SW3240205_Design Calculations_20240621

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TIMMONS GROUP
YOUR VISION ACHIEVED THROUGH OURS.
610 East Morehead Street, Suite 250
Charlotte, North Carolina 28202
NC License No. C-1652
COURTYARDS ON THE GREENWAY
JOB #: 60099
CALCULATIONS FOR:
EROSION CONTROL
STORM DRAINAGE ANALYSIS
WATER QUALITY
UTILITIES
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DATE: 03/11/24 441;.4 05 749 ,
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REV: 06/22/24 '%,FW w. P\-- `•%
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EROSION CONTROL

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
REVISED: 06/21/24 RVW: AWA
FAIRCLOTH SKIMMER TYPE BASIN DESIGN WITH RISER#1 AllStage 1
1 DRAINAGE AREAS/REQ'D STORAGE I I ESTIMATED BASIN SIZE(RECTANGULAR)
Total drainage area(TDA) r 17.03 ac Length(ft) Width(ft)
Disturbed area(DA) 17.03 ac Bottom 59 20
Rqd sediment storage 1800xDA 3065411cl Top 107 68
BASIN CONFIGURATION I 'PLANNED BASIN SIZE (REFER TO EROSION CONTROL PLAN)I
Proposed sediment depth 10 ft I Elev. Area(SF) Cumulative Volume(CF)
Depth of flow over spillway 1 ft 616 10571 0
Bottom elevation of basin 616 msl 617 26400 18486
Skimmer Invert elevation 619 msl 618 29129 46250
Sediment Storage elevation 626 msl 619 31915 76772
Spillway crest(OCS) 626 msl 620 34759 110109
Top of Berm 628 msl 621 37659 146318
622 40616 185456
623 50976 231252
624 54188 283834
625 57401 339628
626 60612 398635
627 64029 460955
628 67457 526698
0
BASIN EFFICIENCY
Sediment storage required: 30654 cf
Sediment storage provided: 398635 sf
Surface area required: 33060 sf
Surface area provided: 60612 sf
SKIMMER/ORIFICE DESIGN
Basin# 1 Required Volume
Total Required Sediment Storage: 30654 cf
Skimmer Size*: in.
#Of Skimmers:
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= 10.5 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 .••••
COURTYARDS ON THE GREENWAY • et
TIMMONS JOB NO.:60099 T I M M O N S GROUP
DATE: 1/15/2024 BY: KAC
LHIEVED THROUGH Ci_
REVISED: 06/21/24 RVW: AWA
FAIRCLOTH SKIMMER TYPE BASIN DESIGN WITH RISER#2MMStage 1
1 DRAINAGE AREAS/REQ'D STORAGE I I ESTIMATED BASIN SIZE(RECTANGULAR)
Total drainage area(TDA) ph. 5.02 ac Length(ft) Width(ft)
Disturbed area(DA) 5.02 ac Bottom 32 8
Rqd sediment storage 1800xDA 9036IIcf Top 76 52
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 4829 0
Bottom elevation of basin 620 msl 621 5778 5304
Skimmer Invert elevation 622 msl 622 6808 11597
Sediment Storage elevation 628 msl 623 7920 18961
Spillway crest(OCS) 628 msl 624 9112 27477
Top of Berm 631 msl 625 13557 38811
626 15181 53180
627 16828 69185
628 22100 88649
629 23994 111696
630 25945 136665
_ 631 27872 163574
0
0
BASIN EFFICIENCY
Sediment storage required: 9036 cf
Sediment storage provided: 88649 sf
Surface area required: 7475 sf
Surface area provided: 22100 sf
SKIMMER/ORIFICE DESIGN
Basin# 2 Required Volume
Total Required Sediment Storage: 9036 cf
Skimmer Size*: in.
#Of Skimmers:
Draw Down Time(Days) Flow Rate(ft^3/day) Required Orifice Diameter(in.)
2 2540.00 2.13
3 3810.00 1.74
4 5080.00 1.50
5 6350.00 1.35
Orifice Size= 2.50 in.
SKIMMER CONNECTION PIPE LENGTH= 9 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

SEDIMENT BASIN CALCULATIONS • •••
COURTYARDS ON THE GREENWAY i
It t
TIMMONS JOB NO.:60099 T I M M O N S GROUP
DATE: 1/15/2024 BY: KAC
REVISED: 06/21/24 RVW: AWA
FAIRCLOTH SKIMMER TYPE BASIN DESIGN WITHOUT RISER(TEMPORARY)#3 AMEStage I
DRAINAGE AREAS/REQ'D STORAGE I I ESTIMATED BASIN SIZE(RECTANGULAR)
Total drainage area(TDA) 16 3.5 ac Length(ft) Width(ft)
Disturbed area(DA) 3.4 ac Bottom 65 30
Rqd sediment storage 1800xDA 6030+Icf Top 81 46
BASIN CONFIGURATION I 'PLANNED BASIN SIZE (REFER TO EROSION CONTROL PLAN(I
Proposed sediment depth 2.5 ft I Elev. Area(SF) Cumulative Volume(CF)
Depth of flow over spillway 1.5 ft 643 I 4992 0
Bottom elevation of basin 643 msl 644 5928 5460
Skimmer Invert elevation 644 msl 645 6936 11892
Sediment Storage elevation 645.5 msl 645.5 7467 15493
Spillway crest 645.5 msl 646 8016 19364
Top of Berm 647 msl 647 9168 27956
(SPILLWAY DESIGN
DESIGN FLOW (Q=CIA)
Composite soil coefficient'C'= _
Area A'= 3.5 ac
10 yr.storm rainfall intensity,'I'= 7.2 in/hr I BASIN EFFICIENCY
Computed flow from site,'Q'= 15.0 cfs Sediment storage required: 6030 cf
SPILLWAY SIZE (L=Q/(C*h^1.5)) I Sediment storage provided: 10033 cf
given C= 3.0 and h= 1.50 Surface area required: 5200 sf
Spillway length @ flow depth= 10 ft Surface area provided: 7467 sf
SKIMMER/ORIFICE DESIGN
Basin# 3 Required Volume
Total Required Sediment Storage: 6030 cf
Skimmer Size: in.
#Of Skimmers:
Draw Down Time(Days) Flow Rate(ft^3/day) Required Orifice Diameter(in.)
2 1920.00 2.00
3 2880.00 1.63
4 3840.00 1.41
5 4800.00 1.26
Orifice Size= i in.
SKIMMER CONNECTION PIPE LENGTH= 5 FT.
*Calculations reflect J.W.Faircloth&Son,Inc.faircloth skimmer technical sizing instructions.
SKIMMER DESIGN TABLE
CF drained Drawdown Factor CF drained Drawdown Factor This table contains maximum
1.5'Skimmer 1728 1 day 960 4"Skimmer 20109 1 day 1601 drainage volumes fora given
3456 2 days 1920 40218 2 days 3202 Skimmer size and drawdown
5184 3 days 2880 60327 3 days 4803 period.
6912 4 days 3840 80436 4 days 6404
12096 7 days 6720 140763 7 days 11207 The orifice area is calculated by
2"Skimmer 3283 1 day 1123 5"Skimmer 32832 1 day 1642 dividing the Provided storage
6566 2 days 2246 65664 2 days 3283 volume by the corresponding
9849 3 days 3369 98496 3 days 4926 Factor.The factors are taken from
13132 4 days 4492 131328 4 days 6568 the table and were generated
22981 7 days 7861 229824 7 days 11491 assuming a constant head.
2.5"Skimmer 6234 1 day 1270 6"Skimmer 51840 1 day 1814
12468 2 days 2540 103680 2 days 3628 The diameter of the orifice is
18702 3 days 3810 155520 3 days 5442 calculated by:(2*('(Area/3.14))
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 • •••
COURTYARDS ON THE GREENWAY •t
TIMMONS JOB NO.:60099 T I M M O N S GROUP
DATE: 1/15/2024 BY: KAC
REVISED: 06/21/24 RVW: AWA Lo THROW,
FAIRCLOTH SKIMMER TYPE BASIN DESIGN WITHOUT RISER(TEMPORARY)#4_Stage I
1 DRAINAGE AREAS/REQ'D STORAGE I I ESTIMATED BASIN SIZE(RECTANGULAR) I
Total drainage area(TDA) 16 2.0 ac Length(ft) Width(ft)
Disturbed area(DA) 1.8 ac Bottom 46 21
Rqd sediment storage 1800xDA 3186+Icf Top 66 41
BASIN CONFIGURATION I 'PLANNED BASIN SIZE (REFER TO EROSION CONTROL PLAN(I
Proposed sediment depth 2.5 ft I Elev. Area(SF) Cumulative Volume(CF)
Depth of flow over spillway 1.5 ft 624 I 1756 0
Bottom elevation of basin 624 msl 625 2338 2047
Skimmer Invert elevation 625 msl 626 2992 4712
Sediment Storage elevation 626.5 msl 626.5 3336 6294
Spillway crest 627.5 msl 627 3718 8058
Top of Berm 629 msl 628 4510 12172
629 5370 17112
(SPILLWAY DESIGN
DESIGN FLOW (Q=CIA)
Composite soil coefficient'C'= _
Area A'= 2.0 ac
10 yr.storm rainfall intensity,'I'= 7.2 in/hr I BASIN EFFICIENCY
Computed flow from site,'Q'= 9.0 cfs Sediment storage required: 3186 cf
SPILLWAY SIZE (L=Q/(C*h^1.5)) I Sediment storage provided: 4247 cf
given C= 3.0 and h= 1.50 Surface area required: 2925 sf
Spillway length @ flow depth= 10 ft Surface area provided: 3718 sf
SKIMMER/ORIFICE DESIGN
Basin# 4 Required Volume
Total Required Sediment Storage: 3186 cf
Skimmer Size: in.
#Of Skimmers:
Draw Down Time(Days) Flow Rate(ft^3/day) Required Orifice Diameter(in.)
2 1920.00 1.45
3 2880.00 1.19
4 3840.00 1.03
5 4800.00 0.92
Orifice Size= i in.
SKIMMER CONNECTION PIPE LENGTH= 5 FT.
*Calculations reflect J.W.Faircloth&Son,Inc.faircloth skimmer technical sizing instructions.
SKIMMER DESIGN TABLE
CF drained Drawdown Factor CF drained Drawdown Factor This table contains maximum
1.5'Skimmer 1728 1 day 960 4"Skimmer 20109 1 day 1601 drainage volumes fora given
3456 2 days 1920 40218 2 days 3202 Skimmer size and drawdown
5184 3 days 2880 60327 3 days 4803 period.
6912 4 days 3840 80436 4 days 6404
12096 7 days 6720 140763 7 days 11207 The orifice area is calculated by
2"Skimmer 3283 1 day 1123 5"Skimmer 32832 1 day 1642 dividing the Provided storage
6566 2 days 2246 65664 2 days 3283 volume by the corresponding
9849 3 days 3369 98496 3 days 4926 Factor.The factors are taken from
13132 4 days 4492 131328 4 days 6568 the table and were generated
22981 7 days 7861 229824 7 days 11491 assuming a constant head.
2.5"Skimmer 6234 1 day 1270 6"Skimmer 51840 1 day 1814
12468 2 days 2540 103680 2 days 3628 The diameter of the orifice is
18702 3 days 3810 155520 3 days 5442 calculated by:(2*('(Area/3.14))
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 • •••
COURTYARDS ON THE GREENWAY i
•
It t
TIMMONS JOB NO.:60099 T I M M O N S GROUP
DATE: 1/15/2024 BY: KAC
REVISED: 06/21/24 RVW: AWA Lo THROW,
FAIRCLOTH SKIMMER TYPE BASIN DESIGN WITHOUT RISER(TEMPORARY)#5 All.Stage I
DRAINAGE AREAS/REQ'D STORAGE I I ESTIMATED BASIN SIZE(RECTANGULAR) I
Total drainage area(TDA) 16 2.5 ac Length(ft) Width(ft)
Disturbed area(DA) 2.2 ac Bottom 41 17
Rqd sediment storage 1800xDA 3960+Icf Top 61 37
BASIN CONFIGURATION I 'PLANNED BASIN SIZE (REFER TO EROSION CONTROL PLAN(I
Proposed sediment depth 3.5 ft I Elev. Area(SF) Cumulative Volume(CF)
Depth of flow over spillway 0.5 ft 633 I 2348 0
Bottom elevation of basin 633 msl 634 3026 2687
Skimmer Invert elevation 634 msl 635 3776 6088
Sediment Storage elevation 636.5 msl 636 4598 10275
Spillway crest 637.5 msl 636.5 5036 12684
Top of Berm 638 msl 637 5492 15316
638 6458 21291
(SPILLWAY DESIGN
DESIGN FLOW (Q=CIA)
Composite soil coefficient'C'= _
Area A'= 2.5 ac
10 yr.storm rainfall intensity,'I'= 7.2 in/hr I BASIN EFFICIENCY
Computed flow from site,'Q'= 11.0 cfs Sediment storage required: 3960 cf
SPILLWAY SIZE (L=Q/(C*h^1.5)) I Sediment storage provided: 9997 cf
given C= 3.0 and h= 0.50 Surface area required: 3575 sf
Spillway length @ flow depth= 11 ft Surface area provided: 5492 sf
SKIMMER/ORIFICE DESIGN
Basin# 5 Required Volume
Total Required Sediment Storage: 3960 cf
Skimmer Size: 1.5 in.
#Of Skimmers: 1
Draw Down Time(Days) Flow Rate(ft^3/day) Required Orifice Diameter(in.)
2 1920.00 1.62
3 2880.00 1.32
4 3840.00 1.15
5 4800.00 1.02
Orifice Size= i in.
SKIMMER CONNECTION PIPE LENGTH= 5 FT.
*Calculations reflect J.W.Faircloth&Son,Inc.faircloth skimmer technical sizing instructions.
SKIMMER DESIGN TABLE
CF drained Drawdown Factor CF drained Drawdown Factor This table contains maximum
1.5'Skimmer 1728 1 day 960 4"Skimmer 20109 1 day 1601 drainage volumes fora given
3456 2 days 1920 40218 2 days 3202 Skimmer size and drawdown
5184 3 days 2880 60327 3 days 4803 period.
6912 4 days 3840 80436 4 days 6404
12096 7 days 6720 140763 7 days 11207 The orifice area is calculated by
2"Skimmer 3283 1 day 1123 5"Skimmer 32832 1 day 1642 dividing the Provided storage
6566 2 days 2246 65664 2 days 3283 volume by the corresponding
9849 3 days 3369 98496 3 days 4926 Factor.The factors are taken from
13132 4 days 4492 131328 4 days 6568 the table and were generated
22981 7 days 7861 229824 7 days 11491 assuming a constant head.
2.5"Skimmer 6234 1 day 1270 6"Skimmer 51840 1 day 1814
12468 2 days 2540 103680 2 days 3628 The diameter of the orifice is
18702 3 days 3810 155520 3 days 5442 calculated by:(2*('(Area/3.14))
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
REVISED: 06/21/24 RVW: AWA
FAIRCLOTH SKIMMER TYPE BASIN DESIGN WITH RISER#1 AllStage II
1 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 68 24
Rqd sediment storage 1800xDA 381601Icf Top 116 72
BASIN CONFIGURATION I 'PLANNED BASIN SIZE (REFER TO EROSION CONTROL PLAN)I
Proposed sediment depth 10 ft I Elev. Area(SF) Cumulative Volume(CF)
Depth of flow over spillway 1 ft 616 10571 0
Bottom elevation of basin 616 msl 617 26400 18486
Skimmer Invert elevation 619 msl 618 29129 46250
Sediment Storage elevation 626 msl 619 31915 76772
Spillway crest(OCS) 626 msl 620 34759 110109
Top of Berm 628 msl 621 37659 146318
622 40616 185456
623 50976 231252
624 54188 283834
625 57401 339628
626 60612 398635
627 64029 460955
628 67457 526698
0
BASIN EFFICIENCY
Sediment storage required: 38160 cf
Sediment storage provided: 398635 sf
Surface area required: 41325 sf
Surface area provided: 60612 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= 10.5 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 .••••
COURTYARDS ON THE GREENWAY • et
TIMMONS JOB NO.:60099 T I M M O N S GROUP
DATE: 1/15/2024 BY: KAC
REVISED: 06/21/24 RVW: AWA
FAIRCLOTH SKIMMER TYPE BASIN DESIGN WITH RISER#-Stage II
DRAINAGE AREAS/REQ'D STORAGE I I ESTIMATED BASIN SIZE(RECTANGULAR)
Total drainage area(TDA) lipp 9.43 ac Length(ft) Width(ft)
Disturbed area(DA) 8.46 ac Bottom 46 15
Rqd sediment storage 1800xDA 15228Ilcf Top 90 59
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 4829 0
Bottom elevation of basin 620 msl 621 5778 5304
Skimmer Invert elevation 622 msl 622 6808 11597
Sediment Storage elevation 628 msl 623 7920 18961
Spillway crest(OCS) 628 msl 624 9112 27477
Top of Berm 631 msl 625 13557 38811
626 15181 53180
627 16828 69185
628 22100 88649
629 23994 111696
630 25945 136665
_ 631 27872 163574
0
0
BASIN EFFICIENCY
Sediment storage required: 15228 cf
Sediment storage provided: 88649 sf
Surface area required: 13650 sf
Surface area provided: 22100 sf
SKIMMER/ORIFICE DESIGN
Basin# 2 Required Volume
Total Required Sediment Storage: 15228 cf
Skimmer Size*: in.
#Of Skimmers:
Draw Down Time(Days) Flow Rate(ft^3/day) Required Orifice Diameter(in.)
2 2540.00 2.76
3 3810.00 2.26
4 5080.00 1.95
5 6350.00 1.75
Orifice Size= 2.50 in.
SKIMMER CONNECTION PIPE LENGTH= 9 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

SEDIMENT BASIN CALCULATIONS • •••
COURTYARDS ON THE GREENWAY i
It t
TIMMONS JOB NO.:60099 T I M M O N S GROUP
DATE: 1/15/2024 BY: KAC
REVISED: 06/21/24 RVW: AWA ID
TH
FAIRCLOTH SKIMMER TYPE BASIN DESIGN WITHOUT RISER(TEMPORARY)#3 AMEStage II
DRAINAGE AREAS/REQ'D STORAGE I I ESTIMATED BASIN SIZE(RECTANGULAR) I
Total drainage area(TDA) 16 0.5 ac Length(ft) Width(ft)
Disturbed area(DA) 0.5 ac Bottom 23 9
Rqd sediment storage 1800xDA 936+Icf Top 39 25
BASIN CONFIGURATION I 'PLANNED BASIN SIZE (REFER TO EROSION CONTROL PLAN(I
Proposed sediment depth 2.5 ft I Elev. Area(SF) Cumulative Volume(CF)
Depth of flow over spillway 1.5 ft 643 I 4992 0
Bottom elevation of basin 643 msl 644 5928 5460
Skimmer Invert elevation 644 msl 645 6936 11892
Sediment Storage elevation 645.5 msl 645.5 7467 15493
Spillway crest 645.5 msl 646 8016 19364
Top of Berm 647 msl 647 9168 27956
(SPILLWAY DESIGN
DESIGN FLOW (Q=CIA)
Composite soil coefficient'C'= _
Area A'= 0.5 ac
10 yr.storm rainfall intensity,'I'= 7.2 in/hr I BASIN EFFICIENCY
Computed flow from site,'Q'= 2.0 cfs Sediment storage required: 936 cf
SPILLWAY SIZE (L=Q/(C*h^1.5)) I Sediment storage provided: 10033 cf
given C= 3.0 and h= 1.50 Surface area required: 650 sf
Spillway length @ flow depth= 10 ft Surface area provided: 7467 sf
SKIMMER/ORIFICE DESIGN
Basin# 3 Required Volume
Total Required Sediment Storage: 936 cf
Skimmer Size: Ell in.
#Of Skimmers:
Draw Down Time(Days) Flow Rate(ft^3/day) Required Orifice Diameter(in.)
2 1920.00 0.79
3 2880.00 0.64
4 3840.00 0.56
5 4800.00 0.50
Orifice Size= i in.
SKIMMER CONNECTION PIPE LENGTH= 5 FT.
*Calculations reflect J.W.Faircloth&Son,Inc.faircloth skimmer technical sizing instructions.
SKIMMER DESIGN TABLE
CF drained Drawdown Factor CF drained Drawdown Factor This table contains maximum
1.5'Skimmer 1728 1 day 960 4"Skimmer 20109 1 day 1601 drainage volumes fora given
3456 2 days 1920 40218 2 days 3202 Skimmer size and drawdown
5184 3 days 2880 60327 3 days 4803 period.
6912 4 days 3840 80436 4 days 6404
12096 7 days 6720 140763 7 days 11207 The orifice area is calculated by
2"Skimmer 3283 1 day 1123 5"Skimmer 32832 1 day 1642 dividing the Provided storage
6566 2 days 2246 65664 2 days 3283 volume by the corresponding
9849 3 days 3369 98496 3 days 4926 Factor.The factors are taken from
13132 4 days 4492 131328 4 days 6568 the table and were generated
22981 7 days 7861 229824 7 days 11491 assuming a constant head.
2.5"Skimmer 6234 1 day 1270 6"Skimmer 51840 1 day 1814
12468 2 days 2540 103680 2 days 3628 The diameter of the orifice is
18702 3 days 3810 155520 3 days 5442 calculated by:(2*('(Area/3.14))
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 • •••
COURTYARDS ON THE GREENWAY i
•
It t
TIMMONS JOB NO.:60099 T I M M O N S GROUP
DATE: 1/15/2024 BY: KAC
REVISED: 06/21/24 RVW: AWA Lo THROW,
FAIRCLOTH SKIMMER TYPE BASIN DESIGN WITHOUT RISER(TEMPORARY)#4r_Stage II
DRAINAGE AREAS/REQ'D STORAGE I I ESTIMATED BASIN SIZE(RECTANGULAR) I
Total drainage area(TDA) 16 2.4 ac Length(ft) Width(ft)
Disturbed area(DA) 2.2 ac Bottom 51 23
Rqd sediment storage 1800xDA 3870+Icf Top 71 43
BASIN CONFIGURATION I 'PLANNED BASIN SIZE (REFER TO EROSION CONTROL PLAN(I
Proposed sediment depth 2.5 ft I Elev. Area(SF) Cumulative Volume(CF)
Depth of flow over spillway 1.5 ft 624 I 1756 0
Bottom elevation of basin 624 msl 625 2338 2047
Skimmer Invert elevation 625 msl 626 2992 4712
Sediment Storage elevation 626.5 msl 626.5 3336 6294
Spillway crest 627.5 msl 627 3718 8058
Top of Berm 629 msl 628 4510 12172
629 5370 17112
(SPILLWAY DESIGN
DESIGN FLOW (Q=CIA)
Composite soil coefficient'C'= _
Area A'= 2.4 ac
10 yr.storm rainfall intensity,'I'= 7.2 in/hr I BASIN EFFICIENCY
Computed flow from site,'Q'= 10.0 cfs Sediment storage required: 3870 cf
SPILLWAY SIZE (L=Q/(C*h^1.5)) I Sediment storage provided: 4247 cf
given C= 3.0 and h= 1.50 Surface area required: 3575 sf
Spillway length @ flow depth= 10 ft Surface area provided: 3718 sf
SKIMMER/ORIFICE DESIGN
Basin# 4 Required Volume
Total Required Sediment Storage: 3870 cf
Skimmer Size: 1.5 in.
#Of Skimmers: 1
Draw Down Time(Days) Flow Rate(ft^3/day) Required Orifice Diameter(in.)
2 1920.00 1.60
3 2880.00 1.31
4 3840.00 1.13
5 4800.00 1.01
Orifice Size= i in.
SKIMMER CONNECTION PIPE LENGTH= 5 FT.
*Calculations reflect J.W.Faircloth&Son,Inc.faircloth skimmer technical sizing instructions.
SKIMMER DESIGN TABLE
CF drained Drawdown Factor CF drained Drawdown Factor This table contains maximum
1.5'Skimmer 1728 1 day 960 4"Skimmer 20109 1 day 1601 drainage volumes fora given
3456 2 days 1920 40218 2 days 3202 Skimmer size and drawdown
5184 3 days 2880 60327 3 days 4803 period.
6912 4 days 3840 80436 4 days 6404
12096 7 days 6720 140763 7 days 11207 The orifice area is calculated by
2"Skimmer 3283 1 day 1123 5"Skimmer 32832 1 day 1642 dividing the Provided storage
6566 2 days 2246 65664 2 days 3283 volume by the corresponding
9849 3 days 3369 98496 3 days 4926 Factor.The factors are taken from
13132 4 days 4492 131328 4 days 6568 the table and were generated
22981 7 days 7861 229824 7 days 11491 assuming a constant head.
2.5"Skimmer 6234 1 day 1270 6"Skimmer 51840 1 day 1814
12468 2 days 2540 103680 2 days 3628 The diameter of the orifice is
18702 3 days 3810 155520 3 days 5442 calculated by:(2*('(Area/3.14))
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 • •••
COURTYARDS ON THE GREENWAY i
•
It t
TIMMONS JOB NO.:60099 T I M M O N S GROUP
DATE: 1/15/2024 BY: KAC
REVISED: 06/21/24 RVW: AWA Lo THROW,
FAIRCLOTH SKIMMER TYPE BASIN DESIGN WITHOUT RISER(TEMPORARY)#5 All.Stage II
DRAINAGE AREAS/REQ'D STORAGE I I ESTIMATED BASIN SIZE(RECTANGULAR) I
Total drainage area(TDA) II 0.7 ac Length(ft) Width(ft)
Disturbed area(DA) 0.7 ac Bottom 20 7
Rqd sediment storage 1800xDA 1206IIcf Top 40 27
BASIN CONFIGURATION I 'PLANNED BASIN SIZE (REFER TO EROSION CONTROL PLAN(I
Proposed sediment depth 3.5 ft I Elev. Area(SF) Cumulative Volume(CF)
Depth of flow over spillway 0.5 ft 633 I 2348 0
Bottom elevation of basin 633 msl 634 3026 2687
Skimmer Invert elevation 634 msl 635 3776 6088
Sediment Storage elevation 636.5 msl 636 4598 10275
Spillway crest 637.5 msl 636.5 5036 12684
Top of Berm 638 msl 637 5492 15316
638 6458 21291
(SPILLWAY DESIGN
DESIGN FLOW (Q=CIA)
Composite soil coefficient'C'= _
Area A'= 0.7 ac
10 yr.storm rainfall intensity,'I'= 7.2 in/hr I BASIN EFFICIENCY
Computed flow from site,'Q'= 3.0 cfs Sediment storage required: 1206 cf
SPILLWAY SIZE (L=Q/(C*h^1.5)) I Sediment storage provided: 9997 cf
given C= 3.0 and h= 0.50 Surface area required: 975 sf
Spillway length @ flow depth= 10 ft Surface area provided: 5492 sf
SKIMMER/ORIFICE DESIGN
Basin# 5 Required Volume
Total Required Sediment Storage: 1206 cf
Skimmer Size: 1.5 in.
#Of Skimmers: 1
Draw Down Time(Days) Flow Rate(ft^3/day) Required Orifice Diameter(in.)
2 1920.00 0.89
3 2880.00 0.73
4 3840.00 0.63
5 4800.00 0.57
Orifice Size= i in.
SKIMMER CONNECTION PIPE LENGTH= 5 FT.
*Calculations reflect J.W.Faircloth&Son,Inc.faircloth skimmer technical sizing instructions.
SKIMMER DESIGN TABLE
CF drained Drawdown Factor CF drained Drawdown Factor This table contains maximum
1.5'Skimmer 1728 1 day 960 4"Skimmer 20109 1 day 1601 drainage volumes fora given
3456 2 days 1920 40218 2 days 3202 Skimmer size and drawdown
5184 3 days 2880 60327 3 days 4803 period.
6912 4 days 3840 80436 4 days 6404
12096 7 days 6720 140763 7 days 11207 The orifice area is calculated by
2"Skimmer 3283 1 day 1123 5"Skimmer 32832 1 day 1642 dividing the Provided storage
6566 2 days 2246 65664 2 days 3283 volume by the corresponding
9849 3 days 3369 98496 3 days 4926 Factor.The factors are taken from
13132 4 days 4492 131328 4 days 6568 the table and were generated
22981 7 days 7861 229824 7 days 11491 assuming a constant head.
2.5"Skimmer 6234 1 day 1270 6"Skimmer 51840 1 day 1814
12468 2 days 2540 103680 2 days 3628 The diameter of the orifice is
18702 3 days 3810 155520 3 days 5442 calculated by:(2*('(Area/3.14))
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 ••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: 06/21/24 RVW: AWA
FAIRCLOTH SKIMMER TYPE BASIN DESIGN WITH RISER#1 Stage III
DRAINAGE AREAS/REQ'D STORAGE I I ESTIMATED BASIN SIZE(RECTANGULAR)
Total drainage area(TDA) 21.20 ac Length(ft) Width(ft)
Disturbed area(DA) 21.20 ac Bottom 68 24
Rqd sediment storage 1800xDA I 381601[cf Top 116 72
BASIN CONFIGURATION I 'PLANNED BASIN SIZE (REFER TO EROSION CONTROL PLAN(I
Proposed sediment depth 10 ft _ I Elev. Area(SF) Cumulative Volume(CF)
Depth of flow over spillway 1 ft _ 616 _ 6482 0
Bottom elevation of basin 616 msl 617 21785 14134
Skimmer Invert elevation 619 msl _ 618 24723 37388
Sediment Storage elevation 626 msl _ 619 27842 63670
Spillway crest(OCS) 626 msl _ 620 31142 93162
Top of Berm 628 msl 621 34654 126060
622 38284 162529
623 39730 201536
624 54134 248468
625 57401 304236
626 60612 363242
_ 627 64029 425563
628 67457 491306
0
BASIN EFFICIENCY
Sediment storage required: 38160 cf
Sediment storage provided: 363242 sf
Surface area required: 41325 sf
Surface area provided: 60612 sf
SKIMMER/ORIFICE DESIGN
Basin# 1 Required Volume
Total Required Sediment Storage: 38160 cf
Skimmer Size*: 5 in.
#Of Skimmers: 1
Draw Down Time(Days) Flow Rate(ft^3/day) Required Orifice Diameter(in.)
2 _ 3283.00 _ 3.85
3 4926.00 3.14
4 6568.00 2.72
5 8210.00 2.43
Orifice Size= 5.00 in.
SKIMMER CONNECTION PIPE LENGTH= 10.5 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 .••••
COURTYARDS ON THE GREENWAY • et
TIMMONS JOB NO.:60099 T I M M O N S GROUP
DATE: 1/15/2024 BY: KAC
REVISED: 06/21/24 RVW: AWA
FAIRCLOTH SKIMMER TYPE BASIN DESIGN WITH RISER#-Stage In
1 DRAINAGE AREAS/REQ'D STORAGE I I ESTIMATED BASIN SIZE(RECTANGULAR)
Total drainage area(TDA) r 11.10 ac Length(ft) Width(ft)
Disturbed area(DA) 11.10 ac Bottom 55 20
Rqd sediment storage 1800xDA 19980fcf Top 99 64
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 3357 0
Bottom elevation of basin 620 msl 621 4392 3875
Skimmer Invert elevation 622 msl 622 5508 8825
Sediment Storage elevation 628 msl 623 6706 14932
Spillway crest(OCS) 628 msl 624 7986 22278
Top of Berm 631 msl 625 13600 33071
626 15181 47461
627 16828 63466
628 22100 82930
629 23994 105977
630 25945 130946
631 27896 157867
0
0
BASIN EFFICIENCY
Sediment storage required: 19980 cf
Sediment storage provided: 82930 sf
Surface area required: 21750 sf
Surface area provided: 22100 sf
SKIMMER/ORIFICE DESIGN
Basin# 2 Required Volume
Total Required Sediment Storage: 19980 cf
Skimmer Size*: in.
#Of Skimmers:
Draw Down Time(Days) Flow Rate(ft^3/day) Required Orifice Diameter(in.)
2 2540.00 3.16
3 3810.00 2.58
4 5080.00 2.24
5 6350.00 2.00
Orifice Size= 2.50 in.
SKIMMER CONNECTION PIPE LENGTH= 9 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

