HE P-2 202_ ge K.ELL75
All i 10 LOTS(2.80 GPM)ARE APPLIED AT J-15
' ,. = a� _ ��, >.� • 10 LOTS(2.80 GPM)ARE APPLIED AT J-18 ELEVATION(F7) 641.44 644.40 652.58 638.25 637.17 636.30 P-3 53 o DESIGNED 6v
„ ^``"" AVAILABLE FIRE FLOW 7,562 1,459 1,408 1,432 1,393 1,293 Pd 14
_ __,;,;x; __ • POOL AVERAGE DAILY DEMAND(ADD)=1.39 GPM APPLIED AT J-11 MIN.RESIDUAL PRESSURE P-5 243 a K.ELLIS
54.29 50.54 48.45 49.43 49.24 47.81
___, _` _.._„_',_, - _"- _ DURING REM.FIREFLOW P-7 244
„ _ • AMENITY CENTER AVERAGE DAILY DEMAND(ADD)=10.80 APPLIED AT J-11 *AVAILABLE FIRE FLOW IS MEASURED,NON-SIMULTANEOUSLY,DURING THE P_7 242 i CHECKED BY
•„,..
�." _� MAX DAILY DEMAND SCENARIO ATASYSTEM RESIDUAL PRESSURE LIMIT OF 20 p$ 40
_ _ _ ___" t •• MAXIMUM DAILY DEMAND=AVERAGE DAILY DEMAND X 2.5 ••IT ISASSUMED 1.000 GPM IS REQUIRED A7 EACH ON-SITE HYDRANT _P� 604 B.KEATON
' )„___ P-10 179 • • SCALE
''„ = FIRE FLOW DEMAND P-11 403 cis
all I, _ "_ /�x=•� -_\ •• IT IS ASSUMED A MINIMUM OF 1,000 GPM IS REQUIRED ON EACH ON-SITE HYDRANT. P-12 66 z N.T.S.
•
•
- o
LA
"x
� P14 344
ileign • / "�_ - P15 241 �
P16 635 p
• P-17 59
/ /f- P 18 59
18
x, ,,x ;__IP
_ RESIDUAL PRESSURE RESULTS(PSI) JUNCTIONS HYDRANTS
f P-20 266
435
2 pp,
# ui , x....
.. x xx:xx xx„ .,.-.:
cx.
...,x
.x. .,:x.x.x.
. OM
o
FLOW SCENARIO
P-21
oo
J-1 J-2 J-3 J-4 J-5 J-6 J-7 J-8 J-9 J-10 J-11 J-12 J-13 J-14 J-15 J-16 H-1 H-2 H-3 H-4 H5 H�
P-22 146
C,......... ...,, / ELEVATION(FT) 640.31 643.14 848.28 853.78 884.09 836.89 837.41 832.98 636.16 644.83 647.18 648.58 644.00 639.08 637.89 640.71 641.44 644.40 652.58 638.25 637.17 638.30 ">
I _...
_„, _ _,„ _ / STATIC 95.44 94.21 91.98 89.61 85.15 97.00 96.69 98.61 97.23 93.48 92.48 92.72 93.84 95.97 96.48 95.26 94.94 93.67 90.13 96.32 96.79 97.17 a � 3
41111111Px=___ ._' „__" /'" ._ AVERAGE DAILY DEMAND(ADD) 95.36 94.13 91.88 89.53 84.82 96.92 96.61 98.49 97.15 93.40 92.38 92.64 93.76 95.89 96.40 95.18 94.87 93.59 90.04 96.24 96.71 97.09
x„ MAXIMUM DAILY DEMAND(MDD) 95.04 93.78 91.40 89.17 83.92 96.56 96.24 97.98 96.78 93.05 92.03 92.28 93.41 95.53 96.03 94.61 94.57 93.24 89.69 95.89 96.35 96.72 J
L /.' 0 LI) .-.-. n
vo
OI 7 ,„„„x taly
g # 4- .,„
...„
/f CLQ. -2
z 3
Lij* 0 .E
4460.......
a a. 0nw
g PIPE LEGEND J
zoo,
Q � Z � �
a3 NEW PIPE z '^ } a
- - EXISTING PIPE 0 •J/ J 16
CC Q z z
J ^'O
ZUQ 15
T`E.