/ 1 s )
Pond 1 Area
1 P
Pond # 1 (Skimmer
Basin )
(Subca Reach 'on• MI Routing Diagram for Courtyards on the Greenway-Erosion
Prepared by Timmons Group, Printed 6/21/2024
HydroCAD®10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC

Courtyards on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
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: Pond#1 Area Runoff Area=22.200 ac 0.00% Impervious Runoff Depth=2.66"
Tc=5.0 min CN=91 Runoff=147.28 cfs 4.929 af
Pond 1P: Pond#1 (Skimmer Basin) Peak Elev=622.40' Storage=202,543 cf Inflow=147.28 cfs 4.929 af
Primary=1.17 cfs 3.167 af Secondary=0.00 cfs 0.000 af Outflow=1.17 cfs 3.167 af
Total Runoff Area = 22.200 ac Runoff Volume = 4.929 af Average Runoff Depth = 2.66"
100.00% Pervious = 22.200 ac 0.00% Impervious = 0.000 ac

Courtyards on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 1S: Pond #1 Area
Runoff = 147.28 cfs @ 2.96 hrs, Volume= 4.929 af, Depth= 2.66"
Routed to Pond 1 P : Pond #1 (Skimmer Basin)
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
22.200 91 Newly graded area, HSG C
22.200 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Assumed Tc
Subcatchment 1S: Pond #1 Area
Hydrograph
I I I I I _ I I I I I I I I I I I I
160 ❑Runoff
J+4z28 cfs I I I I I I I I 1 I I I I 1 I I I I 1 I I I I I
1Jv- I I I I I I 1 T 1 T 1 1 T 1 1 T 1 1 1 1 Tyrre-ll
140�
- r -I- fi - - I- rt -I - I- rt -I- 'T fi -I _ I_ t -I _ I_
130- -4 I- - I- - 1 4 1 - 4 4 1 4 4 I H - I 4 I - 444 "II
120 _I_ 4_ _I_ _L _ 1_ L _I _ _1101r6-br1Ra-ir#faIIF�3. 'i3�,
110• 1 1 1 1 1 1
100 - Area*2230Oac
allf
T T T T T T 1 T T �f� � "r"Y
0 80 -1- 1- - - 1- t t -1 - 1- fi -1- ' RQ I off- ?erot&2.66"-
70t 4 1 I I 14 1 1 I H 11 4 1
6011 T5 lc .Q mire
507' 1 I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I � '7
I I I I I I I I I I I I I I I I I I I I I I
30-
_ V�
1 1 I I I I I I I I I I I I I I I I I
-I- 1- I -I - I- rt -I- r -t -I- -r -I - I- rt -I - I- rt -I-
20_ 4 -I- 1- H - - 1 - - - I- - I- + I - I- 4 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 on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 4
Hydrograph for Subcatchment 1S: Pond #1 Area
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
5.00 3.46 2.50 4.19
10.00 3.63 2.66 0.00
15.00 3.63 2.66 0.00
20.00 3.63 2.66 0.00
25.00 3.63 2.66 0.00
30.00 3.63 2.66 0.00
35.00 3.63 2.66 0.00
40.00 3.63 2.66 0.00
45.00 3.63 2.66 0.00
50.00 3.63 2.66 0.00
55.00 3.63 2.66 0.00
60.00 3.63 2.66 0.00
65.00 3.63 2.66 0.00
70.00 3.63 2.66 0.00
75.00 3.63 2.66 0.00
80.00 3.63 2.66 0.00
85.00 3.63 2.66 0.00
90.00 3.63 2.66 0.00
95.00 3.63 2.66 0.00
100.00 3.63 2.66 0.00
105.00 3.63 2.66 0.00
110.00 3.63 2.66 0.00
115.00 3.63 2.66 0.00
120.00 3.63 2.66 0.00
125.00 3.63 2.66 0.00
130.00 3.63 2.66 0.00
135.00 3.63 2.66 0.00
140.00 3.63 2.66 0.00
145.00 3.63 2.66 0.00
150.00 3.63 2.66 0.00
155.00 3.63 2.66 0.00
160.00 3.63 2.66 0.00
165.00 3.63 2.66 0.00
170.00 3.63 2.66 0.00
175.00 3.63 2.66 0.00
180.00 3.63 2.66 0.00
185.00 3.63 2.66 0.00
190.00 3.63 2.66 0.00
195.00 3.63 2.66 0.00
200.00 3.63 2.66 0.00
205.00 3.63 2.66 0.00
210.00 3.63 2.66 0.00
215.00 3.63 2.66 0.00
220.00 3.63 2.66 0.00
225.00 3.63 2.66 0.00
230.00 3.63 2.66 0.00
235.00 3.63 2.66 0.00
240.00 3.63 2.66 0.00
245.00 3.63 2.66 0.00
250.00 3.63 2.66 0.00

Courtyards on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 5
Summary for Pond 1 P: Pond #1 (Skimmer Basin)
Inflow Area = 22.200 ac, 0.00% Impervious, Inflow Depth = 2.66" for 10-yr 6-hr event
Inflow = 147.28 cfs @ 2.96 hrs, Volume= 4.929 af
Outflow = 1.17 cfs @ 6.08 hrs, Volume= 3.167 af, Atten= 99%, Lag= 187.5 min
Primary = 1.17 cfs @ 6.08 hrs, Volume= 3.167 af
Routed to nonexistent node 1 L
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to nonexistent node 1 L
Routing by Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs
Peak Elev= 622.40'@ 6.08 hrs Surf.Area= 44,763 sf Storage= 202,543 cf
Plug-Flow detention time= 1,358.5 min calculated for 3.166 of(64% of inflow)
Center-of-Mass det. time= 1,332.2 min ( 1,528.7 - 196.4 )
Volume Invert Avail.Storage Storage Description
#1 616.00' 526,698 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
616.00 10,571 0 0
617.00 26,400 18,486 18,486
618.00 29,129 27,765 46,250
619.00 31,915 30,522 76,772
620.00 34,759 33,337 110,109
621.00 37,659 36,209 146,318
622.00 40,616 39,138 185,456
623.00 50,976 45,796 231,252
624.00 54,188 52,582 283,834
625.00 57,401 55,795 339,628
626.00 60,612 59,007 398,635
627.00 64,029 62,321 460,955
628.00 67,457 65,743 526,698
Device Routing Invert Outlet Devices
#1 Primary 619.00' 24.0" Round Culvert
L= 106.1' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 619.00'/618.36' S= 0.0060 '/' Cc= 0.900
n= 0.010, Flow Area= 3.14 sf
#2 Device 1 619.00' 5.0" Vert. Skimmer C= 0.600 Limited to weir flow at low heads
#3 Device 1 626.00' 4.0' long Sharp-Crested Rectangular Weir X 4.00
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)

Courtyards on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 6
Primary OutFlow Max=1.17 cfs @ 6.08 hrs HW=622.40' (Free Discharge)
L1=Culvert (Passes 1.17 cfs of 23.44 cfs potential flow)
AL2=Skimmer (Orifice Controls 1.17 cfs @ 8.60 fps)
3=Sharp-Crested Rectangular Weir( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=616.00' (Free Discharge)
L4=Emergency Spillway ( Controls 0.00 cfs)
Pond 1 P: Pond #1 (Skimmer Basin)
Hydrograph
1 1 1 L _L _1 J I1 1 1I L 1
1 I 1 1 I I 1 1 I I 1 1 I 1 1 I 1 1 ❑Inflow
14728 I 1 I ]Outflow
pa ❑primary
I 1 1 I I 1 I I 1 I 11i 110WArea_ � 101 acN ■Secondary
1604-/
1504! Pk EIe22.40'
1 1 1 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 e�1 1 1 1_ 1
140� , 1 1 1 1 1 1 1 1 1 1 1 1 1 Storage:2O�J�43 Cif
13047
1111111111111111111111
12047
1111111111111111111111
11047 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
1004!
131 90� z 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
c 80; / 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
LL 70 ' 1 I I I I I I I I I I I I I I I I I I I I I
601-/ / 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
5041-/ / TT 1 T T T 1 T T T 1 T T T 1 T T T 1
4047 PPIITTTIIPTPIPPTPPPTPPP-1-30 -/
20� L_ cfs
1.17 cfs
I 0.00 cfs
0
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180190 200 210 220 230 240 250
Time (hours)

Courtyards on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 7
Hydrograph for Pond 1 P: Pond #1 (Skimmer Basin)
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0 616.00 0.00 0.00 0.00
5.00 4.19 192,905 622.18 1.13 1.13 0.00
10.00 0.00 186,644 622.03 1.10 1.10 0.00
15.00 0.00 167,665 621.55 1.01 1.01 0.00
20.00 0.00 150,463 621.11 0.91 0.91 0.00
25.00 0.00 135,099 620.70 0.80 0.80 0.00
30.00 0.00 121,634 620.33 0.69 0.69 0.00
35.00 0.00 110,124 620.00 0.58 0.58 0.00
40.00 0.00 100,625 619.72 0.47 0.47 0.00
45.00 0.00 93,188 619.50 0.36 0.36 0.00
50.00 0.00 87,851 619.34 0.24 0.24 0.00
55.00 0.00 84,561 619.24 0.14 0.14 0.00
60.00 0.00 82,578 619.18 0.09 0.09 0.00
65.00 0.00 81,313 619.14 0.06 0.06 0.00
70.00 0.00 80,504 619.12 0.04 0.04 0.00
75.00 0.00 79,892 619.10 0.03 0.03 0.00
80.00 0.00 79,380 619.08 0.03 0.03 0.00
85.00 0.00 78,952 619.07 0.02 0.02 0.00
90.00 0.00 78,594 619.06 0.02 0.02 0.00
95.00 0.00 78,295 619.05 0.02 0.02 0.00
100.00 0.00 78,045 619.04 0.01 0.01 0.00
105.00 0.00 77,836 619.03 0.01 0.01 0.00
110.00 0.00 77,662 619.03 0.01 0.01 0.00
115.00 0.00 77,516 619.02 0.01 0.01 0.00
120.00 0.00 77,394 619.02 0.01 0.01 0.00
125.00 0.00 77,292 619.02 0.01 0.01 0.00
130.00 0.00 77,206 619.01 0.00 0.00 0.00
135.00 0.00 77,135 619.01 0.00 0.00 0.00
140.00 0.00 77,076 619.01 0.00 0.00 0.00
145.00 0.00 77,026 619.01 0.00 0.00 0.00
150.00 0.00 76,984 619.01 0.00 0.00 0.00
155.00 0.00 76,949 619.01 0.00 0.00 0.00
160.00 0.00 76,920 619.00 0.00 0.00 0.00
165.00 0.00 76,896 619.00 0.00 0.00 0.00
170.00 0.00 76,876 619.00 0.00 0.00 0.00
175.00 0.00 76,859 619.00 0.00 0.00 0.00
180.00 0.00 76,844 619.00 0.00 0.00 0.00
185.00 0.00 76,832 619.00 0.00 0.00 0.00
190.00 0.00 76,823 619.00 0.00 0.00 0.00
195.00 0.00 76,814 619.00 0.00 0.00 0.00
200.00 0.00 76,807 619.00 0.00 0.00 0.00
205.00 0.00 76,802 619.00 0.00 0.00 0.00
210.00 0.00 76,797 619.00 0.00 0.00 0.00
215.00 0.00 76,793 619.00 0.00 0.00 0.00
220.00 0.00 76,789 619.00 0.00 0.00 0.00
225.00 0.00 76,786 619.00 0.00 0.00 0.00
230.00 0.00 76,784 619.00 0.00 0.00 0.00
235.00 0.00 76,782 619.00 0.00 0.00 0.00
240.00 0.00 76,780 619.00 0.00 0.00 0.00
245.00 0.00 76,779 619.00 0.00 0.00 0.00
250.00 0.00 76,778 619.00 0.00 0.00 0.00

(2S)
Pond Area
2P
Pond #2 (Skimmer
Basin )
Subcat Reach 'On. Link Routing Diagram for Courtyards on the Greenway-Erosion
Prepared by Timmons Group, Printed 6/21/2024
HydroCAD®10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC

Courtyards on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
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
Subcatchment2S: Pond#2 Area Runoff Area=5.020 ac 0.00% Impervious Runoff Depth=2.66"
Tc=5.0 min CN=91 Runoff=33.30 cfs 1.115 af
Pond 2P: Pond#2 (Skimmer Basin) Peak Elev=625.46' Storage=45,281 cf Inflow=33.30 cfs 1.115 af
Primary=0.30 cfs 0.848 af Secondary=0.00 cfs 0.000 af Outflow=0.30 cfs 0.848 af
Total Runoff Area = 5.020 ac Runoff Volume = 1.115 af Average Runoff Depth = 2.66"
100.00% Pervious = 5.020 ac 0.00% Impervious = 0.000 ac

Courtyards on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 2S: Pond #2 Area
Runoff = 33.30 cfs @ 2.96 hrs, Volume= 1.115 af, Depth= 2.66"
Routed to Pond 2P : Pond #2 (Skimmer Basin)
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
5.020 91 Newly graded area, HSG C
5.020 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Assumed Tc
Subcatchment 2S: Pond #2 Area
Hydrograph
I 1 1 _ I I I I I I I I I _
36 _ I I I I I I I I I I ■Runoff
Jt 3.30 cfs I I I I I I I I I I
� 1 1 1 1 1 1 I I I I I I 1 1 Type11 n
_
32 -
30 - / 1 1 1 1 1 1 1 I 1 1 I 1 1 1 1 d LI..
28 / 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 t III
26--� 1 1'O-'r6-hrlRairifaii 3.63!'
1 I I I I I I 1 1 1 1 1 1 1 1 1 I 1
24=-/ 7 -1- r -1 - 1- T -1 - 17 - I- T -I — I— T -Runoff lArea=5O2O-ac -
22= -
_
20� 7 -1- r T -1 - 1 7 - I- T 1= u-1,^ T = _4 -
7 1 r 1 T P 7 1 T -I1 > ��/�. � �,I� -�>F
0 18- /
rt 1 r 1 1 I- 1 I- if 1 r - 1 + 1 Runoff Delpth 66�'
LL 16- / if 1 r 1 1 t 1 I if 1 r i 1 t 1 r 1 1 + II 1 if I 1- -
14= / -h -1- r -1 - 1- t -1 - I- -F - 1- t -I - 1- t -1 - r -I -1- ttic- 5-O-min -
12= / _I- r -I - - 4- +-I - I- + -I - -I- C K-I - I- AT
10 + 1 1- 1 - I- - -h -I - I- + -I - 4- -I + -1 - 1 1-i
8 + + 1 1 rt - + if + 1 1 + -I- +
4- 1 _ r J I- _H -I I- 1 -I 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 on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 4
Hydrograph for Subcatchment 2S: Pond #2 Area
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
5.00 3.46 2.50 0.95
10.00 3.63 2.66 0.00
15.00 3.63 2.66 0.00
20.00 3.63 2.66 0.00
25.00 3.63 2.66 0.00
30.00 3.63 2.66 0.00
35.00 3.63 2.66 0.00
40.00 3.63 2.66 0.00
45.00 3.63 2.66 0.00
50.00 3.63 2.66 0.00
55.00 3.63 2.66 0.00
60.00 3.63 2.66 0.00
65.00 3.63 2.66 0.00
70.00 3.63 2.66 0.00
75.00 3.63 2.66 0.00
80.00 3.63 2.66 0.00
85.00 3.63 2.66 0.00
90.00 3.63 2.66 0.00
95.00 3.63 2.66 0.00
100.00 3.63 2.66 0.00
105.00 3.63 2.66 0.00
110.00 3.63 2.66 0.00
115.00 3.63 2.66 0.00
120.00 3.63 2.66 0.00
125.00 3.63 2.66 0.00
130.00 3.63 2.66 0.00
135.00 3.63 2.66 0.00
140.00 3.63 2.66 0.00
145.00 3.63 2.66 0.00
150.00 3.63 2.66 0.00
155.00 3.63 2.66 0.00
160.00 3.63 2.66 0.00
165.00 3.63 2.66 0.00
170.00 3.63 2.66 0.00
175.00 3.63 2.66 0.00
180.00 3.63 2.66 0.00
185.00 3.63 2.66 0.00
190.00 3.63 2.66 0.00
195.00 3.63 2.66 0.00
200.00 3.63 2.66 0.00
205.00 3.63 2.66 0.00
210.00 3.63 2.66 0.00
215.00 3.63 2.66 0.00
220.00 3.63 2.66 0.00
225.00 3.63 2.66 0.00
230.00 3.63 2.66 0.00
235.00 3.63 2.66 0.00
240.00 3.63 2.66 0.00
245.00 3.63 2.66 0.00
250.00 3.63 2.66 0.00

Courtyards on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 5
Summary for Pond 2P: Pond #2 (Skimmer Basin)
Inflow Area = 5.020 ac, 0.00% Impervious, Inflow Depth = 2.66" for 10-yr 6-hr event
Inflow = 33.30 cfs @ 2.96 hrs, Volume= 1.115 of
Outflow = 0.30 cfs @ 6.08 hrs, Volume= 0.848 af, Atten= 99%, Lag= 187.2 min
Primary = 0.30 cfs @ 6.08 hrs, Volume= 0.848 af
Routed to nonexistent node 1 L
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to nonexistent node 1 L
Routing by Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs
Peak Elev= 625.46'@ 6.08 hrs Surf.Area= 14,311 sf Storage= 45,281 cf
Plug-Flow detention time= 1,271.4 min calculated for 0.848 af(76% of inflow)
Center-of-Mass det. time= 1,248.3 min ( 1,444.7 - 196.4 )
Volume Invert Avail.Storage Storage Description
#1 620.00' 163,574 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
620.00 4,829 0 0
621.00 5,778 5,304 5,304
622.00 6,808 6,293 11,597
623.00 7,920 7,364 18,961
624.00 9,112 8,516 27,477
625.00 13,557 11,335 38,811
626.00 15,181 14,369 53,180
627.00 16,828 16,005 69,185
628.00 22,100 19,464 88,649
629.00 23,994 23,047 111,696
630.00 25,945 24,970 136,665
631.00 27,872 26,909 163,574
Device Routing Invert Outlet Devices
#1 Primary 622.00' 18.0" Round Culvert
L= 49.2' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 622.00'/621.70' S= 0.0061 '/' Cc= 0.900
n= 0.010, Flow Area= 1.77 sf
#2 Device 1 622.00' 2.5" Vert. Skimmer C= 0.600 Limited to weir flow at low heads
#3 Device 1 628.50' 4.0' long Sharp-Crested Rectangular Weir X 4.00
2 End Contraction(s)
#4 Secondary 629.50' 45.0 deg x 25.0' long x 0.50' rise Emergency Spillway
Cv= 2.56 (C= 3.20)

Courtyards on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 6
Primary OutFlow Max=0.30 cfs @ 6.08 hrs HW=625.46' (Free Discharge)
L1=Culvert (Passes 0.30 cfs of 14.02 cfs potential flow)
AL2=Skimmer (Orifice Controls 0.30 cfs @ 8.83 fps)
3=Sharp-Crested Rectangular Weir( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=620.00' (Free Discharge)
L4=Emergency Spillway ( Controls 0.00 cfs)
Pond 2P: Pond #2 (Skimmer Basin)
Hydrograph
II I I I I I I _ II I I II
'1 1 A II L 1 L I I L A II L 1 I I L 1 I I L 1 _ ■Inflow
33.30 cfs I IN Outflow
i , � 1 —F -1 - 1- -L —L —1 -I- 1- -H —I -1 -IT -I I-- 11- -L � - primary
z / -4 1 1 L 4 -I I 1 L 4 1 11 wA lea— _ 20 Ia4- - ■Secondary
36- i
34 + -[ 4 -I -[ LItiQ�aI( 00V -025.46'
32� t -[ -1 - 1- t t -I -I- 1- t -[ -I - 1- I- t@ ram}
30 -r1 -1 - 1- fi -r - -1- 1- H1 -1 - 1- rStbr a 451L81rc1 -
28f / T -1 -11TTT -1- T TH -11- 1- 7A 1 T7 -11LT -
265v / 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
244' 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
207' I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
318� / i 411L1L1LA11L4J1L111L1 -
LL 164' / 4 1 1 L44 1 L4 1 1 L4 _I I _L _L 1 I 1_ 4 -
14
12=
10-1' % -h -h -1 - 1- HH -1- 1- t -h -1 - 1- i- H -1 -1- 1- -h -F -1 - 1- 1- -h -
8i" + 1 1 1 firt4 1 I fit 1 1 Lrt - 1 I firt 1 1 Lfi -
6-V ' 0.30 cfs /2-7"' ///////
7.�� ��I o0ocs / ± . r / 77% ��(�.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 on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 7
Hydrograph for Pond 2P: Pond #2 (Skimmer Basin)
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0 620.00 0.00 0.00 0.00
5.00 0.95 43,243 625.32 0.29 0.29 0.00
10.00 0.00 41,165 625.17 0.29 0.29 0.00
15.00 0.00 36,151 624.80 0.27 0.27 0.00
20.00 0.00 31,484 624.40 0.25 0.25 0.00
25.00 0.00 27,221 623.97 0.22 0.22 0.00
30.00 0.00 23,429 623.54 0.20 0.20 0.00
35.00 0.00 20,146 623.15 0.17 0.17 0.00
40.00 0.00 17,403 622.80 0.14 0.14 0.00
45.00 0.00 15,227 622.51 0.10 0.10 0.00
50.00 0.00 13,644 622.29 0.07 0.07 0.00
55.00 0.00 12,674 622.16 0.04 0.04 0.00
60.00 0.00 12,234 622.09 0.02 0.02 0.00
65.00 0.00 12,015 622.06 0.01 0.01 0.00
70.00 0.00 11,872 622.04 0.01 0.01 0.00
75.00 0.00 11,777 622.03 0.00 0.00 0.00
80.00 0.00 11,715 622.02 0.00 0.00 0.00
85.00 0.00 11,675 622.01 0.00 0.00 0.00
90.00 0.00 11,648 622.01 0.00 0.00 0.00
95.00 0.00 11,630 622.00 0.00 0.00 0.00
100.00 0.00 11,619 622.00 0.00 0.00 0.00
105.00 0.00 11,611 622.00 0.00 0.00 0.00
110.00 0.00 11,606 622.00 0.00 0.00 0.00
115.00 0.00 11,603 622.00 0.00 0.00 0.00
120.00 0.00 11,601 622.00 0.00 0.00 0.00
125.00 0.00 11,599 622.00 0.00 0.00 0.00
130.00 0.00 11,598 622.00 0.00 0.00 0.00
135.00 0.00 11,598 622.00 0.00 0.00 0.00
140.00 0.00 11,597 622.00 0.00 0.00 0.00
145.00 0.00 11,597 622.00 0.00 0.00 0.00
150.00 0.00 11,597 622.00 0.00 0.00 0.00
155.00 0.00 11,597 622.00 0.00 0.00 0.00
160.00 0.00 11,597 622.00 0.00 0.00 0.00
165.00 0.00 11,597 622.00 0.00 0.00 0.00
170.00 0.00 11,597 622.00 0.00 0.00 0.00
175.00 0.00 11,597 622.00 0.00 0.00 0.00
180.00 0.00 11,597 622.00 0.00 0.00 0.00
185.00 0.00 11,597 622.00 0.00 0.00 0.00
190.00 0.00 11,597 622.00 0.00 0.00 0.00
195.00 0.00 11,597 622.00 0.00 0.00 0.00
200.00 0.00 11,597 622.00 0.00 0.00 0.00
205.00 0.00 11,597 622.00 0.00 0.00 0.00
210.00 0.00 11,597 622.00 0.00 0.00 0.00
215.00 0.00 11,597 622.00 0.00 0.00 0.00
220.00 0.00 11,597 622.00 0.00 0.00 0.00
225.00 0.00 11,597 622.00 0.00 0.00 0.00
230.00 0.00 11,597 622.00 0.00 0.00 0.00
235.00 0.00 11,597 622.00 0.00 0.00 0.00
240.00 0.00 11,597 622.00 0.00 0.00 0.00
245.00 0.00 11,597 622.00 0.00 0.00 0.00
250.00 0.00 11,597 622.00 0.00 0.00 0.00

1,
1 Temp Bas n #3 Area
3P
Temp Basin #3
Subcat Reach 'on. Routing Diagram for Courtyards on the Greenway-Erosion
Prepared by Timmons Group, Printed 6/21/2024
HydroCAD®10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC

Courtyards on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
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
Subcatchment3S: Temp Basin#3 Area Runoff Area=3.470 ac 0.00% Impervious Runoff Depth=2.57"
Tc=5.0 min CN=90 Runoff=22.44 cfs 0.743 af
Pond 3P: Temp Basin#3 Peak Elev=645.90' Storage=18,585 cf Inflow=22.44 cfs 0.743 af
Primary=0.08 cfs 0.254 af Secondary=8.26 cfs 0.364 af Outflow=8.34 cfs 0.618 af
Total Runoff Area = 3.470 ac Runoff Volume = 0.743 af Average Runoff Depth = 2.57"
100.00% Pervious = 3.470 ac 0.00% Impervious = 0.000 ac

Courtyards on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 3S: Temp Basin #3 Area
Runoff = 22.44 cfs @ 2.96 hrs, Volume= 0.743 af, Depth= 2.57"
Routed to Pond 3P : Temp Basin #3
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
3.350 91 Newly graded area, HSG C
0.120 74 >75% Grass cover, Good, HSG C
3.470 90 Weighted Average
3.470 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Assumed Tc
Subcatchment 3S: Temp Basin #3 Area
Hydrograph
rt I 1- I I T 1 r rt fi I 7 I I fi rt
25 I I I I I I I I I I I I I I I I I I I I I I I I ■Runoff
4
22.44 cfs I J -1- F -1 - 1- _L -1 - H _1 -1- F -I - 1- _L -1 - H _1 _1_ F -I - 1- _1 _I- H -
22� -1- L -1 - 1 + -1 - -F -I t - 1 + -1 - L - -1- F I - I-' 7NeH -
21 177 1 7I 1 7 L
20i
194, / 1 1 I 1 1 I 1 I I 1 I I 1 I 1 1 I 1 1 I 1 1 44"111
184'/ H -1- A -I - 1- + -1 - H -1- + -I - 1-1 r'611T 1 Ra it fai*163' -
17 7 LF 1 T 1 F7 FF 1 T " FF1 F 1 -r —1— r -
16 / 1 I 1 1 I 1 I I 1 I I 1 I Runo�#11 1Area=3 47ti ac
15�
i 144-/ L T H L I -� 1Y�'�"H'`T' 44,0
13 rt -1- 1- -1 - 1- rt -1 - � rt -1- tH - 1-
2 11= Aff Denth 2.57.
10= / L _1 L L 1 1 1 _ L 4 _1 L J I_ 1 1 _ L F _1 L 1 L I L -
94 / H- -1- 1 -1 - 1- + -1 - H -I- H -1 - I- + -1 - HH -I- H-�1c
8= / 7 1 L 1 T F 7 I T I T 1 L 1 7 I 1 (�w' 1n
77; / 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 "' �
7 -1 L 1 - 1 T -I - -1 FF - 1 T -1 LF -1 F I - 1 7 -I- L -
4= / P — — F —1 — 1— -r —1 — r rt — — F —I — 1— T -1 - r - -1- F -1 - 1- rt —1-
3 1 1 I 1 1 I 1 I I 1 I I 1 I 1 1 I 1 1 I 1 1 I 1
2 j.
01 '/�l�/
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 on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 4
Hydrograph for Subcatchment 3S: Temp Basin #3 Area
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
5.00 3.46 2.41 0.65
10.00 3.63 2.57 0.00
15.00 3.63 2.57 0.00
20.00 3.63 2.57 0.00
25.00 3.63 2.57 0.00
30.00 3.63 2.57 0.00
35.00 3.63 2.57 0.00
40.00 3.63 2.57 0.00
45.00 3.63 2.57 0.00
50.00 3.63 2.57 0.00
55.00 3.63 2.57 0.00
60.00 3.63 2.57 0.00
65.00 3.63 2.57 0.00
70.00 3.63 2.57 0.00
75.00 3.63 2.57 0.00
80.00 3.63 2.57 0.00
85.00 3.63 2.57 0.00
90.00 3.63 2.57 0.00
95.00 3.63 2.57 0.00
100.00 3.63 2.57 0.00
105.00 3.63 2.57 0.00
110.00 3.63 2.57 0.00
115.00 3.63 2.57 0.00
120.00 3.63 2.57 0.00
125.00 3.63 2.57 0.00
130.00 3.63 2.57 0.00
135.00 3.63 2.57 0.00
140.00 3.63 2.57 0.00
145.00 3.63 2.57 0.00
150.00 3.63 2.57 0.00
155.00 3.63 2.57 0.00
160.00 3.63 2.57 0.00
165.00 3.63 2.57 0.00
170.00 3.63 2.57 0.00
175.00 3.63 2.57 0.00
180.00 3.63 2.57 0.00
185.00 3.63 2.57 0.00
190.00 3.63 2.57 0.00
195.00 3.63 2.57 0.00
200.00 3.63 2.57 0.00
205.00 3.63 2.57 0.00
210.00 3.63 2.57 0.00
215.00 3.63 2.57 0.00
220.00 3.63 2.57 0.00
225.00 3.63 2.57 0.00
230.00 3.63 2.57 0.00
235.00 3.63 2.57 0.00
240.00 3.63 2.57 0.00
245.00 3.63 2.57 0.00
250.00 3.63 2.57 0.00

Courtyards on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 5
Summary for Pond 3P: Temp Basin #3
Inflow Area = 3.470 ac, 0.00% Impervious, Inflow Depth = 2.57" for 10-yr 6-hr event
Inflow = 22.44 cfs @ 2.96 hrs, Volume= 0.743 af
Outflow = 8.34 cfs @ 3.06 hrs, Volume= 0.618 af, Atten= 63%, Lag= 6.1 min
Primary = 0.08 cfs @ 3.06 hrs, Volume= 0.254 af
Secondary= 8.26 cfs @ 3.06 hrs, Volume= 0.364 af
Routed to nonexistent node 1 L
Routing by Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs
Peak Elev= 645.90'@ 3.06 hrs Surf.Area= 7,910 sf Storage= 18,585 cf
Plug-Flow detention time=731.8 min calculated for 0.618 af(83% of inflow)
Center-of-Mass det. time= 712.6 min ( 910.1 - 197.5 )
Volume Invert Avail.Storage Storage Description
#1 643.00' 27,960 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
643.00 4,992 0 0
644.00 5,928 5,460 5,460
645.00 6,936 6,432 11,892
646.00 8,016 7,476 19,368
647.00 9,168 8,592 27,960
Device Routing _ Invert Outlet Devices
#1 Primary 644.00' 1.5" Vert. Skimmer C= 0.600 Limited to weir flow at low heads
#2 Secondary 645.50' 45.0 deg x 10.0' long x 0.50' rise Spillway Cv= 2.56 (C= 3.20)
Primary OutFlow Max=0.08 cfs @ 3.06 hrs HW=645.90' (Free Discharge)
t 1=Skimmer (Orifice Controls 0.08 cfs @ 6.53 fps)
Secondary OutFlow Max=8.24 cfs @ 3.06 hrs HW=645.90' (Free Discharge)
L2=Spillway (Weir Controls 8.24 cfs @ 2.02 fps)

Courtyards on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 6
Pond 3P: Temp Basin #3
Hydrograph
I I I I I I I I I I I I i I I I I I I I
I 1 I 1 I 1 1 I I I I I I I I I I I I I I ■Inflow
22.44 cfs I t _t _1 _ - 1- rt _1 -I- - t rt -1 - 1- 1- rt -1 -1- 1- — — 1— t — ■outflow
■Primary
+ A 1 L L + L 1 L L A 1 1lnfiow Arlea= ,� IQ ancI, _ _■Secondary
22� / / / 1 I 1 I 1 I 1 1 1 1 'I _ I'160, 11, -1Y"1 ' "?- Fur
20
' + H -1 - 1- 1- + H -I- - + H -1 - 1- i- Stb-r n t$158-5Hcf -
III 1 1 1 1 L 1 1 1 1 1 I I 1 1 I1 I L 1 _
18� III II I 1 I I I I I I I II III
16--/ / III II 1 1 1I I I I I I II III
w 14�
/ + A 1 - 1 L + + -1- 1 + A 1 - 1 1— + —1 —1— 1 L 7 1 - I- 1— + —
= i / III II 1 1 1I I I I I I II III
33 12-/ 834cfs 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1
u. 1
T F I T T T I 1 T F 1— T I T 7 1— T -
8.26 cfs
+ A I L + A —I— A I 1 I— + —I —I— L 7 I I— + —
6� 1 I I 1 1 1 I III II II III
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 on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 7
Hydrograph for Pond 3P: Temp Basin #3
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0 643.00 0.00 0.00 0.00
5.00 0.65 16,032 645.57 0.70 0.07 0.63
10.00 0.00 14,674 645.39 0.07 0.07 0.00
15.00 0.00 13,488 645.23 0.06 0.06 0.00
20.00 0.00 12,380 645.07 0.06 0.06 0.00
25.00 0.00 11,353 644.92 0.05 0.05 0.00
30.00 0.00 10,409 644.78 0.05 0.05 0.00
35.00 0.00 9,549 644.65 0.05 0.05 0.00
40.00 0.00 8,774 644.53 0.04 0.04 0.00
45.00 0.00 8,088 644.43 0.04 0.04 0.00
50.00 0.00 7,490 644.33 0.03 0.03 0.00
55.00 0.00 6,982 644.25 0.03 0.03 0.00
60.00 0.00 6,567 644.18 0.02 0.02 0.00
65.00 0.00 6,243 644.13 0.02 0.02 0.00
70.00 0.00 6,015 644.09 0.01 0.01 0.00
75.00 0.00 5,870 644.07 0.01 0.01 0.00
80.00 0.00 5,777 644.05 0.00 0.00 0.00
85.00 0.00 5,716 644.04 0.00 0.00 0.00
90.00 0.00 5,674 644.04 0.00 0.00 0.00
95.00 0.00 5,640 644.03 0.00 0.00 0.00
100.00 0.00 5,611 644.03 0.00 0.00 0.00
105.00 0.00 5,587 644.02 0.00 0.00 0.00
110.00 0.00 5,566 644.02 0.00 0.00 0.00
115.00 0.00 5,549 644.02 0.00 0.00 0.00
120.00 0.00 5,535 644.01 0.00 0.00 0.00
125.00 0.00 5,523 644.01 0.00 0.00 0.00
130.00 0.00 5,513 644.01 0.00 0.00 0.00
135.00 0.00 5,505 644.01 0.00 0.00 0.00
140.00 0.00 5,497 644.01 0.00 0.00 0.00
145.00 0.00 5,491 644.01 0.00 0.00 0.00
150.00 0.00 5,486 644.00 0.00 0.00 0.00
155.00 0.00 5,482 644.00 0.00 0.00 0.00
160.00 0.00 5,479 644.00 0.00 0.00 0.00
165.00 0.00 5,476 644.00 0.00 0.00 0.00
170.00 0.00 5,473 644.00 0.00 0.00 0.00
175.00 0.00 5,471 644.00 0.00 0.00 0.00
180.00 0.00 5,469 644.00 0.00 0.00 0.00
185.00 0.00 5,468 644.00 0.00 0.00 0.00
190.00 0.00 5,467 644.00 0.00 0.00 0.00
195.00 0.00 5,465 644.00 0.00 0.00 0.00
200.00 0.00 5,465 644.00 0.00 0.00 0.00
205.00 0.00 5,464 644.00 0.00 0.00 0.00
210.00 0.00 5,463 644.00 0.00 0.00 0.00
215.00 0.00 5,463 644.00 0.00 0.00 0.00
220.00 0.00 5,462 644.00 0.00 0.00 0.00
225.00 0.00 5,462 644.00 0.00 0.00 0.00
230.00 0.00 5,462 644.00 0.00 0.00 0.00
235.00 0.00 5,461 644.00 0.00 0.00 0.00
240.00 0.00 5,461 644.00 0.00 0.00 0.00
245.00 0.00 5,461 644.00 0.00 0.00 0.00
250.00 0.00 5,461 644.00 0.00 0.00 0.00

( 4S
1 Temp Bas n #4 Area
4P
Temp Basin #4
Subcat Reach 'on. Iti _ _ _ _ _
Routing Diagram for Courtyards on the Greenway-Erosion
Prepared by Timmons Group, Printed 6/21/2024
HydroCAD®10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC

Courtyards on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
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
Subcatchment4S: Temp Basin#4 Area Runoff Area=1.970 ac 0.00% Impervious Runoff Depth=2.48"
Tc=5.0 min CN=89 Runoff=12.40 cfs 0.407 af
Pond 4P: Temp Basin#4 Peak Elev=627.81' Storage=9,833 cf Inflow=12.40 cfs 0.407 af
Primary=0.10 cfs 0.186 af Secondary=5.55 cfs 0.181 af Outflow=5.65 cfs 0.367 af
Total Runoff Area = 1.970 ac Runoff Volume = 0.407 af Average Runoff Depth = 2.48"
100.00% Pervious = 1.970 ac 0.00% Impervious = 0.000 ac

Courtyards on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 4S: Temp Basin #4 Area
Runoff = 12.40 cfs @ 2.96 hrs, Volume= 0.407 af, Depth= 2.48"
Routed to Pond 4P : Temp Basin #4
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
1.770 91 Newly graded area, HSG C
0.200 74 >75% Grass cover, Good, HSG C
1.970 89 Weighted Average
1.970 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Assumed Tc
Subcatchment 4S: Temp Basin #4 Area
Hydrograph
4 -I- - ■Runoff
11 124n cfs I I I I I I I I I I I
12= / ' Type Type II
/ rt -'- 17 -1 - I T -1 - - 1- T 1 - I T1 - r711- -1I- rt (� 77
117 / - I- 1 -I - _L - I- L -I - I- 1 -I - -I- L _I - I- 1 -her _
10- / I 1 I I 1 I 1 1 to_ IAs4u,IRdi falu.3.63,.
11111111
97 / Runoff(Area=1-97O-ac
Runoff-SFgtu-m =0.40- f
II II 1 1 1
LL -6= Runoff De�pt�i �48"
L I_ -I I_ _L _I L _
5_ / 1 Tc5.0min
1 1 1 1 1 1 Irlmcla
3= I I I I I I I I I I _
2- I I I I I I I I I I
1 - -I -1- 7 -I - 1- 7 -I- 7
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 on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 4
Hydrograph for Subcatchment 4S: Temp Basin #4 Area
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
5.00 3.46 2.32 0.36
10.00 3.63 2.48 0.00
15.00 3.63 2.48 0.00
20.00 3.63 2.48 0.00
25.00 3.63 2.48 0.00
30.00 3.63 2.48 0.00
35.00 3.63 2.48 0.00
40.00 3.63 2.48 0.00
45.00 3.63 2.48 0.00
50.00 3.63 2.48 0.00
55.00 3.63 2.48 0.00
60.00 3.63 2.48 0.00
65.00 3.63 2.48 0.00
70.00 3.63 2.48 0.00
75.00 3.63 2.48 0.00
80.00 3.63 2.48 0.00
85.00 3.63 2.48 0.00
90.00 3.63 2.48 0.00
95.00 3.63 2.48 0.00
100.00 3.63 2.48 0.00
105.00 3.63 2.48 0.00
110.00 3.63 2.48 0.00
115.00 3.63 2.48 0.00
120.00 3.63 2.48 0.00
125.00 3.63 2.48 0.00
130.00 3.63 2.48 0.00
135.00 3.63 2.48 0.00
140.00 3.63 2.48 0.00
145.00 3.63 2.48 0.00
150.00 3.63 2.48 0.00
155.00 3.63 2.48 0.00
160.00 3.63 2.48 0.00
165.00 3.63 2.48 0.00
170.00 3.63 2.48 0.00
175.00 3.63 2.48 0.00
180.00 3.63 2.48 0.00
185.00 3.63 2.48 0.00
190.00 3.63 2.48 0.00
195.00 3.63 2.48 0.00
200.00 3.63 2.48 0.00
205.00 3.63 2.48 0.00
210.00 3.63 2.48 0.00
215.00 3.63 2.48 0.00
220.00 3.63 2.48 0.00
225.00 3.63 2.48 0.00
230.00 3.63 2.48 0.00
235.00 3.63 2.48 0.00
240.00 3.63 2.48 0.00
245.00 3.63 2.48 0.00
250.00 3.63 2.48 0.00

Courtyards on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 5
Summary for Pond 4P: Temp Basin #4
Inflow Area = 1.970 ac, 0.00% Impervious, Inflow Depth = 2.48" for 10-yr 6-hr event
Inflow = 12.40 cfs @ 2.96 hrs, Volume= 0.407 af
Outflow = 5.65 cfs @ 3.05 hrs, Volume= 0.367 af, Atten= 54%, Lag= 5.4 min
Primary = 0.10 cfs @ 3.05 hrs, Volume= 0.186 af
Secondary= 5.55 cfs @ 3.05 hrs, Volume= 0.181 af
Routed to nonexistent node 1 L
Routing by Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs
Peak Elev= 627.81'@ 3.05 hrs Surf.Area= 3,855 sf Storage= 9,833 cf
Plug-Flow detention time=463.6 min calculated for 0.367 af(90% of inflow)
Center-of-Mass det. time=450.4 min ( 648.9 - 198.5 )
Volume Invert Avail.Storage Storage Description
#1 624.00' 10,584 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
624.00 1,476 0 0
625.00 1,998 1,737 1,737
626.00 2,592 2,295 4,032
627.00 3,258 2,925 6,957
628.00 3,996 3,627 10,584
Device Routing _ Invert Outlet Devices
#1 Primary 625.00' 1.5" Vert. Skimmer C= 0.600 Limited to weir flow at low heads
#2 Secondary 627.50' 45.0 deg x 10.0' long x 0.50' rise Spillway Cv= 2.56 (C= 3.20)
Primary OutFlow Max=0.10 cfs @ 3.05 hrs HW=627.81' (Free Discharge)
t 1=Skimmer (Orifice Controls 0.10 cfs @ 7.98 fps)
Secondary OutFlow Max=5.54 cfs @ 3.05 hrs HW=627.81' (Free Discharge)
L2=Spillway (Weir Controls 5.54 cfs @ 1.77 fps)

Courtyards on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 6
Pond 4P: Temp Basin #4
Hydrograph
11 1 I 1 1 I 1 1 I 1 1 I 1 I I 1 I I 1 I I 1
,r T rt —1 - 1— r T - —1— 1— r rt —1 - 1— 1— T —1 —1— 1— r rt —1 — I— 1— T — ■Inflow
12.40 cfs •Outflow
4 ---1 -1 - 1- 4 - -I- I- ---1 -1 - 1- 1- 4 -I 1- I- 44 1- 4 -
_ , ' , 1 1 1 1 1 1 1 1 1 1 1 1 1 Inflow Arlea=l1 • 10 lac •primary
e ondary
peak .-7 2 1�
11 T7 TTT 1 1 77 1- TStbrage3'833rc-f
�
+ -+ 1 1- 1- + + -1- 1- -H -+ I - I- i- H 1 -1- 1 -H 4 I 1 1- + -
10/ / / _l _1 - 1- L _L _ -I_ I_ L _1 -1 - 1- 1- _L -I _I_ 1- L __J- _I - I_ 1- -
9 -/ / / , I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
a 8 ./ / 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
13 : 15.65 cfs
O 7� //
+ I I r + t I I tI 11 1— + I I trt 1 1— +
LL 5.55 cfs
---E —1 — — A- 4 4 -I- I- 4 ---1 -1 - I- 1- 4 -I -I- - 4 4 - - I- 1- 4 -
5-' 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
4� 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
3 - 1 1 1 1 1 1 1 I I I I I I
2- ��� ���� ���� ���/)iiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiiii
zz,
0: . 7 z, ,7,7 , z z z z
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 on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 7
Hydrograph for Pond 4P: Temp Basin #4
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0 624.00 0.00 0.00 0.00
5.00 0.36 8,827 627.54 0.38 0.09 0.29
10.00 0.00 7,489 627.16 0.09 0.09 0.00
15.00 0.00 6,035 626.71 0.08 0.08 0.00
20.00 0.00 4,766 626.27 0.07 0.07 0.00
25.00 0.00 3,701 625.87 0.05 0.05 0.00
30.00 0.00 2,861 625.52 0.04 0.04 0.00
35.00 0.00 2,266 625.25 0.03 0.03 0.00
40.00 0.00 1,934 625.10 0.01 0.01 0.00
45.00 0.00 1,827 625.04 0.00 0.00 0.00
50.00 0.00 1,790 625.03 0.00 0.00 0.00
55.00 0.00 1,769 625.02 0.00 0.00 0.00
60.00 0.00 1,756 625.01 0.00 0.00 0.00
65.00 0.00 1,748 625.01 0.00 0.00 0.00
70.00 0.00 1,744 625.00 0.00 0.00 0.00
75.00 0.00 1,741 625.00 0.00 0.00 0.00
80.00 0.00 1,739 625.00 0.00 0.00 0.00
85.00 0.00 1,738 625.00 0.00 0.00 0.00
90.00 0.00 1,738 625.00 0.00 0.00 0.00
95.00 0.00 1,738 625.00 0.00 0.00 0.00
100.00 0.00 1,737 625.00 0.00 0.00 0.00
105.00 0.00 1,737 625.00 0.00 0.00 0.00
110.00 0.00 1,737 625.00 0.00 0.00 0.00
115.00 0.00 1,737 625.00 0.00 0.00 0.00
120.00 0.00 1,737 625.00 0.00 0.00 0.00
125.00 0.00 1,737 625.00 0.00 0.00 0.00
130.00 0.00 1,737 625.00 0.00 0.00 0.00
135.00 0.00 1,737 625.00 0.00 0.00 0.00
140.00 0.00 1,737 625.00 0.00 0.00 0.00
145.00 0.00 1,737 625.00 0.00 0.00 0.00
150.00 0.00 1,737 625.00 0.00 0.00 0.00
155.00 0.00 1,737 625.00 0.00 0.00 0.00
160.00 0.00 1,737 625.00 0.00 0.00 0.00
165.00 0.00 1,737 625.00 0.00 0.00 0.00
170.00 0.00 1,737 625.00 0.00 0.00 0.00
175.00 0.00 1,737 625.00 0.00 0.00 0.00
180.00 0.00 1,737 625.00 0.00 0.00 0.00
185.00 0.00 1,737 625.00 0.00 0.00 0.00
190.00 0.00 1,737 625.00 0.00 0.00 0.00
195.00 0.00 1,737 625.00 0.00 0.00 0.00
200.00 0.00 1,737 625.00 0.00 0.00 0.00
205.00 0.00 1,737 625.00 0.00 0.00 0.00
210.00 0.00 1,737 625.00 0.00 0.00 0.00
215.00 0.00 1,737 625.00 0.00 0.00 0.00
220.00 0.00 1,737 625.00 0.00 0.00 0.00
225.00 0.00 1,737 625.00 0.00 0.00 0.00
230.00 0.00 1,737 625.00 0.00 0.00 0.00
235.00 0.00 1,737 625.00 0.00 0.00 0.00
240.00 0.00 1,737 625.00 0.00 0.00 0.00
245.00 0.00 1,737 625.00 0.00 0.00 0.00
250.00 0.00 1,737 625.00 0.00 0.00 0.00

5 S)
Temp Bas n #5 Area
5 P
Temp Basin #5
Subcat Reach 'On. Link Routing Diagram for Courtyards on the Greenway-Erosion
Prepared by Timmons Group, Printed 6/21/2024
HydroCAD®10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC

Courtyards on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
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
Subcatchment5S: Temp Basin#5 Area Runoff Area=2.530 ac 0.00% Impervious Runoff Depth=2.48"
Tc=5.0 min CN=89 Runoff=15.92 cfs 0.522 af
Pond 5P: Temp Basin#5 Peak Elev=636.71' Storage=13,776 cf Inflow=15.92 cfs 0.522 af
Primary=0.11 cfs 0.325 af Secondary=3.48 cfs 0.197 af Outflow=3.59 cfs 0.522 af
Total Runoff Area = 2.530 ac Runoff Volume = 0.522 af Average Runoff Depth = 2.48"
100.00% Pervious = 2.530 ac 0.00% Impervious = 0.000 ac