/ \ E
2
` U- I-I a
U 0 0 _I O5
O 0
/I- QJ ¢.,
S ry O LL
I U i"3
s 11
s North�8 1 I 8
*f��-��•=-1♦�r Ea
3 10
811.Ur0'5 APPROPRIATE PARTIES AND ASSURING THAT
i 1. CONTRACTOR IS FULLY RESPONSIBLE FOR CONTACTING 7,4
ARE LOCATED PRIOR TO CONSTRUCTOR.ARE
UTILITIES .aa
3 FLAG Lc ETC.AsuECEss�rro INSURE SAFETY TO THEPUB
USING. CONTRACTOR IS RESPONSIBLE FOR PLACING BARRICADES JOB NO. A}
ry STANDARDSPAVEMENT CUTS.CONCRETE OR ASPHALT,ARE TO BE F THE NORTH c OL 60099
SHEET N0. 10$
ryP. SHORING WILL ram PP cc,SPECIFICATIONS.CCORDING TO OSHA TRENCHING STANDARDS W1„0 "=
PART 1928 SUBPART P,OR AS AMENDED. g
L

Union County Flow Test Form
This flow test was taken at a specific time and under specific conditions and is only a
representation of what the flow test is at this particular time. Union County Public Works does
not guarantee these flow rates under other times and.conditions.
Date: 1 PJ/". /R,•3 System: 7 Catawba Anson
Time: <v • of
By:,
rre:dvee ��s�,ir� ,� Approximate Amount of Water Used:
Gallons Used: i efjet
Test FH ID: rr1'17.1 ; Isolation Valve Fully Open: yes No
Test FH (Static PSI): 95". ;Test FH (Residual PSI): J?8
Flow FH ID: FAQZS ; Isolation Valve Fully Open:0) No
Flow FH GPM: 4 c,z-/ro
Notes:
Location Sketch (North faces top of Pa:e
fl4 t1 pd-
17si
V)
4)
ec
stb-P4
Ayala" ii?‘
rawitisimaismammagi.
Comments:

Union County Flow Test Form
This flow test was taken at a specific time and under specific conditions and is only a
representation of what the flow test is at this particular time. Union County Public Works does
not guarantee these flow rates under other times and conditions.
Date: 4l,fol ./2-I System: ✓ Catawba Anson
Time: /O•'c'e 0 —1
T e.
By: r -�-)z- v�i� Approximate Amount of Water Used:
ke.i^ f-ft Gallons Used: 3,,Obd
Test FH ID: rN500110 ; Isolation Valve Fully Open: Ye /No
Test FH (Static PSI): lOs ;Test FH (Residual PSI): P2S
ic
Flow FH ID: I' H5500Z12 ; Isolation Valve Fully Open: Ye / No
Flow FH GPM: 6 5,(5
Notes:
Location Sketch (North faces top of Page)
I
JDr
-ems
Q
51.1500110
r14500gtl
Comments:

APPENDIX

PRELIMINARY
CONSTRUCTION
DRAWINGS
NOT FOR
CONSTRUCTION
�g
V - zE
"LI o
Di
R\ /i ( ou_ LL ^_ — w� \-_ 63y ar.
z
g _64s = 0 -- €WYER$ROAD_SR#j004\ ''--'`'' - Al Qk"aN E�633640s�/,p5 �-650^ ` ,- ` .A'2Uaue R/W} .-� 05-- ___-83 — z 2
1.