Courtyards on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 5S: Temp Basin #5 Area
Runoff = 15.92 cfs @ 2.96 hrs, Volume= 0.522 af, Depth= 2.48"
Routed to Pond 5P : Temp Basin #5
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
2.200 91 Newly graded area, HSG C
0.330 74 >75% Grass cover, Good, HSG C
2.530 89 Weighted Average
2.530 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Assumed Tc
Subcatchment 5S: Temp Basin #5 Area
Hydrograph
I I I I I I I I I I I I I I I I I I I I I I I I
, I I I I I I I I I I I I I I I I I I I I I I I ■Runoff
1 15.92 cfs I —1— T 7 - 17 T -1 - T 7 -17 T T - 17 T -1 - T T -17 T 71 - 17 7 71- T —
16
/ I —I- 1— -I — I- T -I - rrt -I- -1 - I- T -I - T -1 -I- T -1 - I-TypeH -
15 / —h —I— I— -I — I— t —I — I— fi —I— t —I — I— t —I — 'n —f —I— fi —I — I— fi —d(�— —
14 / 4 -1- 1— -1 - 1— + -1 — H —F -1- -h -1 - 1— + —II —,,4H —I- 4 -1 — I- 4 "r —
13= / -I I L I I -L -I H -I I -L -I yl 1 RQirif ii &6_ �� _
12= L I L L I 1 I L 1 I L J 1 L _E I L J L II L _
11= / 1 I I I I I I 1 1 }
_Runoff A�rrea 5 2. 1 O �c _
w 10='/ I 1 1 1 1 1 I "- "'I IV "" " �"-`T T "1'f
2 8- fl
I I I I I I I I I Ruof Delptlh2..48!'
/ I I I I I I I 1 1 I 1 1 TI�.O mi n -
I 1 1 1 1 1 1 1 1 1 1 1 1 r. Q
5 / rt 1 1- 1 1 -r 1 1rt 1 -r - - - -r 1 - r -I 1 L -1 1 "�I-uF -
4- % -h 1 I- 1 1 + 1 I- -I1 t - - I- 1 - i- -1 1- L -1 1 -r 1 1- -
2 -I I I I I H -I 1- -1 1 - 1- -r I I I -I I - -
1
o l/ . 1llf
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 on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 4
Hydrograph for Subcatchment 5S: Temp Basin #5 Area
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
5.00 3.46 2.32 0.47
10.00 3.63 2.48 0.00
15.00 3.63 2.48 0.00
20.00 3.63 2.48 0.00
25.00 3.63 2.48 0.00
30.00 3.63 2.48 0.00
35.00 3.63 2.48 0.00
40.00 3.63 2.48 0.00
45.00 3.63 2.48 0.00
50.00 3.63 2.48 0.00
55.00 3.63 2.48 0.00
60.00 3.63 2.48 0.00
65.00 3.63 2.48 0.00
70.00 3.63 2.48 0.00
75.00 3.63 2.48 0.00
80.00 3.63 2.48 0.00
85.00 3.63 2.48 0.00
90.00 3.63 2.48 0.00
95.00 3.63 2.48 0.00
100.00 3.63 2.48 0.00
105.00 3.63 2.48 0.00
110.00 3.63 2.48 0.00
115.00 3.63 2.48 0.00
120.00 3.63 2.48 0.00
125.00 3.63 2.48 0.00
130.00 3.63 2.48 0.00
135.00 3.63 2.48 0.00
140.00 3.63 2.48 0.00
145.00 3.63 2.48 0.00
150.00 3.63 2.48 0.00
155.00 3.63 2.48 0.00
160.00 3.63 2.48 0.00
165.00 3.63 2.48 0.00
170.00 3.63 2.48 0.00
175.00 3.63 2.48 0.00
180.00 3.63 2.48 0.00
185.00 3.63 2.48 0.00
190.00 3.63 2.48 0.00
195.00 3.63 2.48 0.00
200.00 3.63 2.48 0.00
205.00 3.63 2.48 0.00
210.00 3.63 2.48 0.00
215.00 3.63 2.48 0.00
220.00 3.63 2.48 0.00
225.00 3.63 2.48 0.00
230.00 3.63 2.48 0.00
235.00 3.63 2.48 0.00
240.00 3.63 2.48 0.00
245.00 3.63 2.48 0.00
250.00 3.63 2.48 0.00

Courtyards on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 5
Summary for Pond 5P: Temp Basin #5
Inflow Area = 2.530 ac, 0.00% Impervious, Inflow Depth = 2.48" for 10-yr 6-hr event
Inflow = 15.92 cfs @ 2.96 hrs, Volume= 0.522 af
Outflow = 3.59 cfs @ 3.10 hrs, Volume= 0.522 af, Atten= 77%, Lag= 8.1 min
Primary = 0.11 cfs @ 3.10 hrs, Volume= 0.325 af
Secondary= 3.48 cfs @ 3.10 hrs, Volume= 0.197 af
Routed to nonexistent node 1 L
Routing by Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs
Peak Elev= 636.71'@ 3.10 hrs Surf.Area= 5,235 sf Storage= 13,776 cf
Plug-Flow detention time=799.7 min calculated for 0.522 af(100% of inflow)
Center-of-Mass det. time= 799.5 min ( 998.0 - 198.5 )
Volume Invert Avail.Storage Storage Description
#1 633.00' 21,295 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
633.00 2,348 0 0
634.00 3,026 2,687 2,687
635.00 3,776 3,401 6,088
636.00 4,598 4,187 10,275
637.00 5,492 5,045 15,320
638.00 6,458 5,975 21,295
Device Routing Invert Outlet Devices
#1 Primary 633.00' 1.5" Vert. Skimmer C= 0.600 Limited to weir flow at low heads
#2 Secondary 636.50' 45.0 deg x 11.0' long x 0.50' rise Spillway Cv= 2.56 (C= 3.20)
Primary OutFlow Max=0.11 cfs @ 3.10 hrs HW=636.71' (Free Discharge)
t 1=Skimmer (Orifice Controls 0.11 cfs @ 9.20 fps)
Secondary OutFlow Max=3.46 cfs @ 3.10 hrs HW=636.71' (Free Discharge)
L2=Spillway (Weir Controls 3.46 cfs @ 1.47 fps)

Courtyards on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 6
Pond 5P: Temp Basin #5
Hydrograph
1 I 11 11 1 I I I I I I I I I I I I I
/I 1 I I 1 I 1 1 I I I I I I I I I I I I I I ■Inflow
15.92 cfs I 1 ■Outflow
j I I I I I I I I I l f. vAI — _ - •
■primary I I I I I I I I I I I I �� I� �a I�c _■Secondary
16� / / I I I 1 I 1 1 1 1 1 F24 mo gk_47,
16=' / / / 1 1 1 1 C1 I 1
15 / / 1 I I I I I I I I I I StbF i3 776Lcf
144 / / _L _II I L _LJ I I _LJ I I L _L1 L 1 I L J -
/
12 -/ / / / _I -1 - 1- L _LJ -1- 1- L _I -1 - 1- l- _L -1 -1- 1- _L _L -1 - 1- l- -
11� / / _L _I I I L 4 J I I 4 4 I I 1- 4 I I I L 4 1 I 1- 4 -
4 -I - I- 4 4 -I -I- I- 4 4 -I - I- 1- 4 -I -I- I- -k 4 -1 - I- 1- -
c $� / / / + -+ -1 - 1- -H -+ + -1- 1- -H -+ -1 - 1- 1- -+ -1 -1- 1- -F -+ -1 - 1- 1- + -
f` 7� / / / + -I 1 I- L + J I I t -I 1 I i- -r I I I -t I I i- + -
6� /L3 9 cfs + —[ L + —1t --t 1— t —It -f —1 1— fi —
5 / I,,,._ trt -1 - 1- 1- -r - -1- 1- -rrt -1 - 1- r -r -1 -1- 1- -rrt -1 - 1- 1- -r -
1 3• .48 cfs I -r rt -1T
� r
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 on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 7
Hydrograph for Pond 5P: Temp Basin #5
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0 633.00 0.00 0.00 0.00
5.00 0.47 12,933 636.55 0.50 0.11 0.38
10.00 0.00 11,259 636.21 0.10 0.10 0.00
15.00 0.00 9,433 635.81 0.10 0.10 0.00
20.00 0.00 7,734 635.42 0.09 0.09 0.00
25.00 0.00 6,172 635.02 0.08 0.08 0.00
30.00 0.00 4,760 634.64 0.07 0.07 0.00
35.00 0.00 3,509 634.26 0.06 0.06 0.00
40.00 0.00 2,434 633.92 0.05 0.05 0.00
45.00 0.00 1,550 633.61 0.04 0.04 0.00
50.00 0.00 870 633.35 0.03 0.03 0.00
55.00 0.00 409 633.17 0.02 0.02 0.00
60.00 0.00 176 633.07 0.01 0.01 0.00
65.00 0.00 97 633.04 0.00 0.00 0.00
70.00 0.00 57 633.02 0.00 0.00 0.00
75.00 0.00 34 633.01 0.00 0.00 0.00
80.00 0.00 20 633.01 0.00 0.00 0.00
85.00 0.00 12 633.00 0.00 0.00 0.00
90.00 0.00 7 633.00 0.00 0.00 0.00
95.00 0.00 4 633.00 0.00 0.00 0.00
100.00 0.00 2 633.00 0.00 0.00 0.00
105.00 0.00 1 633.00 0.00 0.00 0.00
110.00 0.00 1 633.00 0.00 0.00 0.00
115.00 0.00 0 633.00 0.00 0.00 0.00
120.00 0.00 0 633.00 0.00 0.00 0.00
125.00 0.00 0 633.00 0.00 0.00 0.00
130.00 0.00 0 633.00 0.00 0.00 0.00
135.00 0.00 0 633.00 0.00 0.00 0.00
140.00 0.00 0 633.00 0.00 0.00 0.00
145.00 0.00 0 633.00 0.00 0.00 0.00
150.00 0.00 0 633.00 0.00 0.00 0.00
155.00 0.00 0 633.00 0.00 0.00 0.00
160.00 0.00 0 633.00 0.00 0.00 0.00
165.00 0.00 0 633.00 0.00 0.00 0.00
170.00 0.00 0 633.00 0.00 0.00 0.00
175.00 0.00 0 633.00 0.00 0.00 0.00
180.00 0.00 0 633.00 0.00 0.00 0.00
185.00 0.00 0 633.00 0.00 0.00 0.00
190.00 0.00 0 633.00 0.00 0.00 0.00
195.00 0.00 0 633.00 0.00 0.00 0.00
200.00 0.00 0 633.00 0.00 0.00 0.00
205.00 0.00 0 633.00 0.00 0.00 0.00
210.00 0.00 0 633.00 0.00 0.00 0.00
215.00 0.00 0 633.00 0.00 0.00 0.00
220.00 0.00 0 633.00 0.00 0.00 0.00
225.00 0.00 0 633.00 0.00 0.00 0.00
230.00 0.00 0 633.00 0.00 0.00 0.00
235.00 0.00 0 633.00 0.00 0.00 0.00
240.00 0.00 0 633.00 0.00 0.00 0.00
245.00 0.00 0 633.00 0.00 0.00 0.00
250.00 0.00 0 633.00 0.00 0.00 0.00

S)
Pond 1 Area
6P
Pond # 1 (Skimmer
Basin )
(Subca Reach 'on• MI Routing Diagram for Courtyards on the Greenway-Erosion
Prepared by Timmons Group, Printed 6/21/2024
HydroCAD®10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC

Courtyards on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
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
Subcatchment6S: Pond#1 Area Runoff Area=22.200 ac 8.33% Impervious Runoff Depth=2.66"
Tc=5.0 min UI Adjusted CN=91 Runoff=147.28 cfs 4.929 af
Pond 6P: Pond#1 (Skimmer Basin) Peak Elev=622.40' Storage=202,543 cf Inflow=147.28 cfs 4.929 af
Primary=1.17 cfs 3.167 af Secondary=0.00 cfs 0.000 af Outflow=1.17 cfs 3.167 af
Total Runoff Area = 22.200 ac Runoff Volume = 4.929 af Average Runoff Depth = 2.66"
91.67% Pervious = 20.350 ac 8.33% Impervious = 1.850 ac

Courtyards on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 6S: Pond #1 Area
Runoff = 147.28 cfs @ 2.96 hrs, Volume= 4.929 af, Depth= 2.66"
Routed to Pond 6P : Pond #1 (Skimmer Basin)
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 Adj Description
20.350 91 Newly graded area, HSG C
1.850 98 Unconnected pavement, HSG C
22.200 92 91 Weighted Average, UI Adjusted
20.350 91.67% Pervious Area
1.850 8.33% Impervious Area
1.850 100.00% Unconnected
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Assumed Tc
Subcatchment 6S: Pond #1 Area
Hydrograph
I I I I I I I 1 fI I_ 1
160 1 I 1 1 I 1 I 1 I 1 1 I 1 I 1 1 I ❑Runoff
1 �
114z28 cfs l 1 I 1 1 I 1 I 1 I 1 1 I 1 I 1 111 1 1
1- 7 7 - 1- 1 1 - I -I- 7 7f - 17 T -I - 17 T -1 Type-1[
140 -'
_ / + -1- + + - 1- + -I I + 1 + rt 1 + rt 1 + - 1 t 1 I I
130_ / -1- # 4 - I- T4 - 1- # -I - - # -I- # 4 -1- T -I - 1- T -1 - I- -h11.
120-/ 1 1 1 + 1 1 1 10-y 6-br-Rairifalt=3. 'i3",
110 - 11 1 1 1 1 1 1 I 1 I I 1 1 1 1 1 1 1 1 1 1
1007 1 I I I I I I I I I I I I Runoff Area*2231OO ac
u 90: , 1 l 1 i 1 l i fT a � mIa = 0�7
j 1 7 1 T 1 T 1 I .�k f -T
0 80i / I— '7 - — I— t —I - 1— + —I - 1— fi —I— '7 —[ Ra11�D pth 266'-
LT- 70_"/ 4 -1 4 _ 1- 4 - - I + -1 - I4 -1- 44 -I H4 - I T 1 - I 4 1-
60= / _ I I I I I I I I I I I I I I I
++ 1 I T�I�p{5.Q min
50_ / 1 1 1 1 1 1 1 1 1 1 1 1 1 Ym 7"`T " '7I'
407 / I 1 1 I 1 1 1 1 1 1 I 1 I 1 1 1 1 1 1
30_'/
+ -1- + + - 1- + - - I- + - - rt -1— + 1 I + I I T 1 1 1
20 +1 -1- + 4 — + — - I- + — — I— — — + - - I- + - — 1— 1 1 — 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 on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 4
Hydrograph for Subcatchment 6S: Pond #1 Area
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
5.00 3.46 2.50 4.19
10.00 3.63 2.66 0.00
15.00 3.63 2.66 0.00
20.00 3.63 2.66 0.00
25.00 3.63 2.66 0.00
30.00 3.63 2.66 0.00
35.00 3.63 2.66 0.00
40.00 3.63 2.66 0.00
45.00 3.63 2.66 0.00
50.00 3.63 2.66 0.00
55.00 3.63 2.66 0.00
60.00 3.63 2.66 0.00
65.00 3.63 2.66 0.00
70.00 3.63 2.66 0.00
75.00 3.63 2.66 0.00
80.00 3.63 2.66 0.00
85.00 3.63 2.66 0.00
90.00 3.63 2.66 0.00
95.00 3.63 2.66 0.00
100.00 3.63 2.66 0.00
105.00 3.63 2.66 0.00
110.00 3.63 2.66 0.00
115.00 3.63 2.66 0.00
120.00 3.63 2.66 0.00
125.00 3.63 2.66 0.00
130.00 3.63 2.66 0.00
135.00 3.63 2.66 0.00
140.00 3.63 2.66 0.00
145.00 3.63 2.66 0.00
150.00 3.63 2.66 0.00
155.00 3.63 2.66 0.00
160.00 3.63 2.66 0.00
165.00 3.63 2.66 0.00
170.00 3.63 2.66 0.00
175.00 3.63 2.66 0.00
180.00 3.63 2.66 0.00
185.00 3.63 2.66 0.00
190.00 3.63 2.66 0.00
195.00 3.63 2.66 0.00
200.00 3.63 2.66 0.00
205.00 3.63 2.66 0.00
210.00 3.63 2.66 0.00
215.00 3.63 2.66 0.00
220.00 3.63 2.66 0.00
225.00 3.63 2.66 0.00
230.00 3.63 2.66 0.00
235.00 3.63 2.66 0.00
240.00 3.63 2.66 0.00
245.00 3.63 2.66 0.00
250.00 3.63 2.66 0.00

Courtyards on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 5
Summary for Pond 6P: Pond #1 (Skimmer Basin)
Inflow Area = 22.200 ac, 8.33% Impervious, Inflow Depth = 2.66" for 10-yr 6-hr event
Inflow = 147.28 cfs @ 2.96 hrs, Volume= 4.929 af
Outflow = 1.17 cfs @ 6.08 hrs, Volume= 3.167 af, Atten= 99%, Lag= 187.5 min
Primary = 1.17 cfs @ 6.08 hrs, Volume= 3.167 af
Routed to nonexistent node 1 L
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to nonexistent node 1 L
Routing by Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs
Peak Elev= 622.40'@ 6.08 hrs Surf.Area= 44,763 sf Storage= 202,543 cf
Plug-Flow detention time= 1,358.5 min calculated for 3.166 of(64% of inflow)
Center-of-Mass det. time= 1,332.2 min ( 1,528.7 - 196.4 )
Volume Invert Avail.Storage Storage Description
#1 616.00' 526,698 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
616.00 10,571 0 0
617.00 26,400 18,486 18,486
618.00 29,129 27,765 46,250
619.00 31,915 30,522 76,772
620.00 34,759 33,337 110,109
621.00 37,659 36,209 146,318
622.00 40,616 39,138 185,456
623.00 50,976 45,796 231,252
624.00 54,188 52,582 283,834
625.00 57,401 55,795 339,628
626.00 60,612 59,007 398,635
627.00 64,029 62,321 460,955
628.00 67,457 65,743 526,698
Device Routing Invert Outlet Devices
#1 Primary 619.00' 24.0" Round Culvert
L= 106.1' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 619.00'/618.36' S= 0.0060 '/' Cc= 0.900
n= 0.010, Flow Area= 3.14 sf
#2 Device 1 619.00' 5.0" Vert. Skimmer C= 0.600 Limited to weir flow at low heads
#3 Device 1 626.00' 4.0' long Sharp-Crested Rectangular Weir X 4.00
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)

Courtyards on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 6
Primary OutFlow Max=1.17 cfs @ 6.08 hrs HW=622.40' (Free Discharge)
L1=Culvert (Passes 1.17 cfs of 23.44 cfs potential flow)
AL2=Skimmer (Orifice Controls 1.17 cfs @ 8.60 fps)
3=Sharp-Crested Rectangular Weir( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=616.00' (Free Discharge)
L4=Emergency Spillway ( Controls 0.00 cfs)
Pond 6P: Pond #1 (Skimmer Basin)
Hydrograph
1 1 1 L _L J I1 1 1I L 1
1 I 1 1 I I 1 1 I I 1 1 I 1 1 I 1 1 ❑Inflow
14728 I 1 I ]Outflow
pa ❑primary
I 1 1 I I 1 I I 1 I 11i 110WArea_ � 101 acN ■Secondary
1604-/
1504! Pk EIe22.40'
1 1 1 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 e�1 1 1 1_ 1
140� , 1 1 1 1 1 1 1 1 1 1 1 1 1 Storage:2O�J�43 Cif
13047
1111111111111111111111
12047
1111111111111111111111
11047 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
1004!
131 90� z 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
c 80; / 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
LL 70 ' 1 I I I I I I I I I I I I I I I I I I I I I
601-/ / 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
5041-/ / TT 1 T T T 1 T T T 1 T T T 1 T T T 1
4047 PPIITTTIIPTPIPPTPPPTPPP-1-30 -/
20� L_ cfs
1.17 cfs
I 0.00 cfs
0
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180190 200 210 220 230 240 250
Time (hours)

Courtyards on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 7
Hydrograph for Pond 6P: Pond #1 (Skimmer Basin)
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0 616.00 0.00 0.00 0.00
5.00 4.19 192,905 622.18 1.13 1.13 0.00
10.00 0.00 186,644 622.03 1.10 1.10 0.00
15.00 0.00 167,665 621.55 1.01 1.01 0.00
20.00 0.00 150,463 621.11 0.91 0.91 0.00
25.00 0.00 135,099 620.70 0.80 0.80 0.00
30.00 0.00 121,634 620.33 0.69 0.69 0.00
35.00 0.00 110,124 620.00 0.58 0.58 0.00
40.00 0.00 100,625 619.72 0.47 0.47 0.00
45.00 0.00 93,188 619.50 0.36 0.36 0.00
50.00 0.00 87,851 619.34 0.24 0.24 0.00
55.00 0.00 84,561 619.24 0.14 0.14 0.00
60.00 0.00 82,578 619.18 0.09 0.09 0.00
65.00 0.00 81,313 619.14 0.06 0.06 0.00
70.00 0.00 80,504 619.12 0.04 0.04 0.00
75.00 0.00 79,892 619.10 0.03 0.03 0.00
80.00 0.00 79,380 619.08 0.03 0.03 0.00
85.00 0.00 78,952 619.07 0.02 0.02 0.00
90.00 0.00 78,594 619.06 0.02 0.02 0.00
95.00 0.00 78,295 619.05 0.02 0.02 0.00
100.00 0.00 78,045 619.04 0.01 0.01 0.00
105.00 0.00 77,836 619.03 0.01 0.01 0.00
110.00 0.00 77,662 619.03 0.01 0.01 0.00
115.00 0.00 77,516 619.02 0.01 0.01 0.00
120.00 0.00 77,394 619.02 0.01 0.01 0.00
125.00 0.00 77,292 619.02 0.01 0.01 0.00
130.00 0.00 77,206 619.01 0.00 0.00 0.00
135.00 0.00 77,135 619.01 0.00 0.00 0.00
140.00 0.00 77,076 619.01 0.00 0.00 0.00
145.00 0.00 77,026 619.01 0.00 0.00 0.00
150.00 0.00 76,984 619.01 0.00 0.00 0.00
155.00 0.00 76,949 619.01 0.00 0.00 0.00
160.00 0.00 76,920 619.00 0.00 0.00 0.00
165.00 0.00 76,896 619.00 0.00 0.00 0.00
170.00 0.00 76,876 619.00 0.00 0.00 0.00
175.00 0.00 76,859 619.00 0.00 0.00 0.00
180.00 0.00 76,844 619.00 0.00 0.00 0.00
185.00 0.00 76,832 619.00 0.00 0.00 0.00
190.00 0.00 76,823 619.00 0.00 0.00 0.00
195.00 0.00 76,814 619.00 0.00 0.00 0.00
200.00 0.00 76,807 619.00 0.00 0.00 0.00
205.00 0.00 76,802 619.00 0.00 0.00 0.00
210.00 0.00 76,797 619.00 0.00 0.00 0.00
215.00 0.00 76,793 619.00 0.00 0.00 0.00
220.00 0.00 76,789 619.00 0.00 0.00 0.00
225.00 0.00 76,786 619.00 0.00 0.00 0.00
230.00 0.00 76,784 619.00 0.00 0.00 0.00
235.00 0.00 76,782 619.00 0.00 0.00 0.00
240.00 0.00 76,780 619.00 0.00 0.00 0.00
245.00 0.00 76,779 619.00 0.00 0.00 0.00
250.00 0.00 76,778 619.00 0.00 0.00 0.00

< 7S >
Pond 2 Area
7
Pond #2 (Skimmer
Basin )
Subcat Reach 'On. Link Routing Diagram for Courtyards on the Greenway-Erosion
Prepared by Timmons Group, Printed 6/21/2024
HydroCAD®10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC

Courtyards on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
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
Subcatchment7S: Pond#2 Area Runoff Area=9.430 ac 8.70% Impervious Runoff Depth=2.48"
Tc=5.0 min UI Adjusted CN=89 Runoff=59.35 cfs 1.947 af
Pond 7P: Pond#2 (SkimmerBasin) Peak Elev=627.61' Storage=80,530 cf Inflow=59.35 cfs 1.947 af
Primary=0.39 cfs 1.681 af Secondary=0.00 cfs 0.000 af Outflow=0.39 cfs 1.681 af
Total Runoff Area = 9.430 ac Runoff Volume = 1.947 af Average Runoff Depth = 2.48"
91.30% Pervious = 8.610 ac 8.70% Impervious = 0.820 ac

Courtyards on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 7S: Pond #2 Area
Runoff = 59.35 cfs @ 2.96 hrs, Volume= 1.947 af, Depth= 2.48"
Routed to Pond 7P : Pond #2 (Skimmer Basin)
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 Adj Description
7.640 91 Newly graded area, HSG C
0.970 74 >75% Grass cover, Good, HSG C
0.820 98 Unconnected pavement, HSG C
9.430 90 89 Weighted Average, UI Adjusted
8.610 91.30% Pervious Area
0.820 8.70% Impervious Area
0.820 100.00% Unconnected
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Assumed Tc
Subcatchment 7S: Pond #2 Area
Hydrograph
65 1 1 I 1 I 1 I I I I I I I I ■Runoff
1159.35 cfs i 1 1 1 1 1 1 1 I I I I I I I I
6
: / 4 -1- 1— - - 1- 4 -1 - 14 -1— —1 - 1- 4 -1 - 44 -1- 4 -1 - 1-Typeu -
557:-/ 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 L.I,
50— 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 T�
—1— -1—1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
ao I I I I I I I I I Rn 1A uoff rrea94-0 aC
35�/ 1 1 _ 1— —1 — 1— t —1 I I 1 — ± 1— fi —1 — _ —
1 1 1 Runoff /gluInp=i,1. 4 of
30— / 1 1 I 1 1 Runoff Delptlh2.48''
/: H —I- 1— -1 - 1— t —I - 17 - 1— T I - 1— T 1 tH 1 H 1 1 H 1 t -
25-"/ 1 1 I I I I I I I I I I 1 1 T1C5 9 min _
15- —11 — 01-,A6.tliSti 0-0-N1130
1 1 I 1 1 1 1 I I I I
10 1 1 1 1 1 1 1 I 1 1 1 1
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 on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 4
Hydrograph for Subcatchment 7S: Pond #2 Area
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
5.00 3.46 2.32 1.74
10.00 3.63 2.48 0.00
15.00 3.63 2.48 0.00
20.00 3.63 2.48 0.00
25.00 3.63 2.48 0.00
30.00 3.63 2.48 0.00
35.00 3.63 2.48 0.00
40.00 3.63 2.48 0.00
45.00 3.63 2.48 0.00
50.00 3.63 2.48 0.00
55.00 3.63 2.48 0.00
60.00 3.63 2.48 0.00
65.00 3.63 2.48 0.00
70.00 3.63 2.48 0.00
75.00 3.63 2.48 0.00
80.00 3.63 2.48 0.00
85.00 3.63 2.48 0.00
90.00 3.63 2.48 0.00
95.00 3.63 2.48 0.00
100.00 3.63 2.48 0.00
105.00 3.63 2.48 0.00
110.00 3.63 2.48 0.00
115.00 3.63 2.48 0.00
120.00 3.63 2.48 0.00
125.00 3.63 2.48 0.00
130.00 3.63 2.48 0.00
135.00 3.63 2.48 0.00
140.00 3.63 2.48 0.00
145.00 3.63 2.48 0.00
150.00 3.63 2.48 0.00
155.00 3.63 2.48 0.00
160.00 3.63 2.48 0.00
165.00 3.63 2.48 0.00
170.00 3.63 2.48 0.00
175.00 3.63 2.48 0.00
180.00 3.63 2.48 0.00
185.00 3.63 2.48 0.00
190.00 3.63 2.48 0.00
195.00 3.63 2.48 0.00
200.00 3.63 2.48 0.00
205.00 3.63 2.48 0.00
210.00 3.63 2.48 0.00
215.00 3.63 2.48 0.00
220.00 3.63 2.48 0.00
225.00 3.63 2.48 0.00
230.00 3.63 2.48 0.00
235.00 3.63 2.48 0.00
240.00 3.63 2.48 0.00
245.00 3.63 2.48 0.00
250.00 3.63 2.48 0.00

Courtyards on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 5
Summary for Pond 7P: Pond #2 (Skimmer Basin)
Inflow Area = 9.430 ac, 8.70% Impervious, Inflow Depth = 2.48" for 10-yr 6-hr event
Inflow = 59.35 cfs @ 2.96 hrs, Volume= 1.947 af
Outflow = 0.39 cfs @ 6.09 hrs, Volume= 1.681 af, Atten= 99%, Lag= 187.9 min
Primary = 0.39 cfs @ 6.09 hrs, Volume= 1.681 af
Routed to nonexistent node 1 L
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to nonexistent node 1 L
Routing by Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs
Peak Elev= 627.61'@ 6.09 hrs Surf.Area= 20,070 sf Storage= 80,530 cf
Plug-Flow detention time= 1,904.5 min calculated for 1.681 af(86% of inflow)
Center-of-Mass det. time= 1,887.7 min ( 2,086.2 - 198.5 )
Volume Invert Avail.Storage Storage Description
#1 620.00' 163,574 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
620.00 4,829 0 0
621.00 5,778 5,304 5,304
622.00 6,808 6,293 11,597
623.00 7,920 7,364 18,961
624.00 9,112 8,516 27,477
625.00 13,557 11,335 38,811
626.00 15,181 14,369 53,180
627.00 16,828 16,005 69,185
628.00 22,100 19,464 88,649
629.00 23,994 23,047 111,696
630.00 25,945 24,970 136,665
631.00 27,872 26,909 163,574
Device Routing Invert Outlet Devices
#1 Primary 622.00' 18.0" Round Culvert
L= 49.2' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 622.00'/621.70' S= 0.0061 '/' Cc= 0.900
n= 0.010, Flow Area= 1.77 sf
#2 Device 1 622.00' 2.5" Vert. Skimmer C= 0.600 Limited to weir flow at low heads
#3 Device 1 628.50' 4.0' long Sharp-Crested Rectangular Weir X 4.00
2 End Contraction(s)
#4 Secondary 629.50' 45.0 deg x 25.0' long x 0.50' rise Emergency Spillway
Cv= 2.56 (C= 3.20)

Courtyards on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 6
Primary OutFlow Max=0.39 cfs @ 6.09 hrs HW=627.61' (Free Discharge)
4-1=Culvert (Passes 0.39 cfs of 18.77 cfs potential flow)
AL2=Skimmer (Orifice Controls 0.39 cfs @ 11.30 fps)
3=Sharp-Crested Rectangular Weir( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=620.00' (Free Discharge)
4-4=Emergency Spillway ( Controls 0.00 cfs)
Pond 7P: Pond #2 (Skimmer Basin)
Hydrograph
44 I I L 4 4 I I 44 I I — 4 1 I A- I I 1— H —
I 1 1 I ■Inflow
ss.3�s I ,�I�_Q Outflow
rimary
65� I I I 1 I-Inflow AIe4=-V•4��O lac ■Secondary
—I I I L4H 11 t —I 1 1—
I— P 1a—k 2 —
60� / I 1 1 I 1 1 1 I 1 "I I I 1' 1
557 1 I I I I I I 1 1 I St h_da g f 153O!c f -
50-:" / 1 I I I I I I 1 1 I 1 I 1 1"'I I I 1
45 / -r 1 -I - I- fi rt -1 -I- 1- -r 1 -I - 1- 1- rt -1 -I- 1- -r rt -1 - I- 1- -r —
/ 4 4 —1 - 1— 4 4 - —1— 1— 4 4 —1 - 1— I— 4 —1 —1— 1— 4 4 —I — I— I— H —
40:-/ 1 1 I I I I II I I I I I 1 1 1 1 1
3
35� / 1 1 1 I I I I II I I I I I 1 1 1 1 1
030y
-h -t -1 - - -+ H -1- 1— -- -t -1 - 1— i— -+ -1 -1— — -+ — - 1— i— -h -
257' 1 A 1 L 1 L 1 L A 1 1 L _L _I 1 L 1 1 1— 1 _
207:' 1 1 I I I I II I I I I I 1 1 1 1 1
157' 1 1 I I I I I I I I I I I 1 1 1
10r / 0.39 cfs r���/////////////////////////////////////////////////////
I O0.39 cf� ��z /�j, �� (�(( (�(rSS ��rSj
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 on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 7
Hydrograph for Pond 7P: Pond #2 (Skimmer Basin)
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0 620.00 0.00 0.00 0.00
5.00 1.74 76,152 627.39 0.38 0.38 0.00
10.00 0.00 75,226 627.34 0.38 0.38 0.00
15.00 0.00 68,587 626.96 0.36 0.36 0.00
20.00 0.00 62,206 626.58 0.35 0.35 0.00
25.00 0.00 56,095 626.19 0.33 0.33 0.00
30.00 0.00 50,266 625.81 0.32 0.32 0.00
35.00 0.00 44,731 625.43 0.30 0.30 0.00
40.00 0.00 39,502 625.05 0.28 0.28 0.00
45.00 0.00 34,596 624.67 0.26 0.26 0.00
50.00 0.00 30,053 624.27 0.24 0.24 0.00
55.00 0.00 25,935 623.83 0.22 0.22 0.00
60.00 0.00 22,306 623.41 0.19 0.19 0.00
65.00 0.00 19,195 623.03 0.16 0.16 0.00
70.00 0.00 16,633 622.70 0.13 0.13 0.00
75.00 0.00 14,647 622.43 0.09 0.09 0.00
80.00 0.00 13,263 622.24 0.06 0.06 0.00
85.00 0.00 12,488 622.13 0.03 0.03 0.00
90.00 0.00 12,153 622.08 0.01 0.01 0.00
95.00 0.00 11,962 622.05 0.01 0.01 0.00
100.00 0.00 11,837 622.04 0.01 0.01 0.00
105.00 0.00 11,754 622.02 0.00 0.00 0.00
110.00 0.00 11,700 622.02 0.00 0.00 0.00
115.00 0.00 11,665 622.01 0.00 0.00 0.00
120.00 0.00 11,641 622.01 0.00 0.00 0.00
125.00 0.00 11,626 622.00 0.00 0.00 0.00
130.00 0.00 11,616 622.00 0.00 0.00 0.00
135.00 0.00 11,609 622.00 0.00 0.00 0.00
140.00 0.00 11,605 622.00 0.00 0.00 0.00
145.00 0.00 11,602 622.00 0.00 0.00 0.00
150.00 0.00 11,600 622.00 0.00 0.00 0.00
155.00 0.00 11,599 622.00 0.00 0.00 0.00
160.00 0.00 11,598 622.00 0.00 0.00 0.00
165.00 0.00 11,598 622.00 0.00 0.00 0.00
170.00 0.00 11,597 622.00 0.00 0.00 0.00
175.00 0.00 11,597 622.00 0.00 0.00 0.00
180.00 0.00 11,597 622.00 0.00 0.00 0.00
185.00 0.00 11,597 622.00 0.00 0.00 0.00
190.00 0.00 11,597 622.00 0.00 0.00 0.00
195.00 0.00 11,597 622.00 0.00 0.00 0.00
200.00 0.00 11,597 622.00 0.00 0.00 0.00
205.00 0.00 11,597 622.00 0.00 0.00 0.00
210.00 0.00 11,597 622.00 0.00 0.00 0.00
215.00 0.00 11,597 622.00 0.00 0.00 0.00
220.00 0.00 11,597 622.00 0.00 0.00 0.00
225.00 0.00 11,597 622.00 0.00 0.00 0.00
230.00 0.00 11,597 622.00 0.00 0.00 0.00
235.00 0.00 11,597 622.00 0.00 0.00 0.00
240.00 0.00 11,597 622.00 0.00 0.00 0.00
245.00 0.00 11,597 622.00 0.00 0.00 0.00
250.00 0.00 11,597 622.00 0.00 0.00 0.00

K8S
Temp Basin #3 Area
8P
Temp Basin #3
Subcat Reach on. Mil Routing Diagram for Courtyards on the Greenway-Erosion
Prepared by Timmons Group, Printed 6/21/2024
HydroCAD®10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC

Courtyards on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
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
Subcatchment8S: Temp Basin#3 Area Runoff Area=0.520 ac 0.00% Impervious Runoff Depth=2.66"
Tc=5.0 min CN=91 Runoff=3.45 cfs 0.115 af
Pond 8P: Temp Basin#3 Peak Elev=643.93' Storage=5,029 cf Inflow=3.45 cfs 0.115 af
Primary=0.00 cfs 0.000 af Secondary=0.00 cfs 0.000 af Outflow=0.00 cfs 0.000 af
Total Runoff Area = 0.520 ac Runoff Volume = 0.115 af Average Runoff Depth = 2.66"
100.00% Pervious = 0.520 ac 0.00% Impervious = 0.000 ac

Courtyards on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 8S: Temp Basin #3 Area
Runoff = 3.45 cfs @ 2.96 hrs, Volume= 0.115 af, Depth= 2.66"
Routed to Pond 8P : Temp Basin #3
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
0.520 91 Newly graded area, HSG C
0.520 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Assumed Tc
Subcatchment 8S: Temp Basin #3 Area
Hydrograph
( I 1 I 1 1 1 I I 1 I
I I I I I I I I I I 1 I I I I I I I I El Runoff
13.45 cfs l I 1 I I I III I III I I 1 1 I
/ I 1 I I I III I III I I 1 Type II
/ -1- 4 4 - I- 4 -I - 1- 4 -1 - I- 4 - I- 4 -I - I- 4 -I- I- 4 -1- 4 I- -
3 / 1 I I I I I I I I I 1 1 hr
/ 1I I I I I I I 10- r '6-hr IRairifa'II3.63!'
I I I I 1 1 1 1 I 1 1 1 1
/ 1 1 1 1 1 1 1 1 1 RunoffAreer'.p=a=0.520 ac
y / 4 1 _i -k 4 I I- 4 ounoof you `I' 1 of -
2 1 1 1 1 1 I I I I -
/ 1 1 1 1 1 I I I I 1 Runoff Delpth2.66"
/ 1 1 1 1 1 1 1 1 I I I Tc5.0 min
/ 1 1 1 : - I- L -1 - 1- 1 -1 - L _1
1 1 9'r
1 1 I I I I I
1 i 1 I 1 1 1 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 on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 4
Hydrograph for Subcatchment 8S: Temp Basin #3 Area
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
5.00 3.46 2.50 0.10
10.00 3.63 2.66 0.00
15.00 3.63 2.66 0.00
20.00 3.63 2.66 0.00
25.00 3.63 2.66 0.00
30.00 3.63 2.66 0.00
35.00 3.63 2.66 0.00
40.00 3.63 2.66 0.00
45.00 3.63 2.66 0.00
50.00 3.63 2.66 0.00
55.00 3.63 2.66 0.00
60.00 3.63 2.66 0.00
65.00 3.63 2.66 0.00
70.00 3.63 2.66 0.00
75.00 3.63 2.66 0.00
80.00 3.63 2.66 0.00
85.00 3.63 2.66 0.00
90.00 3.63 2.66 0.00
95.00 3.63 2.66 0.00
100.00 3.63 2.66 0.00
105.00 3.63 2.66 0.00
110.00 3.63 2.66 0.00
115.00 3.63 2.66 0.00
120.00 3.63 2.66 0.00
125.00 3.63 2.66 0.00
130.00 3.63 2.66 0.00
135.00 3.63 2.66 0.00
140.00 3.63 2.66 0.00
145.00 3.63 2.66 0.00
150.00 3.63 2.66 0.00
155.00 3.63 2.66 0.00
160.00 3.63 2.66 0.00
165.00 3.63 2.66 0.00
170.00 3.63 2.66 0.00
175.00 3.63 2.66 0.00
180.00 3.63 2.66 0.00
185.00 3.63 2.66 0.00
190.00 3.63 2.66 0.00
195.00 3.63 2.66 0.00
200.00 3.63 2.66 0.00
205.00 3.63 2.66 0.00
210.00 3.63 2.66 0.00
215.00 3.63 2.66 0.00
220.00 3.63 2.66 0.00
225.00 3.63 2.66 0.00
230.00 3.63 2.66 0.00
235.00 3.63 2.66 0.00
240.00 3.63 2.66 0.00
245.00 3.63 2.66 0.00
250.00 3.63 2.66 0.00

Courtyards on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 5
Summary for Pond 8P: Temp Basin #3
Inflow Area = 0.520 ac, 0.00% Impervious, Inflow Depth = 2.66" for 10-yr 6-hr event
Inflow = 3.45 cfs @ 2.96 hrs, Volume= 0.115 of
Outflow = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af, Atten= 100%, Lag= 0.0 min
Primary = 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to nonexistent node 1 L
Routing by Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs
Peak Elev= 643.93'@ 6.29 hrs Surf.Area= 5,860 sf Storage= 5,029 cf
Plug-Flow detention time=(not calculated: initial storage exceeds outflow)
Center-of-Mass det. time= (not calculated: no outflow)
Volume Invert Avail.Storage Storage Description
#1 643.00' 27,960 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
643.00 4,992 0 0
644.00 5,928 5,460 5,460
645.00 6,936 6,432 11,892
646.00 8,016 7,476 19,368
647.00 9,168 8,592 27,960
Device Routing _ Invert Outlet Devices
#1 Primary 644.00' 1.5" Vert. Skimmer C= 0.600 Limited to weir flow at low heads
#2 Secondary 645.50' 45.0 deg x 10.0' long x 0.50' rise Spillway Cv= 2.56 (C= 3.20)
Primary OutFlow Max=0.00 cfs @ 0.00 hrs HW=643.00' (Free Discharge)
t 1=Skimmer ( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=643.00' (Free Discharge)
L2=Spillway ( Controls 0.00 cfs)

Courtyards on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 6
Pond 8P: Temp Basin #3
Hydrograph
I I I I I I I I 1 1 I 1 1 I I 1 i 1 1 I
I 1 1 I 1 I 1 1 I 1 1 I I 1 I I 1 I I 1 ■Inflow
134lp I 1 1 I 1 1 1 1 1 I I_ 1 ••Primary
w
/ I 1 I 1 I 1 1 I 1 1 I Inflow Area-b k. 2O lac ■Secondary
/ 1 1 I I I el„' I01/1=04 •T3111
3 °
/ 1 I 1 I I I I I I I I Si`VrQgC '60 w 9i Ci
/ t -h -1 -1- - tH -1- 1- 1- -f -1 -1- 1- t -h -I - 1- 1 1 1
w / 1 I I
=- 2 1 1 1
o
III
1 1 1 1 II
1 1 I III
I III
I I III
I I III
I I
1
0.00 cfs ////////////////////////////////////////////////////////////////////////////////////////�Z
1 0.00 cfs
o a 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 on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 7
Hydrograph for Pond 8P: Temp Basin #3
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0 643.00 0.00 0.00 0.00
5.00 0.10 4,695 643.87 0.00 0.00 0.00
10.00 0.00 5,029 643.93 0.00 0.00 0.00
15.00 0.00 5,029 643.93 0.00 0.00 0.00
20.00 0.00 5,029 643.93 0.00 0.00 0.00
25.00 0.00 5,029 643.93 0.00 0.00 0.00
30.00 0.00 5,029 643.93 0.00 0.00 0.00
35.00 0.00 5,029 643.93 0.00 0.00 0.00
40.00 0.00 5,029 643.93 0.00 0.00 0.00
45.00 0.00 5,029 643.93 0.00 0.00 0.00
50.00 0.00 5,029 643.93 0.00 0.00 0.00
55.00 0.00 5,029 643.93 0.00 0.00 0.00
60.00 0.00 5,029 643.93 0.00 0.00 0.00
65.00 0.00 5,029 643.93 0.00 0.00 0.00
70.00 0.00 5,029 643.93 0.00 0.00 0.00
75.00 0.00 5,029 643.93 0.00 0.00 0.00
80.00 0.00 5,029 643.93 0.00 0.00 0.00
85.00 0.00 5,029 643.93 0.00 0.00 0.00
90.00 0.00 5,029 643.93 0.00 0.00 0.00
95.00 0.00 5,029 643.93 0.00 0.00 0.00
100.00 0.00 5,029 643.93 0.00 0.00 0.00
105.00 0.00 5,029 643.93 0.00 0.00 0.00
110.00 0.00 5,029 643.93 0.00 0.00 0.00
115.00 0.00 5,029 643.93 0.00 0.00 0.00
120.00 0.00 5,029 643.93 0.00 0.00 0.00
125.00 0.00 5,029 643.93 0.00 0.00 0.00
130.00 0.00 5,029 643.93 0.00 0.00 0.00
135.00 0.00 5,029 643.93 0.00 0.00 0.00
140.00 0.00 5,029 643.93 0.00 0.00 0.00
145.00 0.00 5,029 643.93 0.00 0.00 0.00
150.00 0.00 5,029 643.93 0.00 0.00 0.00
155.00 0.00 5,029 643.93 0.00 0.00 0.00
160.00 0.00 5,029 643.93 0.00 0.00 0.00
165.00 0.00 5,029 643.93 0.00 0.00 0.00
170.00 0.00 5,029 643.93 0.00 0.00 0.00
175.00 0.00 5,029 643.93 0.00 0.00 0.00
180.00 0.00 5,029 643.93 0.00 0.00 0.00
185.00 0.00 5,029 643.93 0.00 0.00 0.00
190.00 0.00 5,029 643.93 0.00 0.00 0.00
195.00 0.00 5,029 643.93 0.00 0.00 0.00
200.00 0.00 5,029 643.93 0.00 0.00 0.00
205.00 0.00 5,029 643.93 0.00 0.00 0.00
210.00 0.00 5,029 643.93 0.00 0.00 0.00
215.00 0.00 5,029 643.93 0.00 0.00 0.00
220.00 0.00 5,029 643.93 0.00 0.00 0.00
225.00 0.00 5,029 643.93 0.00 0.00 0.00
230.00 0.00 5,029 643.93 0.00 0.00 0.00
235.00 0.00 5,029 643.93 0.00 0.00 0.00
240.00 0.00 5,029 643.93 0.00 0.00 0.00
245.00 0.00 5,029 643.93 0.00 0.00 0.00
250.00 0.00 5,029 643.93 0.00 0.00 0.00

K9S
Temp Bas n #4 Area
9P
Temp Basin #4
Subcat Reach 'on. Routing Diagram for Courtyards on the Greenway-Erosion
Prepared by Timmons Group, Printed 6/21/2024
HydroCAD®10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC

Courtyards on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
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
Subcatchment9S: Temp Basin#4 Area Runoff Area=2.350 ac 0.00% Impervious Runoff Depth=2.57"
Tc=5.0 min CN=90 Runoff=15.20 cfs 0.503 af
Pond 9P: Temp Basin#4 Peak Elev=627.98' Storage=10,515 cf Inflow=15.20 cfs 0.503 af
Primary=0.10 cfs 0.187 af Secondary=10.91 cfs 0.277 af Outflow=11.01 cfs 0.463 af
Total Runoff Area = 2.350 ac Runoff Volume = 0.503 af Average Runoff Depth = 2.57"
100.00% Pervious = 2.350 ac 0.00% Impervious = 0.000 ac

Courtyards on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 9S: Temp Basin #4 Area
Runoff = 15.20 cfs @ 2.96 hrs, Volume= 0.503 af, Depth= 2.57"
Routed to Pond 9P : Temp Basin #4
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
2.150 91 Newly graded area, HSG C
0.200 74 >75% Grass cover, Good, HSG C
2.350 90 Weighted Average
2.350 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Assumed Tc
Subcatchment 9S: Temp Basin #4 Area
Hydrograph
I I I T I I I I T I I T 1 1 1 7 1 1 7 1 1
17 r t -1- 1- -1 - 1- t -1 - 1- rt -1- t -I - 1- t -1 - 7 7 -1- 7 71 - I- 7 -1- 17 - ■Runoff
1 15.20 ors 1 7 1 4 1 T 4 1 T 4 1 T 4 4 1 4 4 7 4
L -I_ L _I _ _ 1 _1 _ L1 _1_ LJ _ I_ 1 _I _ LJ _I_ L _I _ I_Typeu -
14 / 1 1 I 1 1 I 1 I I 1 I I I 1 1 I 1 1 I 1
13- / I 1 1 I 1 I I 1 I I I 1 11c 1 1 1 1 1 1 t'gIr
12! / L0-yJ i7h1RaiIif llU 3 63!'
1 1 1 1 1 1 1 1 1 1
11 / 7 -1- T -1 - 1- T -1 - n7 -I- T -1 - 1- T -Runoff lArrea-2:315O-ac -
T -[ t Otiiiotfi, fi Ip_ *
0 L I_ L _I _ 1_ 1 _1 _ L 1 _1_ L J _ I_ 1 _I n8ff Delptlb -257L -
7- / 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 _
g= 1 1 1 1 1 1 1 1 1 1 1 1 I I I I I I
5 / 1 1 1 1 1 1 1 1 1 1 1 1 1 I I 1 I I 1 I OWL-90 1 1 1 1 1 1 1 1 1 1 1 1 I I I I I I I I G'�I 19�
7 -I- 7 -I - I- T -I - I- 7 -I- T - I- T I - T -I- T -I - I- 7 -I- 7
3- -1- t -1 - 1- t -I - r 7 - I- fi -1 - 1- I - 1- t I- fi -i - 1- t -1-
T 4 T -1 4 -
1_ ,
o '/�l�/
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 on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 4
Hydrograph for Subcatchment 9S: Temp Basin #4 Area
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
5.00 3.46 2.41 0.44
10.00 3.63 2.57 0.00
15.00 3.63 2.57 0.00
20.00 3.63 2.57 0.00
25.00 3.63 2.57 0.00
30.00 3.63 2.57 0.00
35.00 3.63 2.57 0.00
40.00 3.63 2.57 0.00
45.00 3.63 2.57 0.00
50.00 3.63 2.57 0.00
55.00 3.63 2.57 0.00
60.00 3.63 2.57 0.00
65.00 3.63 2.57 0.00
70.00 3.63 2.57 0.00
75.00 3.63 2.57 0.00
80.00 3.63 2.57 0.00
85.00 3.63 2.57 0.00
90.00 3.63 2.57 0.00
95.00 3.63 2.57 0.00
100.00 3.63 2.57 0.00
105.00 3.63 2.57 0.00
110.00 3.63 2.57 0.00
115.00 3.63 2.57 0.00
120.00 3.63 2.57 0.00
125.00 3.63 2.57 0.00
130.00 3.63 2.57 0.00
135.00 3.63 2.57 0.00
140.00 3.63 2.57 0.00
145.00 3.63 2.57 0.00
150.00 3.63 2.57 0.00
155.00 3.63 2.57 0.00
160.00 3.63 2.57 0.00
165.00 3.63 2.57 0.00
170.00 3.63 2.57 0.00
175.00 3.63 2.57 0.00
180.00 3.63 2.57 0.00
185.00 3.63 2.57 0.00
190.00 3.63 2.57 0.00
195.00 3.63 2.57 0.00
200.00 3.63 2.57 0.00
205.00 3.63 2.57 0.00
210.00 3.63 2.57 0.00
215.00 3.63 2.57 0.00
220.00 3.63 2.57 0.00
225.00 3.63 2.57 0.00
230.00 3.63 2.57 0.00
235.00 3.63 2.57 0.00
240.00 3.63 2.57 0.00
245.00 3.63 2.57 0.00
250.00 3.63 2.57 0.00

Courtyards on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 5
Summary for Pond 9P: Temp Basin #4
Inflow Area = 2.350 ac, 0.00% Impervious, Inflow Depth = 2.57" for 10-yr 6-hr event
Inflow = 15.20 cfs @ 2.96 hrs, Volume= 0.503 af
Outflow = 11.01 cfs @ 3.02 hrs, Volume= 0.463 af, Atten= 28%, Lag= 3.4 min
Primary = 0.10 cfs @ 3.02 hrs, Volume= 0.187 af
Secondary= 10.91 cfs @ 3.02 hrs, Volume= 0.277 af
Routed to nonexistent node 1 L
Routing by Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs
Peak Elev= 627.98'@ 3.02 hrs Surf.Area= 3,983 sf Storage= 10,515 cf
Plug-Flow detention time=369.9 min calculated for 0.463 af(92% of inflow)
Center-of-Mass det. time= 359.1 min ( 556.6 - 197.5 )
Volume Invert Avail.Storage Storage Description
#1 624.00' 10,584 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
624.00 1,476 0 0
625.00 1,998 1,737 1,737
626.00 2,592 2,295 4,032
627.00 3,258 2,925 6,957
628.00 3,996 3,627 10,584
Device Routing _ Invert Outlet Devices
#1 Primary 625.00' 1.5" Vert. Skimmer C= 0.600 Limited to weir flow at low heads
#2 Secondary 627.50' 45.0 deg x 10.0' long x 0.50' rise Spillway Cv= 2.56 (C= 3.20)
Primary OutFlow Max=0.10 cfs @ 3.02 hrs HW=627.98' (Free Discharge)
t 1=Skimmer (Orifice Controls 0.10 cfs @ 8.23 fps)
Secondary OutFlow Max=10.86 cfs @ 3.02 hrs HW=627.98' (Free Discharge)
L2=Spillway (Weir Controls 10.86 cfs @ 2.21 fps)

Courtyards on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 6
Pond 9P: Temp Basin #4
Hydrograph
I T 1 1 1 7 1 I 1 1 1 1 1 T 1 1 I I 1 I 1 T
r T T T T T T T 1- T I -I- T 7 -I I- T T ■
�
Inflow
15.20 cfsIT T T T T T T T T II T eT T
17: T —I — I— T T T —I— I— T —I — I� �- le � lac — •Outflow• d■Secondary ary
- /
16 / T T -I - 1- TTT -I- I- T T -1 - 1- 1-
. � tot I no"fZ_0L QT
15=' T T T T T I T T T T I
/ I efI-P13 1101 / TT TTT TT F7 -I - � -. - Ti cf -
1110.91cfs[ // T T FJPIPFP T T T T T T
11_ � T T -I - 1- 1- 7 7 -I- T T T -I - 1- 1- T T -I- T T 7 T - I- T T -
y 10 // T T I I F T T I T T T I I T T T I T T 7 T I T T -
9� / -I--I - 1- F 7 7 T T I T T -
c 8- // T I I TTT I I- I I TTT I I- -I - 1- TT -
u. 7� / / TT I I TTT I TTT I I TTT I TT7T I 1- T -
6=' / � T T TPPFTPIPFP-I- T T T -I - 1- 1- T T -1- T FPPIPT -
5= ' 0 T T 1 - T T T T '- T T - -1 - 1 T T T 1 T T T T I T T -
4= / 1 I I I I I I I I T 1 1 1 T T 1 1 T T
2:
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 on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 7
Hydrograph for Pond 9P: Temp Basin #4
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0 624.00 0.00 0.00 0.00
5.00 0.44 8,858 627.55 0.46 0.09 0.37
10.00 0.00 7,495 627.16 0.09 0.09 0.00
15.00 0.00 6,040 626.71 0.08 0.08 0.00
20.00 0.00 4,771 626.28 0.07 0.07 0.00
25.00 0.00 3,705 625.87 0.05 0.05 0.00
30.00 0.00 2,864 625.52 0.04 0.04 0.00
35.00 0.00 2,268 625.26 0.03 0.03 0.00
40.00 0.00 1,935 625.10 0.01 0.01 0.00
45.00 0.00 1,827 625.04 0.00 0.00 0.00
50.00 0.00 1,790 625.03 0.00 0.00 0.00
55.00 0.00 1,769 625.02 0.00 0.00 0.00
60.00 0.00 1,756 625.01 0.00 0.00 0.00
65.00 0.00 1,748 625.01 0.00 0.00 0.00
70.00 0.00 1,744 625.00 0.00 0.00 0.00
75.00 0.00 1,741 625.00 0.00 0.00 0.00
80.00 0.00 1,739 625.00 0.00 0.00 0.00
85.00 0.00 1,738 625.00 0.00 0.00 0.00
90.00 0.00 1,738 625.00 0.00 0.00 0.00
95.00 0.00 1,738 625.00 0.00 0.00 0.00
100.00 0.00 1,737 625.00 0.00 0.00 0.00
105.00 0.00 1,737 625.00 0.00 0.00 0.00
110.00 0.00 1,737 625.00 0.00 0.00 0.00
115.00 0.00 1,737 625.00 0.00 0.00 0.00
120.00 0.00 1,737 625.00 0.00 0.00 0.00
125.00 0.00 1,737 625.00 0.00 0.00 0.00
130.00 0.00 1,737 625.00 0.00 0.00 0.00
135.00 0.00 1,737 625.00 0.00 0.00 0.00
140.00 0.00 1,737 625.00 0.00 0.00 0.00
145.00 0.00 1,737 625.00 0.00 0.00 0.00
150.00 0.00 1,737 625.00 0.00 0.00 0.00
155.00 0.00 1,737 625.00 0.00 0.00 0.00
160.00 0.00 1,737 625.00 0.00 0.00 0.00
165.00 0.00 1,737 625.00 0.00 0.00 0.00
170.00 0.00 1,737 625.00 0.00 0.00 0.00
175.00 0.00 1,737 625.00 0.00 0.00 0.00
180.00 0.00 1,737 625.00 0.00 0.00 0.00
185.00 0.00 1,737 625.00 0.00 0.00 0.00
190.00 0.00 1,737 625.00 0.00 0.00 0.00
195.00 0.00 1,737 625.00 0.00 0.00 0.00
200.00 0.00 1,737 625.00 0.00 0.00 0.00
205.00 0.00 1,737 625.00 0.00 0.00 0.00
210.00 0.00 1,737 625.00 0.00 0.00 0.00
215.00 0.00 1,737 625.00 0.00 0.00 0.00
220.00 0.00 1,737 625.00 0.00 0.00 0.00
225.00 0.00 1,737 625.00 0.00 0.00 0.00
230.00 0.00 1,737 625.00 0.00 0.00 0.00
235.00 0.00 1,737 625.00 0.00 0.00 0.00
240.00 0.00 1,737 625.00 0.00 0.00 0.00
245.00 0.00 1,737 625.00 0.00 0.00 0.00
250.00 0.00 1,737 625.00 0.00 0.00 0.00