^ _ 6 � — R_ < (LAy -642'�0a-g—�Ta f_ 3 L,-,-,,,c^n'c s-v19 _ -29- � --i- u, u W o
-- — -, -- ..- _ .: _r .� = ' / _y � ~ trvZS'I ; - Igy �' S}\TOHP—�-+.r OYf�= �� 3�_`7 ,66 IA >t '/ � v1iiv I , /r 1�0
N/ / y � I1A ``A\1 Ai'' / � � — l/' \ V A V A V'' vA `Vs •
1 1 r / / g59 --‘ � �\N - ��i \ \ 1 1 \ \\ �,6"zB�Q .5`�- l a
8170/1f4f 4-
1 \ I 1 �I 1v ip v 1 v V `v v v vvvvA`v vv 1, � ,r_ _ _.q0'�, ��.
o
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Z a A \ ±.: .„,
\ \ \ ..,4,
,:=,./, - _
> \ � W' e,< 50) \r�r\ 1 I� \ \\\\` i / ,.� � � \ � ♦ \-8q2\_ ..,,A OE �c�
e h l \ \ S �6 p �� SHALLOW _ 1 I \ \ O. \ \ \ — _, ` o _— \
\ �\ \ oJI 1 2/
�\ , / CONCENTRATED FLOW -' 1 \ 1 \ \\\\\ ��4..411 .
1 . \ \ \ \\ -- \ \ 1 ♦ _ `. / /V I Z
\ \ _ �,y� v / 389'Q3.3% 1 1 1 \1 \\\\ \\ I' ` \ \ \ \ -_-- \ \ \ I \ I , \ - \ / \ `FE O9W F
. /\\ • \ // ` 1 / TC=6.9 MIN/ J - \ 1 1 1 \\\\\\' �. lv i — 1\ \ \ 1 I ♦ V H O a
I t \ ♦ sa4 �_sl LIJ o 0
Vvr / / / ,cam v v� 1 A vv Vvvvv \�`,��� - 1 v v ` ♦� cc p5a\ I �/ / �\ ' / - \ \ \\\\ Qp ,� o�,\\\ I I \ 1 '� ou V DATE
66r i • � � �.� -�__ _ / _PRE-DEV AREA#1(1S) ,L \ \\\\ ��r ��+ \\ ,\\ - __ 1\ \ ' \I \ \ \\t ♦ �s `\ / _ W cs.'
V.Av r- / I- ^ / _ r 42.06 c=19.4RES vv\A v v",, 41:, J14,,v4,tp
1 "��v V v v I 11 \ \ v I / ♦ o
�/ i- v` v ,�1 ,<, - -- �T�CN=71IN. \. I }vv v vvYl/ -� 1 11 / CN=71 / v v v v \ l/ r 1 1 1 v A �,vv �♦ —'� \ N 10/27/2023
�/ 71j /> \ \I \ 1/, I \ ` \ r-R\ \ - t J1/ / \ \ 1 \\ ` 1 I \ I ♦ __ �\ -- DRAWN BV
iarivvvv vvv t�^ v 1II ^,.L I -vv v�"/r'i / � V / A A v v 1 ♦ v _' /�i'// I-1 s- \ \ \ \ / I,' I '\�-..� -, -',, _ _ - ,_ _ \ I,aI \ \\ OVA `/. 1,b�A\ \ 1rl t \ I \ \ \ \ _ I \ , , ♦♦ p `\ i
/ \ \\ \ \ 1 \ ��'> _ _- / , , 1 ; 1r' / \ / I ` \ \ /\ _ __ _ \ ,+I \ \ \ / \ • t7/ � \ A A \ Vl/ / , \ \ ` • CHECKED BY
// / // i _ / \ \ ^"ITC=T'LC.� \ �\ \ \ \ \ \ \ _ ', I' \ NO'��� \ � .: \ \ ::‘
\ \ \ 11 \ \\\\ \ \ / 101\I\ \ TRAPEZOIDAL\\ \ \ - \- ^� / I ' _ \ \ 1 \ 1 ` \ • A.ALLISON
� 842 / 1_ ' V l/ IV A I 1 \i �� v1 ( I 1 CHTC=3.I IN. v A Vim,• , 1 / , 1 / �s� V I\ 2. ' 1V1 \ \V A'', VAAVA\ '1IZ%
"(.� SCALE
(/ �/ / * // \ .���/ I 1 \ \ \ ( l 1 I\ 1 1 r TC=3.7 MIN. \ \ `\ \ _ / I I 4i .////�4 \ w \ \ I\ 1I 1 1 \ I \ /