(I OS)
Temp Bas n #5 Area
1 OP
Temp Basin #5
Subcat Reach 'on. Routing Diagram for Courtyards on the Greenway-Erosion
Prepared by Timmons Group, Printed 6/21/2024
HydroCAD®10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC

Courtyards on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
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
Subcatchmentl OS: Temp Basin#5 Area Runoff Area=0.700 ac 0.00% Impervious Runoff Depth=2.66"
Tc=5.0 min CN=91 Runoff=4.64 cfs 0.155 af
Pond 10P: Temp Basin#5 Peak Elev=634.93' Storage=5,818 cf Inflow=4.64 cfs 0.155 af
Primary=0.08 cfs 0.155 af Secondary=0.00 cfs 0.000 af Outflow=0.08 cfs 0.155 af
Total Runoff Area = 0.700 ac Runoff Volume = 0.155 af Average Runoff Depth = 2.66"
100.00% Pervious = 0.700 ac 0.00% Impervious = 0.000 ac

Courtyards on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 10S: Temp Basin #5 Area
Runoff = 4.64 cfs @ 2.96 hrs, Volume= 0.155 af, Depth= 2.66"
Routed to Pond 10P : Temp Basin #5
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
0.700 91 Newly graded area, HSG C
0.700 100.00% Pervious Area
Tc Length Slope Velocity Capacity Description
(min) (feet) (ft/ft) (ft/sec) (cfs)
5.0 Direct Entry, Assumed Tc
Subcatchment 10S: Temp Basin #5 Area
Hydrograph
rf 1 1 11 1 1 I I I I I I
5 1 1 I I I I 1 1 1 I I I I I ■Runoff
4.64 cfs 11 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1
- 1 1 1 1 1 1 1 1 1 I 1 1 1 1 1 Type II
/ J - - L — — — L -1 — LLL — — _L - - 1— L -1— L1 -1— L 1 _
4 / 1 1 1 I I I I 1 I 1 1 1 1 1 1 441r
/ 1 1 1 I I 10-Jr6-hr 1Rairifa'II3.63!'
I I I I 1 7 1 1 1 I I I 1
/ —1- 1- H - 1— - -I - 1— t —I - 1- -f - 1- 1RunaffArea=0-7100aC y 3 / 1 1 1 I I I I Run o f �/qIu n -i).'�55 f
I I I I I I I I I I I I —
/ 1 1 1 I I I I 1 Runoff Depth2.66"
LL 2 / 1 1 1 1 1 1 1 1 1 11 1
/ 1 1 1 1 1 Tc5.0 min
/ I I I I I I 1 ('1N191
1 1 1 1 1 1 %. 1 1
1 1 1 1 I mil
Air I I I I I I I l l I l
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 on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 4
Hydrograph for Subcatchment 10S: Temp Basin #5 Area
Time Precip. Excess Runoff
(hours) (inches) (inches) (cfs)
0.00 0.00 0.00 0.00
5.00 3.46 2.50 0.13
10.00 3.63 2.66 0.00
15.00 3.63 2.66 0.00
20.00 3.63 2.66 0.00
25.00 3.63 2.66 0.00
30.00 3.63 2.66 0.00
35.00 3.63 2.66 0.00
40.00 3.63 2.66 0.00
45.00 3.63 2.66 0.00
50.00 3.63 2.66 0.00
55.00 3.63 2.66 0.00
60.00 3.63 2.66 0.00
65.00 3.63 2.66 0.00
70.00 3.63 2.66 0.00
75.00 3.63 2.66 0.00
80.00 3.63 2.66 0.00
85.00 3.63 2.66 0.00
90.00 3.63 2.66 0.00
95.00 3.63 2.66 0.00
100.00 3.63 2.66 0.00
105.00 3.63 2.66 0.00
110.00 3.63 2.66 0.00
115.00 3.63 2.66 0.00
120.00 3.63 2.66 0.00
125.00 3.63 2.66 0.00
130.00 3.63 2.66 0.00
135.00 3.63 2.66 0.00
140.00 3.63 2.66 0.00
145.00 3.63 2.66 0.00
150.00 3.63 2.66 0.00
155.00 3.63 2.66 0.00
160.00 3.63 2.66 0.00
165.00 3.63 2.66 0.00
170.00 3.63 2.66 0.00
175.00 3.63 2.66 0.00
180.00 3.63 2.66 0.00
185.00 3.63 2.66 0.00
190.00 3.63 2.66 0.00
195.00 3.63 2.66 0.00
200.00 3.63 2.66 0.00
205.00 3.63 2.66 0.00
210.00 3.63 2.66 0.00
215.00 3.63 2.66 0.00
220.00 3.63 2.66 0.00
225.00 3.63 2.66 0.00
230.00 3.63 2.66 0.00
235.00 3.63 2.66 0.00
240.00 3.63 2.66 0.00
245.00 3.63 2.66 0.00
250.00 3.63 2.66 0.00

Courtyards on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 5
Summary for Pond 10P: Temp Basin #5
Inflow Area = 0.700 ac, 0.00% Impervious, Inflow Depth = 2.66" for 10-yr 6-hr event
Inflow = 4.64 cfs @ 2.96 hrs, Volume= 0.155 of
Outflow = 0.08 cfs @ 6.05 hrs, Volume= 0.155 af, Atten= 98%, Lag= 185.4 min
Primary = 0.08 cfs @ 6.05 hrs, Volume= 0.155 of
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to nonexistent node 1 L
Routing by Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs
Peak Elev= 634.93'© 6.05 hrs Surf.Area= 3,722 sf Storage= 5,818 cf
Plug-Flow detention time=840.1 min calculated for 0.155 of(100% of inflow)
Center-of-Mass det. time=840.0 min ( 1,036.4 - 196.4 )
Volume Invert Avail.Storage Storage Description
#1 633.00' 21,295 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
633.00 2,348 0 0
634.00 3,026 2,687 2,687
635.00 3,776 3,401 6,088
636.00 4,598 4,187 10,275
637.00 5,492 5,045 15,320
638.00 6,458 5,975 21,295
Device Routing Invert Outlet Devices
#1 Primary 633.00' 1.5" Vert. Skimmer C= 0.600 Limited to weir flow at low heads
#2 Secondary 636.50' 45.0 deg x 11.0' long x 0.50' rise Spillway Cv= 2.56 (C= 3.20)
Primary OutFlow Max=0.08 cfs @ 6.05 hrs HW=634.93' (Free Discharge)
4-1=Skimmer (Orifice Controls 0.08 cfs © 6.58 fps)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=633.00' (Free Discharge)
L2=Spillway ( Controls 0.00 cfs)

Courtyards on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 6
Pond 10P: Temp Basin #5
Hydrograph
I I 1 I 1 1 1 1 1 1 1 1 11
I 1 1 I 1 1 I 1 1 I I 1 I I 1 I I 1 I I 1 ■Inflow
/ 11
I I 1 1 1 1 1 1 1 1 r 1 1 I_ 1 1 �Primary
I I 1 I I 1 1 'Inflow Area—b. OO lac ■Secondary
5 1 I I I I I 1 1 1 1 pain I vL 34. 31i
I 1 1 1 1 1 1 1 1 1 1 1 1"' .{ y, 1 1
I 1 I I 1 1 1 I I 1 S'to ra g re 5,181 81 cf
4 / + -1 1 1 1- + H 1 1 L H 1 1 1 L -[ I 1 1- + 11 I I 1- -
/ 1 1 1 I I I III I I I I I I I I 1 1 1
/ I 1 1 I I I III I I I I I I I I 1 1 1
w 3 / 1 L 1 1 L L _I1 1 L L 1 1 1 L A 1 1 L 1 L 1 1 L -
u I 1 1 I I I III I I I I I I I I 1 1 1
c
2 / I 1 1 I I I III I I I I I I I I 1 1 1
/ 1 1 1 I I I III I I I I I I I I 1 1 1
1 1 1 1 1 1 1 1 I I I I I 1 1 1
z
1- 0.08 cf�������������//////////////////////////////////////////////////////////////////////////////////
0.08 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 on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 7
Hydrograph for Pond 10P: Temp Basin #5
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0 633.00 0.00 0.00 0.00
5.00 0.13 5,683 634.89 0.08 0.08 0.00
10.00 0.00 4,730 634.63 0.07 0.07 0.00
15.00 0.00 3,483 634.25 0.06 0.06 0.00
20.00 0.00 2,412 633.91 0.05 0.05 0.00
25.00 0.00 1,532 633.60 0.04 0.04 0.00
30.00 0.00 857 633.35 0.03 0.03 0.00
35.00 0.00 401 633.17 0.02 0.02 0.00
40.00 0.00 174 633.07 0.01 0.01 0.00
45.00 0.00 96 633.04 0.00 0.00 0.00
50.00 0.00 56 633.02 0.00 0.00 0.00
55.00 0.00 33 633.01 0.00 0.00 0.00
60.00 0.00 19 633.01 0.00 0.00 0.00
65.00 0.00 11 633.00 0.00 0.00 0.00
70.00 0.00 7 633.00 0.00 0.00 0.00
75.00 0.00 4 633.00 0.00 0.00 0.00
80.00 0.00 2 633.00 0.00 0.00 0.00
85.00 0.00 1 633.00 0.00 0.00 0.00
90.00 0.00 1 633.00 0.00 0.00 0.00
95.00 0.00 0 633.00 0.00 0.00 0.00
100.00 0.00 0 633.00 0.00 0.00 0.00
105.00 0.00 0 633.00 0.00 0.00 0.00
110.00 0.00 0 633.00 0.00 0.00 0.00
115.00 0.00 0 633.00 0.00 0.00 0.00
120.00 0.00 0 633.00 0.00 0.00 0.00
125.00 0.00 0 633.00 0.00 0.00 0.00
130.00 0.00 0 633.00 0.00 0.00 0.00
135.00 0.00 0 633.00 0.00 0.00 0.00
140.00 0.00 0 633.00 0.00 0.00 0.00
145.00 0.00 0 633.00 0.00 0.00 0.00
150.00 0.00 0 633.00 0.00 0.00 0.00
155.00 0.00 0 633.00 0.00 0.00 0.00
160.00 0.00 0 633.00 0.00 0.00 0.00
165.00 0.00 0 633.00 0.00 0.00 0.00
170.00 0.00 0 633.00 0.00 0.00 0.00
175.00 0.00 0 633.00 0.00 0.00 0.00
180.00 0.00 0 633.00 0.00 0.00 0.00
185.00 0.00 0 633.00 0.00 0.00 0.00
190.00 0.00 0 633.00 0.00 0.00 0.00
195.00 0.00 0 633.00 0.00 0.00 0.00
200.00 0.00 0 633.00 0.00 0.00 0.00
205.00 0.00 0 633.00 0.00 0.00 0.00
210.00 0.00 0 633.00 0.00 0.00 0.00
215.00 0.00 0 633.00 0.00 0.00 0.00
220.00 0.00 0 633.00 0.00 0.00 0.00
225.00 0.00 0 633.00 0.00 0.00 0.00
230.00 0.00 0 633.00 0.00 0.00 0.00
235.00 0.00 0 633.00 0.00 0.00 0.00
240.00 0.00 0 633.00 0.00 0.00 0.00
245.00 0.00 0 633.00 0.00 0.00 0.00
250.00 0.00 0 633.00 0.00 0.00 0.00

Pond 11 Area
1 1 P
Pond # 1 (Skimmer
Basin )
Subcat Reach 'on. MI Routing Diagram for Courtyards on the Greenway-Erosion
Prepared by Timmons Group, Printed 6/21/2024
HydroCAD®10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC

Courtyards on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
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
Subcatchmentl l S: 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
Pond 11 P: Pond#1 (Skimmer Basin) Peak Elev=622.12' Storage=167,001 cf Inflow=127.84 cfs 4.096 af
Primary=1.12 cfs 2.634 af Secondary=0.00 cfs 0.000 af Outflow=1.12 cfs 2.634 af
Total Runoff Area = 22.200 ac Runoff Volume = 4.096 af Average Runoff Depth = 2.21"
48.56% Pervious = 10.780 ac 51.44% Impervious = 11.420 ac

Courtyards on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 11S: Pond #1 Area
Runoff = 127.84 cfs @ 2.96 hrs, Volume= 4.096 af, Depth= 2.21"
Routed to Pond 11 P : Pond #1 (Skimmer Basin)
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 11S: Pond #1 Area
Hydrograph
d _I_ 1_ _I _ 1_ 1 _ _ 1_ 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 - 1— t -I — I — — rt -1— trt - 1— t -1 - 1— t -1T7M" II
120= / L _I_ L _ _ I_ L _1 I L _I _ I- 1 _I_ L _E _ I_ L _I _ I_ L _I _ 1— I
110 / 1 1 1 1 I I I 1 I 1 1 I 1 I 1 1 4`-1�11r
100 / _I - 11- _11 n- r 6-hr 'Rairifalll l=3 63�'
90 / 1 Runoff Area22.21DQ ac
w 80 / 1 1 1 1 1 1 1 1 1 1
o
1 1 1 1 1 1*Pe # IVY e1111Mq 090 !lf
a 70 / 4 -I- 44 - I- 4 - - - + - - - 4 -I- -1Ruroff-De'pt&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 rnin
/ f -I- T T - I- T T - 1- T -1 - I- 7 -1- T 7 - 1- T 71 - 1- 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 on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 4
Hydrograph for Subcatchment 11S: 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 on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 5
Summary for Pond 11 P: Pond #1 (Skimmer Basin)
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 = 1.12 cfs @ 6.08 hrs, Volume= 2.634 af, Atten= 99%, Lag= 187.3 min
Primary = 1.12 cfs @ 6.08 hrs, Volume= 2.634 af
Routed to nonexistent node 1 L
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to nonexistent node 1 L
Routing by Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs
Peak Elev= 622.12'@ 6.08 hrs Surf.Area= 38,454 sf Storage= 167,001 cf
Plug-Flow detention time= 1,182.8 min calculated for 2.634 af(64% of inflow)
Center-of-Mass det. time= 1,154.8 min ( 1,356.2 - 201.3 )
Volume Invert Avail.Storage Storage Description
#1 616.00' 491,275 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
616.00 6,482 0 0
617.00 21,785 14,134 14,134
618.00 24,723 23,254 37,388
619.00 27,842 26,283 63,670
620.00 31,142 29,492 93,162
621.00 34,623 32,883 126,045
622.00 38,284 36,454 162,498
623.00 39,730 39,007 201,505
624.00 54,134 46,932 248,437
625.00 57,401 55,768 304,205
626.00 60,612 59,007 363,211
627.00 64,029 62,321 425,532
628.00 67,457 65,743 491,275
Device Routing Invert Outlet Devices
#1 Primary 619.00' 24.0" Round Culvert
L= 106.1' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 619.00'/618.36' S= 0.0060 '/' Cc= 0.900
n= 0.010, Flow Area= 3.14 sf
#2 Device 1 619.00' 5.0" Vert. Skimmer C= 0.600 Limited to weir flow at low heads
#3 Device 1 626.00' 4.0' long Sharp-Crested Rectangular Weir X 4.00
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)

Courtyards on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 6
Primary OutFlow Max=1.12 cfs @ 6.08 hrs HW=622.12' (Free Discharge)
L1=Culvert (Passes 1.12 cfs of 22.01 cfs potential flow)
AL2=Skimmer (Orifice Controls 1.12 cfs @ 8.21 fps)
3=Sharp-Crested Rectangular Weir( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=616.00' (Free Discharge)
L4=Emergency Spillway ( Controls 0.00 cfs)
Pond 11 P: Pond #1 (Skimmer Basin)
Hydrograph
A_ 1 1 4 + 4 -1 + i 1 4 4 1 1 1— + J 1 4
I 1 1 I I 1 1 I 1 I I 1 1 I 1 1 I 1 1 I I 1 ❑Inflow
127.84 cfs I ]Outflow
, p�I_ ❑Primary
140� 1 1 1 1 1 1 1 1 1 1 1 1 1 1111 f PW^T 4-441Ve l ac- ■Secondary
130 1 1 1 1 1 1 1 Peak1EIev=622.'12'
firt 1 1 I— tt 1 I + 1 1 I— tt 1 I cJt/H�/�—�1 I-
120 _I —1— 4 - 4 —1 —1— + 4 —1 — 1— Storage l 67,30041 cf
110� 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
907 , 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
111111111111111111111111
t rt —I —I— r t —I — I— r rt rt —I— I— r t —1- 1-
3 704-/ , + 1 1 + + 1 I + H 1 1 + + + 1 I + + H 1
_o
a 60 / J I1_ L _L _L _I _1_ L L J _1 _ 1_ L 1 J _1_ 1_ L L J _1 _ I
504-/ / 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1
40' 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
111111111111111111111111
30 /
204-/ E12 cfs
1n� 1.12cfs
0.00 cfs
Q
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180190 200 210 220 230 240 250
Time (hours)

Courtyards on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 7
Hydrograph for Pond 11 P: Pond #1 (Skimmer Basin)
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0 616.00 0.00 0.00 0.00
5.00 3.91 158,041 621.88 1.07 1.07 0.00
10.00 0.00 151,895 621.72 1.04 1.04 0.00
15.00 0.00 134,123 621.23 0.93 0.93 0.00
20.00 0.00 118,320 620.77 0.82 0.82 0.00
25.00 0.00 104,581 620.36 0.70 0.70 0.00
30.00 0.00 92,998 619.99 0.58 0.58 0.00
35.00 0.00 83,659 619.69 0.45 0.45 0.00
40.00 0.00 76,645 619.45 0.32 0.32 0.00
45.00 0.00 72,024 619.29 0.19 0.19 0.00
50.00 0.00 69,452 619.20 0.11 0.11 0.00
55.00 0.00 67,942 619.15 0.06 0.06 0.00
60.00 0.00 67,038 619.12 0.04 0.04 0.00
65.00 0.00 66,413 619.10 0.03 0.03 0.00
70.00 0.00 65,905 619.08 0.03 0.03 0.00
75.00 0.00 65,490 619.06 0.02 0.02 0.00
80.00 0.00 65,153 619.05 0.02 0.02 0.00
85.00 0.00 64,878 619.04 0.01 0.01 0.00
90.00 0.00 64,654 619.04 0.01 0.01 0.00
95.00 0.00 64,471 619.03 0.01 0.01 0.00
100.00 0.00 64,323 619.02 0.01 0.01 0.00
105.00 0.00 64,202 619.02 0.01 0.01 0.00
110.00 0.00 64,103 619.02 0.00 0.00 0.00
115.00 0.00 64,023 619.01 0.00 0.00 0.00
120.00 0.00 63,957 619.01 0.00 0.00 0.00
125.00 0.00 63,904 619.01 0.00 0.00 0.00
130.00 0.00 63,861 619.01 0.00 0.00 0.00
135.00 0.00 63,825 619.01 0.00 0.00 0.00
140.00 0.00 63,797 619.00 0.00 0.00 0.00
145.00 0.00 63,773 619.00 0.00 0.00 0.00
150.00 0.00 63,754 619.00 0.00 0.00 0.00
155.00 0.00 63,738 619.00 0.00 0.00 0.00
160.00 0.00 63,726 619.00 0.00 0.00 0.00
165.00 0.00 63,715 619.00 0.00 0.00 0.00
170.00 0.00 63,707 619.00 0.00 0.00 0.00
175.00 0.00 63,700 619.00 0.00 0.00 0.00
180.00 0.00 63,695 619.00 0.00 0.00 0.00
185.00 0.00 63,690 619.00 0.00 0.00 0.00
190.00 0.00 63,686 619.00 0.00 0.00 0.00
195.00 0.00 63,683 619.00 0.00 0.00 0.00
200.00 0.00 63,681 619.00 0.00 0.00 0.00
205.00 0.00 63,679 619.00 0.00 0.00 0.00
210.00 0.00 63,677 619.00 0.00 0.00 0.00
215.00 0.00 63,676 619.00 0.00 0.00 0.00
220.00 0.00 63,675 619.00 0.00 0.00 0.00
225.00 0.00 63,674 619.00 0.00 0.00 0.00
230.00 0.00 63,673 619.00 0.00 0.00 0.00
235.00 0.00 63,673 619.00 0.00 0.00 0.00
240.00 0.00 63,672 619.00 0.00 0.00 0.00
245.00 0.00 63,672 619.00 0.00 0.00 0.00
250.00 0.00 63,671 619.00 0.00 0.00 0.00

(1 2 S
Pond 12 Area
1 2 P
Pond #2 (Skimmer
Basin )
Subcat Reach 'on. MI Routing Diagram for Courtyards on the Greenway-Erosion
Prepared by Timmons Group, Printed 6/21/2024
HydroCAD®10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC

Courtyards on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
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
Subcatchmentl2S: 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
Pond 12P: Pond#2 (SkimmerBasin) Peak Elev=628.34' Storage=88,079 cf Inflow=65.93 cfs 2.127 af
Primary=0.41 cfs 1.925 af Secondary=0.00 cfs 0.000 af Outflow=0.41 cfs 1.925 af
Total Runoff Area = 11.100 ac Runoff Volume = 2.127 af Average Runoff Depth = 2.30"
46.04% Pervious = 5.110 ac 53.96% Impervious = 5.990 ac

Courtyards on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 3
Summary for Subcatchment 12S: Pond #2 Area
Runoff = 65.93 cfs @ 2.96 hrs, Volume= 2.127 af, Depth= 2.30"
Routed to Pond 12P : Pond #2 (Skimmer Basin)
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 12S: Pond #2 Area
Hydrograph
1 I 1 I 1 I I 1 I 1 1 I
(-- 7 -1- 7 -1 - - 7 I 1 1I I r -I - r -1 -I- T -I - I- T -I- r - ■Runoff
1 n
65 93 cfs l 4 -I- 1- -I - I- -L -I - 1 4 -I- 4 -1 - I- -k -1 - 1- -I -1- 4 -I - I- 4 -I- 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 I I 1 -I 11 1� I 1 p 1 I 1}� I N�+`1
55_ 1 V 1 VT R � fa11� V�
4 -1- 1 -I - I- + -1 1 4 - 14 - - 111"' �� -
45- / 1 1 1 I I I I I I 1 Runoff Area=11 .1100 ac
1 1 1 1 I I I I Runn1 V 1 I _ 21J I
v40 -1 -I- 1- -I - I- + -I H -F - I tH - f'"i` �Y�"f'-un0 4' C�f -
_0 35= / 1 1 1 I 1 1 I 1 ulieff DeptIb2,3-0" -
' 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 I I I 1 1 1 1 T 5i n
/ I I 1- -I - I- + -I - H 4 -I- t -1 - I- t -1 - 1- H -1- t -I - 1-"( ` -
20- / L -1_ L -I _ I_ 1 -I _ L1 -1_ L -1 _ I_ 1 _I _ L _1 _1_ L _I _ I_ 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- -' - - I- ' 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 on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 4
Hydrograph for Subcatchment 12S: 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 on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 5
Summary for Pond 12P: Pond #2 (Skimmer Basin)
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 = 0.41 cfs @ 6.09 hrs, Volume= 1.925 af, Atten= 99%, Lag= 187.9 min
Primary = 0.41 cfs @ 6.09 hrs, Volume= 1.925 af
Routed to nonexistent node 1 L
Secondary= 0.00 cfs @ 0.00 hrs, Volume= 0.000 af
Routed to nonexistent node 1 L
Routing by Stor-Ind method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs
Peak Elev= 628.34'@ 6.09 hrs Surf.Area= 19,121 sf Storage= 88,079 cf
Plug-Flow detention time=2,012.1 min calculated for 1.924 af(90% of inflow)
Center-of-Mass det. time= 1,999.6 min ( 2,200.0 - 200.4 )
Volume Invert Avail.Storage Storage Description
#1 620.00' 145,186 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
620.00 3,357 0 0
621.00 4,392 3,875 3,875
622.00 5,508 4,950 8,825
623.00 6,706 6,107 14,932
624.00 7,986 7,346 22,278
625.00 13,600 10,793 33,071
626.00 15,215 14,408 47,478
627.00 17,285 16,250 63,728
628.00 18,524 17,905 81,633
629.00 20,266 19,395 101,028
630.00 22,065 21,166 122,193
631.00 23,920 22,993 145,186
Device Routing Invert Outlet Devices
#1 Primary 622.00' 18.0" Round Culvert
L= 49.2' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 622.00'/621.70' S= 0.0061 '/' Cc= 0.900
n= 0.010, Flow Area= 1.77 sf
#2 Device 1 622.00' 2.5" Vert. Skimmer C= 0.600 Limited to weir flow at low heads
#3 Device 1 628.50' 4.0' long Sharp-Crested Rectangular Weir X 4.00
2 End Contraction(s)
#4 Secondary 629.50' 45.0 deg x 25.0' long x 0.50' rise Emergency Spillway
Cv= 2.56 (C= 3.20)

Courtyards on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 6
Primary OutFlow Max=0.41 cfs @ 6.09 hrs HW=628.34' (Free Discharge)
4-1=Culvert (Passes 0.41 cfs of 20.12 cfs potential flow)
AL2=Skimmer (Orifice Controls 0.41 cfs @ 12.03 fps)
3=Sharp-Crested Rectangular Weir( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=620.00' (Free Discharge)
4-4=Emergency Spillway ( Controls 0.00 cfs)
Pond 12P: Pond #2 (Skimmer Basin)
Hydrograph
1 1 1 1 1 1 1 I 1 1 I 1 1 I 1 I1 I
1 1 1 ■Inflow
65-93 cfs IT —1 1 r rt 7 I— 7 — P Outflow
�/� ❑Primary
_ / ± —1 I I i t —11 t —1 1 1 Ip Arle4 1,140-a Ic - ❑Secondary
70� � � -1 - 1- 4 4 —1 - — 1- � � -1 - 1- I- 4 Peatclfteir=628.S4" -
654-/ z (/ 1 1 1 1 1 1 1 I I I I I I I I I I I I
60 . ' 1 1 1 1 1 1 1 1 1 1 1 Storage=188,0179 cf
55—
/50�
1 I 11 11 I I I I I I I I
540 / / + -1 -1 - 1— -44 - -1- 1— —1 -1 - 1- 44 -1 —I- 1— 4 -1 — I— I- 4 —
a35 _1 -1 - 1— L _L _I —I- 1— L _1 -1 - 1— L _L —I —I- 1— L _L -1 — I— L —
30± A 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I 1 I I 1 I 1 1
20257-/ I I I I I I I I I I I I I I I I I I I I I I I I
15-?'
10� 0.41 cfs /� //////////////////////////����������������������������������/
0/47 cfs �7/77/ ,
1 ((S�f/f /10.00 cryfs {
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 on the Greenway - Erosion Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 7
Hydrograph for Pond 12P: Pond #2 (Skimmer Basin)
Time Inflow Storage Elevation Outflow Primary Secondary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs)
0.00 0.00 0 620.00 0.00 0.00 0.00
5.00 1.99 82,938 628.07 0.40 0.40 0.00
10.00 0.00 82,433 628.04 0.40 0.40 0.00
15.00 0.00 75,352 627.66 0.39 0.39 0.00
20.00 0.00 68,511 627.27 0.37 0.37 0.00
25.00 0.00 61,919 626.89 0.36 0.36 0.00
30.00 0.00 55,583 626.51 0.34 0.34 0.00
35.00 0.00 49,514 626.13 0.33 0.33 0.00
40.00 0.00 43,728 625.75 0.31 0.31 0.00
45.00 0.00 38,236 625.37 0.30 0.30 0.00
50.00 0.00 33,052 625.00 0.28 0.28 0.00
55.00 0.00 28,195 624.61 0.26 0.26 0.00
60.00 0.00 23,725 624.17 0.24 0.24 0.00
65.00 0.00 19,744 623.67 0.21 0.21 0.00
70.00 0.00 16,339 623.21 0.17 0.17 0.00
75.00 0.00 13,561 622.79 0.14 0.14 0.00
80.00 0.00 11,459 622.46 0.10 0.10 0.00
85.00 0.00 10,081 622.22 0.06 0.06 0.00
90.00 0.00 9,429 622.11 0.02 0.02 0.00
95.00 0.00 9,179 622.06 0.01 0.01 0.00
100.00 0.00 9,036 622.04 0.01 0.01 0.00
105.00 0.00 8,950 622.02 0.00 0.00 0.00
110.00 0.00 8,899 622.01 0.00 0.00 0.00
115.00 0.00 8,869 622.01 0.00 0.00 0.00
120.00 0.00 8,851 622.00 0.00 0.00 0.00
125.00 0.00 8,840 622.00 0.00 0.00 0.00
130.00 0.00 8,834 622.00 0.00 0.00 0.00
135.00 0.00 8,830 622.00 0.00 0.00 0.00
140.00 0.00 8,828 622.00 0.00 0.00 0.00
145.00 0.00 8,826 622.00 0.00 0.00 0.00
150.00 0.00 8,826 622.00 0.00 0.00 0.00
155.00 0.00 8,825 622.00 0.00 0.00 0.00
160.00 0.00 8,825 622.00 0.00 0.00 0.00
165.00 0.00 8,825 622.00 0.00 0.00 0.00
170.00 0.00 8,825 622.00 0.00 0.00 0.00
175.00 0.00 8,825 622.00 0.00 0.00 0.00
180.00 0.00 8,825 622.00 0.00 0.00 0.00
185.00 0.00 8,825 622.00 0.00 0.00 0.00
190.00 0.00 8,825 622.00 0.00 0.00 0.00
195.00 0.00 8,825 622.00 0.00 0.00 0.00
200.00 0.00 8,825 622.00 0.00 0.00 0.00
205.00 0.00 8,825 622.00 0.00 0.00 0.00
210.00 0.00 8,825 622.00 0.00 0.00 0.00
215.00 0.00 8,825 622.00 0.00 0.00 0.00
220.00 0.00 8,825 622.00 0.00 0.00 0.00
225.00 0.00 8,825 622.00 0.00 0.00 0.00
230.00 0.00 8,825 622.00 0.00 0.00 0.00
235.00 0.00 8,825 622.00 0.00 0.00 0.00
240.00 0.00 8,825 622.00 0.00 0.00 0.00
245.00 0.00 8,825 622.00 0.00 0.00 0.00
250.00 0.00 8,825 622.00 0.00 0.00 0.00

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)

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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
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a\ I 4:w u1' a
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• ili;lra!d1 , .a 11
P 60 1 _ !III iii
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I — V= ' i—il 4/'Iu1:d11■11111IIIIIlhh1■11 ' —
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---- ; .5(3 • %� l l'I 1 1 uul1u ■■ 1
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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'
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rs 60 1 - ': - • 'IA;llll,ljoi 'I •111�
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t
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1 I ■III — I(< .!
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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 nmlul t i' If 1
diameter (Do) i 80 ' 4. uu111 �1I� I . ,,i '
IIIIIIIIIIIII • A„Itii'I
La -+I f_ 11111111111 ., WIWI/
uunlluu ‘f,!arn�ul'
T ilwa__ < 0.5Do - _,..- - --- --._ _. I-_ '-- 111111111 „frrnlr r
��1 7C IIII , ll'AIP.111'iiiiiii ' 1
a\ _- 14arlsn Ir a
��. j- I ill.lil�I' 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■
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v 5 I - 6 •� roil auuum■
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`n —_ _----f .r ell�unnt■o1 u ■ .
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ill
I 1d i%' il_ .IIi111,Jiufiu ■ 1
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14/1//11M Mil
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= _-- aI " gi1iIIIIIdP11V is Q
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ll- , ii munuuuuuum■ o
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• IIIIIIIIIIIIII 1111111111■
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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
IIIIIII NNNN IIN ./�_ ■ 11111V::11'11ti•' ir 3
IIIIIIINN 2 — ji �� a,:;d11P °je,
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
N■Illllu.mii� 1 r_ I ■■■ ' %I�'r4":ire'• 11110"n:
�",iitllll N=NN r• i r ,
N■411111 ■ 1-..IILIII, L
N■1111111 "vi1l;Ipi1V. I,
��� -~- ■ / 171111dIIII �IIill�i N
0 N■1111111 NNNN I. -I' • �! III;IIIII,IIIih tilr 2
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
Is�II.,�i _ IIIIIIN IImIIIIIIIIIIU
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
"/
,a. d7151i Ii i' Al
O //./II!iP/11 .1 • II■�C C\ 0 _ - h. 7/111 Ills •. . , uuu_
�n111n 5 uIII■
Le _ E r- + r li roi, • nnnn-
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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31 I . ... I .4 N111111111ur/7,W�ii 1
• 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
��1 7C IIII * AMINO' ' 11
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/
�Y. I - Z AIi 11111111 IIIIP'IIIIIIi[I�
1111 ale, �.Fiiii ,n'ISuu ,m/U.
I �� }d '--!I Mil !1_ ,111111�So:iuIll urd
20 r�NN 1 _ /-:/�1 t 1 r11i1111rin�;nv 1u�1I,11
20 ft. — i—'1I 2 -��' — — 111111n::1r Iv & ...it 3
�ililll�l 11
10 ■■�w=� i r I — — �_ i� � � lib"il��• ��
..ii=� Mil — 4 �rS'mPill' I!i
/ iv"tIl1SIUilI►1 It a)
0 =NI= -- / r lllll!dIISIC�II;II�i 11 2 N
���MIMI .__,_ I �! IIII;IIIII,11151:11! 11
_� aPr•P �11iiii91P1PIV_1t/11 Q
r �Iiuvi11r�1!auuw m■u
%�iIV:d11:115111111IIII III■11
I — -} V='' A i—SI •'IIII:,II1■IIIIIIIllll111■11 -
`` I,l_ !I', / �..��—� ilinunuunuunnuwm ,..,_
i`- /�lg. — --- IIIIIIIIIIIIIIIIIIIIIIIIII■11 0
_ I tr u11uu1u■I Inluull■■
,• < � IIIIIIIIIIIIII.......IIIII■11 n
. _ _ �" %m IIIII I I 1 11111tIIII■I1 1
-~ - I �-V c 15,, — - �� � � r 111`I 1 IIII II■II
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 - 7811 RCP
25 , „ I • , 11 , • ' I I I I I . I I . 1-T 1 1 . , . , 1 .
, • 1 , 1 1 1 „ 1 1 , , I I r . , 1 I , 1 i , , I , I • I ' I
'
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1 1 t 11 , , 1 • . 1 . 1 ! 1 1- I , . . 1 , I . ! l
't I II 11 , • 1 1 1 1 I ( 1 , 1 , I ,
t ! r , ; 1 1 1 1 1 114 . 1 1 I , , I 1
, , i , L 1 I I . 1 , I 1 , ) I ,
15 i . . ( 1 11
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Lim 1 . t I ' , 111 1 I 1 ! . 1 . . 1 . .
11 ' ` 1 1 5 , 1 ; 1 1 1 , , 1 . . , . I 1
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5 ! 11 11 , ; ! ; • . 1 . . 1 1 , , I-i 1 . , i 1 1 1 I I 1 • 1 1 1
• 1 1 1 1 1 • rj P I 1 1 1 , i 1 1 '1 1 1 1 ! I 11 1 1 1 , 1 . . . ! ! I I , l i
• 1 1 1 ! 1 1 , , 1 1 ` 1 1 1 , 1 • , , . 1 1 1 ' ' , I I
' • 11 ! 1 • I. • ' ' • 111 I1 I1Ii 11-• 111 „ 1I1I , ji( .• i ...
. i . I 1 I I I 1 1 ' , 1 1 . 1 I , I 1 1 I , 1 • . . . . . ' L' r ' 1
. 1 • r I-1 1 i l l I , . . I . I t i 1 , 1 , I . , , . 1 1
. I . . ii`1 , . . ; . , 1 . . . 1 , , 1 , • . . . i , f I I 1
' , I I I •' ' I ; I i , . I I 1 ; , ( I , 1 . . . ; . 1 1 . . , ;
0— I I 1 1 . I l
t;r ar it oir lit" 78„ I I I
0' 5' 10' 15' 20' 25'
DIAMETER (Ft.)
Figure 8.06c
Ltlrci i m cn-A!'KUF
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.. ,
i
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r
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• 1. -\ Defl
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irce
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•/ \ ti
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I. l 1 . i .,
•
f.
1 A000 ap a�, _ ,bQ e ion ate , ,_. male.
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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m i ,

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: 06/21/24 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= 22.2 Acres
Post-Developed Impervious Area*= 11.42 Acres,or 51.4%
Average pool depth= 4.9 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: 160,682
Vshelf 1,283
Abottom of shelf: 32,270
day= 4.94 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= 1.35
Surface Area Required=SA/DA/100 x Drainage Area: 0.30 Acres
Surface Area Provided(at permanent pool): 0.88 Acres OK
Refer to Storage-Elevation Data Chart below
WATER QUALITY VOLUME (WQv)
Rv=runoff coefficient(Runoff/Rainfall)
WQv=Water Quality Volume (1-year 24-hour storm event per Goose Creek Watershed requirements 15A NCAC 02B.0602(2.92"))
1=%Impervious
("Simple Method"-Schueler) Rv=0.05+0.009(1)
WQv= 3630*RD*RV*A
Rv= 0.51
WQv= 120708 Cubic Feet Required
2.77 Ac.Ft.
WQv Elevation= 624.98 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: 06/21/24 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= 0.279 cfs
Drawdown Time= 5 days (See WQ Routing)
ORIFICE SIZING FOR WATER QUALITY VOLUME
Avg Head=(WQv Elev-Perm Pool Elev)/2= 1.2 ft
Use orifice equation
Q=CA(2gh)^0.5
A=Q/(C*(2gh)^0.5)
A= 7.499 in^2
A=(¶*d^2)/4
d=((A*4)/¶)^0.5
d= 3.09 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 5545 0.127 0 0 937 0 6482 0 0
617.00 20285 0.466 12915 12915 1500 1219 21785 14134 0
618.00 22546 0.518 21416 34331 2177 1839 24723 23254 0
619.00 24876 0.571 23711 58042 2966 2572 27842 26283 0
620.00 27273 0.626 26075 84116 3869 3418 31142 29492 0
621.00 29738 0.683 28506 112622 4885 4377 34623 32883 0
622.00 32270 0.741 31004 143626 6014 5450 38284 36454 0
622.50 35957 0.825 17057 160682 0 0 35957 18560 0 PPV
623.00 39730 0.912 18922 179604 0 0 39730 18922 18922
624.00 54134 1.243 46932 226536 0 0 54134 46932 65854
625.00 57401 1.318 55768 282304 0 0 57401 55768 121621 WQV
626.00 60612 1.391 59007 341310 0 0 60612 59007 180628
627.00 64029 1.470 62321 403631 0 0 64029 62321 242948
628.00 67457 1.549 65743 469374 0 0 67457 65743 308691
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= 624.98
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: 06/21/24 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% 12832 7.99%
Inlet 2 0.0 0.0% 11694 8.14%
Inlet 3 0.0 0.0% 0.00%
Total I 16.13%
BMP Forebay 1 Storage-Elevation Data
Total
Inc.Vol. Accum.
Elevation Area(sf) Area(ac) (cu-ft) Vol.(cu-ft) Notes
616.00 419 0.01 0 0
617.00 692 0.02 556 556
618.00 1022 0.02 857 1413
619.00 1408 0.03 1215 2628
620.00 1851 0.04 1630 4257
621.00 2351 0.05 2101 6358
622.00 2907 0.07 4739 11097
622.50 4032 0.09 1735 12832
623.00 5059 0.12 3999 16831
BMP Forebay 2 Storage-Elevation Data
Total
Inc.Vol. Accum.
Elevation Area(sf) Area(ac) (cu-ft) Vol.(cu-ft) Notes
616.00 518 0.01 0 0
617.00 808 0.02 663 663
618.00 1155 0.03 982 1645
619.00 1558 0.04 1357 3001
620.00 2018 0.05 1788 4789
621.00 2534 0.06 2276 7065
622.00 3107 0.07 2821 9886
622.50 4128 0.09 1809 11694
623.00 5108 0.12 2309 14003
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: 06/21/24 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: 22,891
Vshelf 570
Abottom of shelf: 6,496
day= 3.44 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= 1.81
Surface Area Required=SA/DA/100 x Drainage Area: 0.20 Acres
Surface Area Provided(at permanent pool): 0.31 Acres OK
Refer to Storage-Elevation Data Chart below
WATER QUALITY VOLUME (WQv)
Rv=runoff coefficient(Runoff/Rainfall)
WQv=Water Quality Volume (1-year 24-hour storm event per Goose Creek Watershed requirements 15A NCAC 02B.0602(2.92"))
1=%Impervious
("Simple Method"-Schueler) Rv=0.05+0.009(1)
WQv= 3630*RD*RV*A
Rv= 0.54
WQv= 62919 Cubic Feet Required
- 1.44 Ac.Ft.
WQv Elevation= 628.43 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)
•••.•
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: 06/21/24 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= 0.243 cfs
Drawdown Time= 3 days (See WQ Routing)
ORIFICE SIZING FOR WATER QUALITY VOLUME
Avg Head=(WQv Elev-Perm Pool Elev)/2= 2.0 ft
Use orifice equation
Q=CA(2gh)^0.5
A=Q/(C*(2gh)^0.5)
A= 5.180 in^2
A=(¶*d^2)/4
d=((A*4)/¶)^0.5
d= 2.57 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
620.00 3250 0.075 0 0 107 0 3357 0 0
621.00 3977 0.091 3614 3614 415 261 4392 3875 0
622.00 4760 0.109 4369 7982 748 582 5508 4950 0
623.00 5600 0.129 5180 13162 1106 927 6706 6107 0
624.00 6496 0.149 6048 19210 1490 1298 7986 7346 0
624.50 8228 0.189 3681 22891 2407 974 10635 4655 0 PPV
625.00 10179 0.234 4602 27493 3421 1457 13600 6059 6059
626.00 15215 0.349 12697 40190 0 0 15215 14408 20466
627.00 17285 0.397 16250 56440 0 0 17285 16250 36716
628.00 18524 0.425 17905 74344 0 0 18524 17905 54621 WQV
629.00 20266 0.465 19395 93739 0 0 20266 19395 74016
630.00 22065 0.507 21166 114905 0 0 22065 21166 95181
631.00 23920 0.549 22993 137897 0 0 23920 22993 118174
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= 628.43
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: 06/21/24 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% 4042 17.66%
Inlet 2 0.0 0.0% 0 0.00%
Inlet 3 0.0 0.0% 0.00%
Total 17.66%
BMP Forebay 1 Storage-Elevation Data
Total
Inc.Vol. Accum.
Elevation Area(sf) Area(ac) (cu-ft) Vol.(cu-ft) Notes
620.00 107 0.00 0 0
621.00 415 0.01 261 261
622.00 748 0.02 582 843
623.00 1106 0.03 927 1770
624.00 1490 0.03 1298 3068
624.50 2407 0.06 974 4042
625.00 3421 0.08 2439 6481
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: 06/21/24 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 7 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 2
Rectangular Orifice Width 0.00 ft Rectangular Orifice Height 0.00 ft
Number of Sides 0
Total Orifice Area 3.24 sf
WEIGHT OF OUTLET STRUCTURE(Ws)
'oncrete Walls and Bottom Volume=((Outside width)2-(Inside width)2)x height)+((Outside width)2 x thickness= 75.50 cuft
Slab Top Concrete Volume=(Outside width)2 x thickness 0.00 cuft
Orifice Volume(to be subtracted)=Orifice Area x thickness= 1.62 cuft
Ws=Volume of Concrete x Weight of Concrete= 11082.02 lbs
WEIGHT OF WATER DISPLACED(Ww)
Ww=(Outside width)2 x(Interior Height+Thickness)x Weight of water= 11700 lbs
REQUIRED WEIGHT OF BALLAST(Wb)
Wb=(FS x Ww)-Ws= 4713 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= 31.42 cuft
Interior Length= 4.00 ft
Interior Width= 4.00 ft
Required Thickness= 1.96 ft *Assume minimum thickness is thickness of precast riser structure
Provided Thickness of Concrete Ballast= 2.00 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: 06/21/24 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 6.5 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 5.00 in
Number of Sides 1
Rectangular Orifice Width ft Rectangular Orifice Height ft
Number of Sides
Total Orifice Area 1.90 sf
WEIGHT OF OUTLET STRUCTURE(Ws)
'oncrete Walls and Bottom Volume=((Outside width)2-(Inside width)2)x height)+((Outside width)2 x thickness= 71.00 cuft
Slab Top Concrete Volume=(Outside width)2 x thickness 0.00 cuft
Orifice Volume(to be subtracted)=Orifice Area x thickness= 0.95 cuft
Ws=Volume of Concrete x Weight of Concrete= 10507.24 lbs
WEIGHT OF WATER DISPLACED(Ww)
Ww=(Outside width)2 x(Interior Height+Thickness)x Weight of water= 10920 lbs
REQUIRED WEIGHT OF BALLAST(Wb)
Wb=(FS x Ww)-Ws= 4235 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= 28.23 cuft
Interior Length= 4.00 ft
Interior Width= 4.00 ft
Required Thickness= 1.76 ft *Assume minimum thickness is thickness of precast riser structure
Provided Thickness of Concrete Ballast= 1.80 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: 6/21/2024 RVW: AWA
ANTI-SEEP COLLAR
Length: I 106.06 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 153.00 ft.
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. 2 81.00 ft.
Actual Actual Actual Collars Total Length(106.06 ft)
OCS to ASC ACS to ACS ACS to Outlet
16.00 ft. 32.00 ft. 24.00 ft. 3 107.00 ft. INCLUDES THICKNESS OF COLLAR

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: 6/21/2024 RVW: AWA
ANTI-SEEP COLLAR
Length: I 69.52 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 153.00 ft.
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. 1 - 81.00 ft.
Actual Actual Actual Collars Total Length(69.52 ft)
OCS to ASC ACS to ACS ACS to Outlet
15.00 ft. 30.00 ft. 22.50 ft. 2 69.50 ft. INCLUDES THICKNESS OF COLLAR

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: 6/21/2024 RVW: AWA
ANTI-SEEP COLLAR
Length: l 49.25 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. 1 - 65.25 ft.
Actual Actual Actual Collars Total Length(49.25 ft)
OCS to ASC ACS to ACS ACS to Outlet
10.50 ft. 21.00 ft. 15.75 ft. 2 49.25 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: 6/21/2024 RVW: AWA
ANTI-SEEP COLLAR
Length: 86.48 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. 2 _ 65.25 ft.
Actual Actual Actual Collars Total Length(86.48 ft)
OCS to ASC ACS to ACS ACS to Outlet
13.00 ft. 26.00 ft. 19.50 ft. 3 87.50 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 6/21/2024
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 6/21/2024
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=624.45' Storage=90,617 cf Inflow=65.17 cfs 2.949 af
Primary=0.32 cfs 0.887 af Secondary=0.00 cfs 0.000 af Tertiary=0.55 cfs 2.063 af Outflow=0.86 cfs 2.949 af
Pond 2P: Pond#2 (Wetpond) Peak Elev=627.05' Storage=37,529 cf Inflow=33.97 cfs 1.544 af
Primary=0.37 cfs 0.433 af Secondary=0.00 cfs 0.000 af Tertiary=1.00 cfs 1.111 af Outflow=1.37 cfs 1.544 af
Link 1L: Post-Dev Area#1 Inflow=14.24 cfs 5.232 af
Primary=14.24 cfs 5.232 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 6/21/2024
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 6/21/2024
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 6/21/2024
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 6/21/2024
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 6/21/2024
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 6/21/2024
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 6/21/2024
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 6/21/2024
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-hIr
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 1 1 1 1 1 1 1 Irlid.L7
fi -1 - 1- + 1 1 -1 - 1- 1 -1- fi -1 - - 'YI —
3� 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 I- 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 6/21/2024
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 6/21/2024
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 = 0.86 cfs @ 18.96 hrs, Volume= 2.949 af, Atten= 99%, Lag= 419.7 min
Primary = 0.32 cfs @ 18.96 hrs, Volume= 0.887 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
Tertiary = 0.55 cfs @ 18.96 hrs, Volume= 2.063 af
Routed to Link 1 L : Post-Dev Area #1
Routing by Stor-lnd method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs
Peak Elev= 624.45'@ 18.96 hrs Surf.Area= 55,608 sf Storage= 90,617 cf
Plug-Flow detention time= 1,149.4 min calculated for 2.949 of(100% of inflow)
Center-of-Mass det. time= 1,149.5 min ( 1,972.0 - 822.5 )
Volume Invert Avail.Storage Storage Description _
#1 622.50' 308,691 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
622.50 35,957 0 0
623.00 39,730 18,922 18,922
624.00 54,134 46,932 65,854
625.00 57,401 55,768 121,621
626.00 60,612 59,007 180,628
627.00 64,029 62,321 242,948
628.00 67,457 65,743 308,691
Device Routing Invert Outlet Devices
#1 Primary 619.00' 24.0" Round Culvert
L= 106.1' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 619.00'/618.36' S= 0.0060 '/' 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 Sharp-Crested Rectangular Weir X 4.00
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)
#5 Tertiary 619.00' 3.0" Vert. Orifice to Level Spreader C= 0.600
Limited to weir flow at low heads

Courtyards at the Greenway Detention Type 1124-hr 1-yr 24 hr Rainfall=2.92"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 13
Primary OutFlow Max=0.32 cfs @ 18.96 hrs HW=624.45' (Free Discharge)
4-1=Culvert (Passes 0.32 cfs of 31.91 cfs potential flow)
AL2=Water Quality Orifice (Orifice Controls 0.32 cfs @ 6.51 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)
Tertiary OutFlow Max=0.55 cfs @ 18.96 hrs HW=624.45' (Free Discharge)
4-5=Orifice to Level Spreader(Orifice Controls 0.55 cfs @ 11.11 fps)
Pond 1 P: Pond #1 (Wetpond)
Hydrograph
I I I I I I I I I I I I I I I I I I I I I I I I
z I I I I I I I I I I I I I I I I I I I I I I I I ■Inflow
65.17 cfs I ■Outflow
Ipp ,;, ■Prima
111111111111” �T' 1� ■Secondary
70� / T i I T T T I T T T T I Pe�ak lev=624.45 •Tertiary
65
-1- I- i- + -4 -1 - 1- T + -I -I-SM1i/ age=n+Il l,+ -
55� —I —I— I- 4 _L _4 —I — I- 1_ —I —I— I- 41 _I —I —I— I- 4 4 —
50� 1 1 1 1 1 1 1 1 1 I I I I 1
45� I 1 1 1 1 1 1 1 1 1 I I I I 1
40� I 1 1 1 1 1 1 1 1 1 I I I I 1
3 35� 1 1 1 1 1 1 1 1 I I I I 1
'� 307 1 1 1 1 1 1 1 1 1 I I I I 1
25� T -1- 1- TTT -I - I- TTTT -I- I- TTT -I -I- TTT -
20: -' -'- I- 1- -1 -1 - '- '- t t -' -'- 1- t t 1 -1 -1- T t t -
15� / 0.66 c f s
•
10� ii®, -
pp,0.55 cfsz
0 10 20 30 40 50 60 70 80 90 100 1 10 120 130 140 150 160 170 180 190 200 210 220 230 240 250
Time (hours)