// , � ' / : j1 11 v / v I I / \ v v ` ` �vAvvv v v I / / I �' vvv vI v v II I I 1 1 1 1 v I , —s4� a 1"=100„
�` / �♦' 1 / 1 1 1 1 �� \ 1 \ \�\ \ \ \ \ / / / �� \ \ \ 1 1 1 1 I I 1 / /....- Z
i/14' ,// � ' / ) 1 1 V 1 A \ 1 1 1,/ , 1 ,' \ \ 1 1 A % V \A V A A \ I-- , I4. 0 4 1 1 V 1 V 1 I 1 ' I 1 / O
Q, ,-� 1VAI\/ � v `V 1 I b r 1 I 11 I 1 r / I I ,v I A V 1 A V A \A V / _ �� A l VA ,y 11 1 1 1 1 I A v A
' l � � v +l%�. A I � , 1 I I J >' ' , / _ _ 1 1 I I 1 v v v r 1 �,I�� � v 1 I I I �. /� •
r 1 1 1 , o , I r V I , I I A \ vV i �I \ • V - A I 1 •�`
�` ` d \ v 1 I J I I l / 1 1 r / v / / / I I ' ' ' v A v v A v �t WAS i 1 0 1 1 1 v Imo'.vh 1\ TRAPEZOIDAL �
y\�F , I / � A I / , 1 / / 1 I v v v v v v v vv ( � k,� �1� � \ I c v A v v�4' � \ o
' @�� \\ I � I / \ / / / I I I / / I / / \ ' \ \ \ \ \' \` C����� _\ \ CHANNEL FLOW I 1\ \ I\N 1\\ \ \ 1 \
'\'`�I l �� v I 1 1 v 1 / I , / , —. / , v vvv k� 711
sei�g i.eo% v v V �/1 / ��\
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, r ,,,,
0 �) ' v u lw/�, ' ' / 6 \ / / / / / ' r' 1 vv v v I� v vv v vVv 1 v v v v \1� /. v /§\ €
69 ��.,<'lv I I I 1 i9h� 1 / / '�v-_ /� �� / / ' / v v v v v v ' _
10'
♦♦ „,/,,,f1 t 1 I s r, Al A V AV , l _ ' �/�'/',','� ' /' / � 4 � t* \V A A I 11 11 1 1 1 \l 1 , 1 A\ v1• \I A
,//1, v ��!/1 1 v I I I 1 1 / ) \ D 's
-
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I' I 1 I r� � , ; 1 11 I I �- 1 / , 1 ,
ici��� VA 1 SSr�` -\ �\ VAA / 1 „\ I 1 ;I ,' , / V VI" �� 1 1\ I , / III ii ,'I// I I 1 1 / ,'/ /�\v, I , lll / // 11�Z
� �'� -
.. .'Ilk ,6w466,J 1 /� , V ' 1 I A f.. +� V�1� Ai 1\ I/ I I I/III II 11 `I /� // / A I �I Il 1�'1 // �1V \ N , $
,' \ / / \ / 1 1 I I 1 1 1 / , / ' / lr \\ I I I I I 1 1 1, p\ Ln W J &
%♦ / / / , ,' T:__ I ( r 11 11 1 v v / '/ / / , .'I v I v ', II' A ,--I 1/40 W
/ /
♦ ,�� r �' ,I r� 625� ' Q A I ; 11 v v v �oY - / / / , / i v / re (17 F
441A
/ / /
\,, --_-\-- -, # \,,,,// illeit#01 1-..:a'''`I. \‘\_;\/\‘‘ \------------ ,:?''' N 0 tn 1 t
\\ \ \ \\'‘\\\\\, L , I 1 ' : :'f'"\\/4
VI :1,0,,I � � N
,A Q Ip Z ca ♦ `.� \ 1 I I ,I7 , � �--�
''..'; ...ft. :,' I ,j : 1 / ' 1 ' -,7* i:, / - 41.
diii; - z F,,z, 0 4 0 ;,:,
A.'
e.
etc H
NTOFANALYSISW >
/ / Y O
/ 1 SCALE 1,100'
y1 / I
3 U
o ,00' 200'
. =2
Moran 81X 11
,$
�- •
www.nc811.org —
do
2 ® 1 CONTRACTOR IS FULLY RESPONSIBLE FOR CONTACTING
ARE LOCATED PRIOR TO CONSTRUCTION. .aa APPROPRIATE PARTIES MO ASSURING THAT EXISTING UTILITIESUTILITIES
U ® PUBLIC
sFLAG MEN.Erc.As NECESSARY TO INSURE SAFETY TO THE
2 CONTRACTOR IS RESPONSIBLE FOR PLACING BARRICADES 60099 USING JOB NO. �y
ENT CUTS.CONCRETE OR ASPHALT.ARE TO BE 2
St
m
UTILITIES REPLACED ACCORDING TO STANDARDS OF TNE NORTH CAROLINA
DEPARTMENT TRANSPORTATION AND Town or STALLINGS SHEET NO. ag
FAR„ .RrvDPARrP.DRAR rvENDED
iTi
xrvDs,ArvD RDs C-407 "E
L

PRELIMINARY
CONSTRUCTION
DRAWINGS
NOT FOR
CONSTRUCTION
�g
\ 1 z E E
\ / SHEET FLOW E N E
N
100'@2% r o 3 Ri
- - _ \ TC=3.7 MIN. 1.. .v,
i \ - TRAPEZOIDAL LL ^z
-, CHANNEL FLOW
fy w.'v 429'Q 4% n ON o'" c O
637_,��"'/i -- --64>6yS __640 .ri• E�$�OAO--$R#-1QO- _� i Q m
.64 '`Eby i yp9 650^.= -�0 U@LIC R/W}- _.\:635�`635'r� --6 �, z k°«'v�' N
y>„ O N o .' a.'
/_642�bp �a.JT�TQ ' IINWIJ� l PIMIN. —s4o _� �1,_ �sze= \ _
Gas o _
S� \ a ` -Nm�m 626 = 8 ti
s 0_ ae �_ �0 .. 3 z
� =: - Q - eas _ ��s- \W� sal `��- - o >
r*M.,.... - \ 1-- / -_, __ , -- / - ', .0-,t,---4W 0'
V I I l.kott�+4/ ��. 74,.......1
) li��.+ I I i/ i ce- v y0•''2sa34'��P l - �� d
+ 90 89 I emsv 1�' �` - -- DR
7 1 ..... 1, Ir
\ , , ,,,,/ 40 ,, ,_ N,.. \,\1 , 1 , ii (1 , IL , i , ,// 87 // - ,!;1,4 \k`z\ 1/4„ , ,it\%#81, il:lt., -,..,,, t,t,,,..... ...,„_4i0.-7/0.04-7- _____ /
�
A \ ±., ..r.
F�� / 4. 7,,,m7ii
( `'o> \\ I� Tj/4+. 1r`�- -' ' \ .....\''' ' ' , i 1 ) P.'"/ --;.--,.,-.&.,---..infraf -4M'.-.--...--,17---,_____,7"........„,„, --- ...„,:- / _ / \ :i.",.. .1 '0'\ / •N,
�� r ♦ ''o\_/9 i.:
1 7:."''''''I : 1 • • 11.1. \
J 7l I I� 91_ll 92, /\` \83; I6 �hT �l'."1
\ �4JFo =o o,.e,
`S1A�IIII ��645_,_y \ \ `. \ , 2 Wp V/� �� �� =z I -�_ �, a vv82 v a ��^� �.A v \ I v 12�,� ; 1 \ DATE
. ••k• J_ I , _ A4 ; �' \`' �.' ' � —� o 10�27�2029
i
19ss .>' / Ilitilt, N��:� �-' 8�.r.,• N ,.� \°� T�� . �I I .\�'s � �� DRAWN BY
/ ].8_ :7___
/— r w lc:i--.ate_ - ;\v/ 8d 77 nv -�' '��' , A.CLARK
I� /// \ 1 � �_"=•n� �� _- /,I \ . \ -_.. .640�, ` p DESIGNED BY
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