Courtyards at the Greenway Detention Type 1124-hr 1-yr 24 hr Rainfall=2.92"
Prepared by Timmons Group Printed 6/21/2024
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 Tertiary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs) (cfs)
0.00 0.00 0 622.50 0.00 0.00 0.00 0.00
5.00 0.00 0 622.50 0.00 0.00 0.00 0.00
10.00 0.51 1,036 622.53 0.23 0.00 0.00 0.23
15.00 1.63 86,416 624.38 0.85 0.31 0.00 0.54
20.00 0.72 90,357 624.45 0.86 0.32 0.00 0.55
25.00 0.00 84,645 624.34 0.85 0.31 0.00 0.54
30.00 0.00 69,706 624.07 0.81 0.28 0.00 0.53
35.00 0.00 55,502 623.80 0.77 0.26 0.00 0.51
40.00 0.00 42,092 623.53 0.72 0.23 0.00 0.50
45.00 0.00 29,576 623.26 0.67 0.19 0.00 0.48
50.00 0.00 18,101 622.98 0.60 0.14 0.00 0.46
55.00 0.00 7,933 622.72 0.52 0.07 0.00 0.45
60.00 0.00 574 622.52 0.13 0.00 0.00 0.13
65.00 0.00 10 622.50 0.00 0.00 0.00 0.00
70.00 0.00 0 622.50 0.00 0.00 0.00 0.00
75.00 0.00 0 622.50 0.00 0.00 0.00 0.00
80.00 0.00 0 622.50 0.00 0.00 0.00 0.00
85.00 0.00 0 622.50 0.00 0.00 0.00 0.00
90.00 0.00 0 622.50 0.00 0.00 0.00 0.00
95.00 0.00 0 622.50 0.00 0.00 0.00 0.00
100.00 0.00 0 622.50 0.00 0.00 0.00 0.00
105.00 0.00 0 622.50 0.00 0.00 0.00 0.00
110.00 0.00 0 622.50 0.00 0.00 0.00 0.00
115.00 0.00 0 622.50 0.00 0.00 0.00 0.00
120.00 0.00 0 622.50 0.00 0.00 0.00 0.00
125.00 0.00 0 622.50 0.00 0.00 0.00 0.00
130.00 0.00 0 622.50 0.00 0.00 0.00 0.00
135.00 0.00 0 622.50 0.00 0.00 0.00 0.00
140.00 0.00 0 622.50 0.00 0.00 0.00 0.00
145.00 0.00 0 622.50 0.00 0.00 0.00 0.00
150.00 0.00 0 622.50 0.00 0.00 0.00 0.00
155.00 0.00 0 622.50 0.00 0.00 0.00 0.00
160.00 0.00 0 622.50 0.00 0.00 0.00 0.00
165.00 0.00 0 622.50 0.00 0.00 0.00 0.00
170.00 0.00 0 622.50 0.00 0.00 0.00 0.00
175.00 0.00 0 622.50 0.00 0.00 0.00 0.00
180.00 0.00 0 622.50 0.00 0.00 0.00 0.00
185.00 0.00 0 622.50 0.00 0.00 0.00 0.00
190.00 0.00 0 622.50 0.00 0.00 0.00 0.00
195.00 0.00 0 622.50 0.00 0.00 0.00 0.00
200.00 0.00 0 622.50 0.00 0.00 0.00 0.00
205.00 0.00 0 622.50 0.00 0.00 0.00 0.00
210.00 0.00 0 622.50 0.00 0.00 0.00 0.00
215.00 0.00 0 622.50 0.00 0.00 0.00 0.00
220.00 0.00 0 622.50 0.00 0.00 0.00 0.00
225.00 0.00 0 622.50 0.00 0.00 0.00 0.00
230.00 0.00 0 622.50 0.00 0.00 0.00 0.00
235.00 0.00 0 622.50 0.00 0.00 0.00 0.00
240.00 0.00 0 622.50 0.00 0.00 0.00 0.00
245.00 0.00 0 622.50 0.00 0.00 0.00 0.00
250.00 0.00 0 622.50 0.00 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 6/21/2024
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 = 1.37 cfs @ 13.42 hrs, Volume= 1.544 af, Atten= 96%, Lag= 87.8 min
Primary = 0.37 cfs @ 13.42 hrs, Volume= 0.433 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
Tertiary = 1.00 cfs @ 13.42 hrs, Volume= 1.111 of
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= 627.05'@ 13.42 hrs Surf.Area= 17,343 sf Storage= 37,529 cf
Plug-Flow detention time=359.7 min calculated for 1.544 af(100% of inflow)
Center-of-Mass det. time= 359.8 min ( 1,178.6 - 818.8 )
Volume Invert Avail.Storage Storage Description
#1 624.50' 118,174 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
624.50 10,635 0 0
625.00 13,600 6,059 6,059
626.00 15,215 14,408 20,466
627.00 17,285 16,250 36,716
628.00 18,524 17,905 54,621
629.00 20,266 19,395 74,016
630.00 22,065 21,166 95,181
631.00 23,920 22,993 118,174
Device Routing Invert Outlet Devices
#1 Primary 622.00' 18.0" Round Culvert
L= 49.2' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 622.00'/621.70' S= 0.0061 '/' Cc= 0.900
n= 0.010, Flow Area= 1.77 sf
#2 Device 1 624.50' 3.0" Vert. Water Quality Orifice C= 0.600
Limited to weir flow at low heads
#3 Device 1 628.50' 4.0' long Sharp-Crested Rectangular Weir X 4.00
2 End Contraction(s)
#4 Secondary 629.50' 45.0 deg x 25.0' long x 0.50' rise Emergency Spillway
Cv= 2.56 (C= 3.20)
#5 Tertiary 624.50' 5.0" Vert. Orifice to Level Spreader C= 0.600
Limited to weir flow at low heads

Courtyards at the Greenway Detention Type 1124-hr 1-yr 24 hr Rainfall=2.92"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 16
Primary OutFlow Max=0.37 cfs @ 13.42 hrs HW=627.05' (Free Discharge)
4-1=Culvert (Passes 0.37 cfs of 17.64 cfs potential flow)
AL2=Water Quality Orifice (Orifice Controls 0.37 cfs @ 7.49 fps)
3=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)
Tertiary OutFlow Max=1.00 cfs @ 13.42 hrs HW=627.05' (Free Discharge)
4-5=Orifice to Level Spreader(Orifice Controls 1.00 cfs @ 7.36 fps)
Pond 2P: Pond #2 (Wetpond)
Hydrograph
I I I I I 1 T I I I I T I I I I I T I I I I T 1
I I 1 1 I I 1 I I 1 1 I I 1 1 I I 1 1 I 1 1 ■Inflow
I 33.97 cfs I a Outflow
1�Ip I� •Primary
—1 —1— I— 1— T _l —I _ 1_ I— 4 H�'2' - —1— T — ■Secondary
38, i / H —I— 1— H + 4 —1 — I— H + 4 H —I pe 6-21- 7.-05.— ■Tertiary
36 —1 —1— I— 17 -r 1 -1 - 1- I- -r -1 -1- 1- -r -1 - - —
34 / rt }^..
32 / T - I T T T T T T T I StO ge- 1f5g t rt 9-0
30
28i' I I I I I I I I I I I I I I I I I I I I I I I
26i' / HHIHHHILHJHIHHHHHJ_II_
24=' / 4 4 —I— 1 T + —I 1 — I— I— + 4 4 —1— H + 4 1 1 I— + 4
w 22='
rt -1IIfirthIIrrtrt -1IIfirthII1- rtrt
20
18= / 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
o
144' 0 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
124 —1 —1 1 4 - I —I — I— I— -H 4 —1 —1— -— -H 4 —I —I— I— -H 4 —
10 z ' 37 cfs
8- ! LI
��������������������������������������������������������������������������������������
1.00 cfs — ./
0
0 10 20 30 40 50 60 70 80 90 100 1 10 120 130 140 150 160 170 180 190 200 210 220 230 240 250
Time (hours)

Courtyards at the Greenway Detention Type 1124-hr 1-yr 24 hr Rainfall=2.92"
Prepared by Timmons Group Printed 6/21/2024
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 Tertiary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs) (cfs)
0.00 0.00 0 624.50 0.00 0.00 0.00 0.00
5.00 0.00 0 624.50 0.00 0.00 0.00 0.00
10.00 0.31 1,044 624.60 0.05 0.02 0.00 0.03
15.00 0.83 35,626 626.94 1.34 0.36 0.00 0.98
20.00 0.37 23,465 626.19 1.10 0.30 0.00 0.80
25.00 0.00 11,554 625.39 0.75 0.21 0.00 0.54
30.00 0.00 2,766 624.74 0.22 0.08 0.00 0.14
35.00 0.00 971 624.59 0.04 0.02 0.00 0.02
40.00 0.00 541 624.55 0.02 0.01 0.00 0.01
45.00 0.00 320 624.53 0.01 0.00 0.00 0.01
50.00 0.00 189 624.52 0.01 0.00 0.00 0.00
55.00 0.00 112 624.51 0.00 0.00 0.00 0.00
60.00 0.00 66 624.51 0.00 0.00 0.00 0.00
65.00 0.00 39 624.50 0.00 0.00 0.00 0.00
70.00 0.00 23 624.50 0.00 0.00 0.00 0.00
75.00 0.00 14 624.50 0.00 0.00 0.00 0.00
80.00 0.00 8 624.50 0.00 0.00 0.00 0.00
85.00 0.00 5 624.50 0.00 0.00 0.00 0.00
90.00 0.00 3 624.50 0.00 0.00 0.00 0.00
95.00 0.00 2 624.50 0.00 0.00 0.00 0.00
100.00 0.00 1 624.50 0.00 0.00 0.00 0.00
105.00 0.00 1 624.50 0.00 0.00 0.00 0.00
110.00 0.00 0 624.50 0.00 0.00 0.00 0.00
115.00 0.00 0 624.50 0.00 0.00 0.00 0.00
120.00 0.00 0 624.50 0.00 0.00 0.00 0.00
125.00 0.00 0 624.50 0.00 0.00 0.00 0.00
130.00 0.00 0 624.50 0.00 0.00 0.00 0.00
135.00 0.00 0 624.50 0.00 0.00 0.00 0.00
140.00 0.00 0 624.50 0.00 0.00 0.00 0.00
145.00 0.00 0 624.50 0.00 0.00 0.00 0.00
150.00 0.00 0 624.50 0.00 0.00 0.00 0.00
155.00 0.00 0 624.50 0.00 0.00 0.00 0.00
160.00 0.00 0 624.50 0.00 0.00 0.00 0.00
165.00 0.00 0 624.50 0.00 0.00 0.00 0.00
170.00 0.00 0 624.50 0.00 0.00 0.00 0.00
175.00 0.00 0 624.50 0.00 0.00 0.00 0.00
180.00 0.00 0 624.50 0.00 0.00 0.00 0.00
185.00 0.00 0 624.50 0.00 0.00 0.00 0.00
190.00 0.00 0 624.50 0.00 0.00 0.00 0.00
195.00 0.00 0 624.50 0.00 0.00 0.00 0.00
200.00 0.00 0 624.50 0.00 0.00 0.00 0.00
205.00 0.00 0 624.50 0.00 0.00 0.00 0.00
210.00 0.00 0 624.50 0.00 0.00 0.00 0.00
215.00 0.00 0 624.50 0.00 0.00 0.00 0.00
220.00 0.00 0 624.50 0.00 0.00 0.00 0.00
225.00 0.00 0 624.50 0.00 0.00 0.00 0.00
230.00 0.00 0 624.50 0.00 0.00 0.00 0.00
235.00 0.00 0 624.50 0.00 0.00 0.00 0.00
240.00 0.00 0 624.50 0.00 0.00 0.00 0.00
245.00 0.00 0 624.50 0.00 0.00 0.00 0.00
250.00 0.00 0 624.50 0.00 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 6/21/2024
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 = 1.37" for 1-yr 24 hr event
Inflow = 14.24 cfs @ 12.04 hrs, Volume= 5.232 af
Primary = 14.24 cfs @ 12.04 hrs, Volume= 5.232 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
/— fi I LH 1— t 1 L + I- 1 1 - ■Inflow
L14.24 cfs l — 7 —1 - 1— + -1 — H + —I - 1— + -1 — I— + —I - 1— + —I - 1— + -1 - 1- - Primary
157:11424cfs 1 1 1 1 1 L + In low Area_=45.7GO ac- -I I I I I I I I I I I I I I I I I I I I I I
137 , I I I I I I I I I I I I I I I I I I I I I I I
122.! I I I I I I I I I I I I I I I I I I I I I I I
11� I I I I I I I I I I I I I I I I I I I I I I I
107Y —' — I— 7 —I — 1— t —1 — H t —1 — I— t —I — 1— t —1 — I— t —1 — I— t —I — 1— -
7 1 — 1 + 1 — L + 1 — + 1 — 1 + 1 — 1 + —1 — 1 + 1 — 1 -
C 9
/ L1 -1 - 1- 1 -1 — LL -1 - - 1 -1 - 1— L -1 - 1— L -1 - 1- 1 -1 - 1— _
3 8J I 1 1 1 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 I I I I I I I I I I I I I I
Ø# 1- 77 -1 - 1- 7 -1 — L7 -1 — I T -1 - 1— T -1 - 1— T -1 - 1— TT — I
—I— HH — I— HH — h- ± H — H ± —I — I— ± H — H * H — ± H — I- -
H 1 1 L L—I — I— —I — L —I — I- 1 —I — I— _L —I — I— —I — I- 1II -
2� / � 11 1 1 1 1 1 1 1 1 1 1 1 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 1124-hr 1-yr 24 hr Rainfall=2.92"
Prepared by Timmons Group Printed 6/21/2024
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 0.28 0.00 0.28
15.00 2.76 0.00 2.76
20.00 2.23 0.00 2.23
25.00 1.60 0.00 1.60
30.00 1.03 0.00 1.03
35.00 0.81 0.00 0.81
40.00 0.74 0.00 0.74
45.00 0.68 0.00 0.68
50.00 0.61 0.00 0.61
55.00 0.52 0.00 0.52
60.00 0.13 0.00 0.13
65.00 0.00 0.00 0.00
70.00 0.00 0.00 0.00
75.00 0.00 0.00 0.00
80.00 0.00 0.00 0.00
85.00 0.00 0.00 0.00
90.00 0.00 0.00 0.00
95.00 0.00 0.00 0.00
100.00 0.00 0.00 0.00
105.00 0.00 0.00 0.00
110.00 0.00 0.00 0.00
115.00 0.00 0.00 0.00
120.00 0.00 0.00 0.00
125.00 0.00 0.00 0.00
130.00 0.00 0.00 0.00
135.00 0.00 0.00 0.00
140.00 0.00 0.00 0.00
145.00 0.00 0.00 0.00
150.00 0.00 0.00 0.00
155.00 0.00 0.00 0.00
160.00 0.00 0.00 0.00
165.00 0.00 0.00 0.00
170.00 0.00 0.00 0.00
175.00 0.00 0.00 0.00
180.00 0.00 0.00 0.00
185.00 0.00 0.00 0.00
190.00 0.00 0.00 0.00
195.00 0.00 0.00 0.00
200.00 0.00 0.00 0.00
205.00 0.00 0.00 0.00
210.00 0.00 0.00 0.00
215.00 0.00 0.00 0.00
220.00 0.00 0.00 0.00
225.00 0.00 0.00 0.00
230.00 0.00 0.00 0.00
235.00 0.00 0.00 0.00
240.00 0.00 0.00 0.00
245.00 0.00 0.00 0.00
250.00 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 6/21/2024
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 1 P: Pond#1 (Wetpond) Peak Elev=624.46' Storage=91,239 cf Inflow=74.72 cfs 2.331 af
Primary=0.32 cfs 0.680 af Secondary=0.00 cfs 0.000 af Tertiary=0.55 cfs 1.651 af Outflow=0.87 cfs 2.331 af
Pond 2P: Pond#2 (Wetpond) Peak Elev=627.12' Storage=38,737 cf Inflow=39.16 cfs 1.228 af
Primary=0.37 cfs 0.345 af Secondary=0.00 cfs 0.000 af Tertiary=1.02 cfs 0.883 af Outflow=1.39 cfs 1.228 af
Link 1L: Post-Dev Area#1 Inflow=14.01 cfs 4.077 of
Primary=14.01 cfs 4.077 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 6/21/2024
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 6/21/2024
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 6/21/2024
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 6/21/2024
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 6/21/2024
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 6/21/2024
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'61r1Rairif-a111 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 � � - 11- 11 H- H -I�3tib 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 6/21/2024
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 6/21/2024
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 6/21/2024
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 6/21/2024
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 = 0.87 cfs @ 6.08 hrs, Volume= 2.331 af, Atten= 99%, Lag= 186.7 min
Primary = 0.32 cfs @ 6.08 hrs, Volume= 0.680 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
Tertiary = 0.55 cfs @ 6.08 hrs, Volume= 1.651 af
Routed to Link 1 L : Post-Dev Area #1
Routing by Stor-lnd method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs
Peak Elev= 624.46'@ 6.08 hrs Surf.Area= 55,645 sf Storage= 91,239 cf
Plug-Flow detention time= 1,043.7 min calculated for 2.331 af(100% of inflow)
Center-of-Mass det. time= 1,043.7 min ( 1,249.2 - 205.5 )
Volume Invert Avail.Storage Storage Description _
#1 622.50' 308,691 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
622.50 35,957 0 0
623.00 39,730 18,922 18,922
624.00 54,134 46,932 65,854
625.00 57,401 55,768 121,621
626.00 60,612 59,007 180,628
627.00 64,029 62,321 242,948
628.00 67,457 65,743 308,691
Device Routing Invert Outlet Devices
#1 Primary 619.00' 24.0" Round Culvert
L= 106.1' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 619.00'/618.36' S= 0.0060 '/' 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 Sharp-Crested Rectangular Weir X 4.00
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)
#5 Tertiary 619.00' 3.0" Vert. Orifice to Level Spreader C= 0.600
Limited to weir flow at low heads

Courtyards at the Greenway Detention Type II 6-hr 2-yr 6-hr Rainfall=2.52"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 31
Primary OutFlow Max=0.32 cfs @ 6.08 hrs HW=624.46' (Free Discharge)
L1=Culvert (Passes 0.32 cfs of 31.95 cfs potential flow)
AL2=Water Quality Orifice (Orifice Controls 0.32 cfs @ 6.53 fps)
3=Sharp-Crested Rectangular Weir( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=622.50' (Free Discharge)
L4=Emergency Spillway ( Controls 0.00 cfs)
Tertiary OutFlow Max=0.55 cfs @ 6.08 hrs HW=624.46' (Free Discharge)
L5=Orifice to Level Spreader(Orifice Controls 0.55 cfs @ 11.12 fps)
Pond 1 P: Pond #1 (Wetpond)
Hydrograph
I I I I I I I I I I I
I I I I I I I I I I I I I I I I I I ■Inflow
fs I 1 I�Outflow
I I I 1 I I 1 I 71rF gT212 •prima
/(1_
I I I I I I I I I I I I I � I I 1 I C1 • ■Secondary
1 I I I I 1 I I 1 1 I I_peak ey l =624 46' •Tertiary
807
70-
65 / LJ _II -1- 1- L _1 - 1- LL 1 _1_ - LIJ _I -I_ L1J -
60= / L _LJ I I 11A I I LLL _I I I L ± J I I L1L
1 J L J J L _ L J
JJ- I_ LIJ _I _ 1_ LIJJ _I_ - LIJJ -r
<y50I_ L1J -
y50 1. -1_ 1_ 1 _4 _1 _ 1- L1 _1_ I- 1 _I _I_ 1 _
045_, 7 _L _ 1 1 1 _L _I 1 1 I- 11 _I 1 14 _1 1 1 I- 11
-I —I— I— J- 4 -4 —I — I— I— 4 —I —I— I— 4 —I —I —I- 4— 4 —
LL 357 4 4 -I 1 I- 4 ----4 1 1 I- 44 - 1 I 4 -a 1 1 I- 44
30- I- 4 -1 -1- 1— 4 -4 -1 - 1- 1— -k4 -1 -1— I— 4 -1 -1 -1- 4— -k4 -
255 / 4 4 —I 1 1 4 i i 1 i i 4 4 ' ' 1 -4 ' ' 1 1 I 4 4
20 / / / /////////J //////////////////////////////////////////////////////////////////////
15 0.87 cfs
0.32 cfs
10 I o.00 as
51 0.55 cfs
0 10 20 30 40 50 60 70 80 90 100 1 10 120 130 140 150 160 170 180 190 200 210 220 230 240 250
Time (hours)

Courtyards at the Greenway Detention Type II 6-hr 2-yr 6-hr Rainfall=2.52"
Prepared by Timmons Group Printed 6/21/2024
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 Tertiary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs) (cfs)
0.00 0.00 0 622.50 0.00 0.00 0.00 0.00
5.00 2.48 86,173 624.37 0.85 0.31 0.00 0.54
10.00 0.00 79,317 624.25 0.84 0.30 0.00 0.53
15.00 0.00 64,632 623.98 0.80 0.27 0.00 0.52
20.00 0.00 50,698 623.71 0.75 0.25 0.00 0.51
25.00 0.00 37,589 623.44 0.70 0.21 0.00 0.49
30.00 0.00 25,418 623.16 0.65 0.17 0.00 0.47
35.00 0.00 14,360 622.88 0.58 0.12 0.00 0.46
40.00 0.00 4,794 622.63 0.48 0.03 0.00 0.44
45.00 0.00 140 622.50 0.03 0.00 0.00 0.03
50.00 0.00 3 622.50 0.00 0.00 0.00 0.00
55.00 0.00 0 622.50 0.00 0.00 0.00 0.00
60.00 0.00 0 622.50 0.00 0.00 0.00 0.00
65.00 0.00 0 622.50 0.00 0.00 0.00 0.00
70.00 0.00 0 622.50 0.00 0.00 0.00 0.00
75.00 0.00 0 622.50 0.00 0.00 0.00 0.00
80.00 0.00 0 622.50 0.00 0.00 0.00 0.00
85.00 0.00 0 622.50 0.00 0.00 0.00 0.00
90.00 0.00 0 622.50 0.00 0.00 0.00 0.00
95.00 0.00 0 622.50 0.00 0.00 0.00 0.00
100.00 0.00 0 622.50 0.00 0.00 0.00 0.00
105.00 0.00 0 622.50 0.00 0.00 0.00 0.00
110.00 0.00 0 622.50 0.00 0.00 0.00 0.00
115.00 0.00 0 622.50 0.00 0.00 0.00 0.00
120.00 0.00 0 622.50 0.00 0.00 0.00 0.00
125.00 0.00 0 622.50 0.00 0.00 0.00 0.00
130.00 0.00 0 622.50 0.00 0.00 0.00 0.00
135.00 0.00 0 622.50 0.00 0.00 0.00 0.00
140.00 0.00 0 622.50 0.00 0.00 0.00 0.00
145.00 0.00 0 622.50 0.00 0.00 0.00 0.00
150.00 0.00 0 622.50 0.00 0.00 0.00 0.00
155.00 0.00 0 622.50 0.00 0.00 0.00 0.00
160.00 0.00 0 622.50 0.00 0.00 0.00 0.00
165.00 0.00 0 622.50 0.00 0.00 0.00 0.00
170.00 0.00 0 622.50 0.00 0.00 0.00 0.00
175.00 0.00 0 622.50 0.00 0.00 0.00 0.00
180.00 0.00 0 622.50 0.00 0.00 0.00 0.00
185.00 0.00 0 622.50 0.00 0.00 0.00 0.00
190.00 0.00 0 622.50 0.00 0.00 0.00 0.00
195.00 0.00 0 622.50 0.00 0.00 0.00 0.00
200.00 0.00 0 622.50 0.00 0.00 0.00 0.00
205.00 0.00 0 622.50 0.00 0.00 0.00 0.00
210.00 0.00 0 622.50 0.00 0.00 0.00 0.00
215.00 0.00 0 622.50 0.00 0.00 0.00 0.00
220.00 0.00 0 622.50 0.00 0.00 0.00 0.00
225.00 0.00 0 622.50 0.00 0.00 0.00 0.00
230.00 0.00 0 622.50 0.00 0.00 0.00 0.00
235.00 0.00 0 622.50 0.00 0.00 0.00 0.00
240.00 0.00 0 622.50 0.00 0.00 0.00 0.00
245.00 0.00 0 622.50 0.00 0.00 0.00 0.00
250.00 0.00 0 622.50 0.00 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 6/21/2024
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 = 1.39 cfs @ 4.81 hrs, Volume= 1.228 af, Atten= 96%, Lag= 110.8 min
Primary = 0.37 cfs @ 4.81 hrs, Volume= 0.345 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
Tertiary = 1.02 cfs @ 4.81 hrs, Volume= 0.883 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= 627.12'@ 4.81 hrs Surf.Area= 17,429 sf Storage= 38,737 cf
Plug-Flow detention time=363.3 min calculated for 1.228 af(100% of inflow)
Center-of-Mass det. time= 363.5 min ( 568.0 - 204.5 )
Volume Invert Avail.Storage Storage Description
#1 624.50' 118,174 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
624.50 10,635 0 0
625.00 13,600 6,059 6,059
626.00 15,215 14,408 20,466
627.00 17,285 16,250 36,716
628.00 18,524 17,905 54,621
629.00 20,266 19,395 74,016
630.00 22,065 21,166 95,181
631.00 23,920 22,993 118,174
Device Routing Invert Outlet Devices
#1 Primary 622.00' 18.0" Round Culvert
L= 49.2' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 622.00'/621.70' S= 0.0061 '/' Cc= 0.900
n= 0.010, Flow Area= 1.77 sf
#2 Device 1 624.50' 3.0" Vert. Water Quality Orifice C= 0.600
Limited to weir flow at low heads
#3 Device 1 628.50' 4.0' long Sharp-Crested Rectangular Weir X 4.00
2 End Contraction(s)
#4 Secondary 629.50' 45.0 deg x 25.0' long x 0.50' rise Emergency Spillway
Cv= 2.56 (C= 3.20)
#5 Tertiary 624.50' 5.0" Vert. Orifice to Level Spreader C= 0.600
Limited to weir flow at low heads

Courtyards at the Greenway Detention Type II 6-hr 2-yr 6-hr Rainfall=2.52"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 34
Primary OutFlow Max=0.37 cfs @ 4.81 hrs HW=627.12' (Free Discharge)
L1=Culvert (Passes 0.37 cfs of 17.78 cfs potential flow)
AL2=Water Quality Orifice (Orifice Controls 0.37 cfs @ 7.60 fps)
3=Sharp-Crested Rectangular Weir( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=624.50' (Free Discharge)
L4=Emergency Spillway ( Controls 0.00 cfs)
Tertiary OutFlow Max=1.02 cfs @ 4.81 hrs HW=627.12' (Free Discharge)
L5=Orifice to Level Spreader(Orifice Controls 1.02 cfs @ 7.47 fps)
Pond 2P: Pond #2 (Wetpond)
Hydrograph
I I I I I I I I I I I I I I I I I I I I I I I I
HH _ 1 1 HH _1 1 I LH4 _I I 4TH I I L44 ■Inflow
fs I r_� _ _ _ _ _ !!EL
y
/([
/ IPe k NAY-_f-2�T. I2� ■Tertiary
42� / / /
40 / / / / r rt -1 -I- 1- 7 T 1 -1 - I- r t rt -1 -1- I}—.�f rt 1_ Q1- rt —
38 -' / / / / 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I tO ge�1.+o1�0, VIA
344 / / / / 4 4 -1 -1- 1- 4 4 —4 —I - 1— 1 4 4 -1 -1- I- H 4 —1 -1 -I- i- 4 4 -
/
324-/ / / / / Hrt - 1 1 HT1 I I r -rrt - 1 HT -1 1 1 r -rrt
304-/ / / / 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
28 / / / i 44 - -1— H44 1 - 1- 444 -1 -1— I444 1 -1 444 —
y 264-/ / / / /
i, 24i/ / / / / r H —1 —1— T T T 1 —1 — I— r T H —1 —I— T T T —1 —1 —1— r T H —
3 224" / / / / L L _I _I I_ L 1 H —I _ I_ L L L _I _I_ I_ L 1 H —I _I_ L I L _
o 20- / / / /
LL 18 -/ / / / / / 4 - 1 I— + 4 —I — 1— 1- 44 - 1 I 444 1 1 I— + 4
164-z / / / / j r7H 1 1 TT - 1 1TTH 1 1 TT - 1TT
14- / / / / 0 1 1 1 1 1 ' 1 1
124-/ / / / / /
104/ / / 1.39 cfs
84-/ /
1.02 ors' V�.�� /
0
rii� ///// ///////////////////
0 10 20 30 40 50 60 70 80 90 100 1 10 120 130 140 150 160 170 180 190 200 210 220 230 240 250
Time (hours)

Courtyards at the Greenway Detention Type II 6-hr 2-yr 6-hr Rainfall=2.52"
Prepared by Timmons Group Printed 6/21/2024
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 Tertiary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs) (cfs)
0.00 0.00 0 624.50 0.00 0.00 0.00 0.00
5.00 1.27 38,697 627.11 1.39 0.37 0.00 1.02
10.00 0.00 20,667 626.01 1.03 0.28 0.00 0.75
15.00 0.00 6,573 625.04 0.53 0.15 0.00 0.38
20.00 0.00 1,613 624.65 0.10 0.04 0.00 0.06
25.00 0.00 731 624.57 0.02 0.01 0.00 0.01
30.00 0.00 431 624.54 0.01 0.01 0.00 0.01
35.00 0.00 255 624.52 0.01 0.00 0.00 0.00
40.00 0.00 150 624.51 0.00 0.00 0.00 0.00
45.00 0.00 89 624.51 0.00 0.00 0.00 0.00
50.00 0.00 52 624.50 0.00 0.00 0.00 0.00
55.00 0.00 31 624.50 0.00 0.00 0.00 0.00
60.00 0.00 18 624.50 0.00 0.00 0.00 0.00
65.00 0.00 11 624.50 0.00 0.00 0.00 0.00
70.00 0.00 6 624.50 0.00 0.00 0.00 0.00
75.00 0.00 4 624.50 0.00 0.00 0.00 0.00
80.00 0.00 2 624.50 0.00 0.00 0.00 0.00
85.00 0.00 1 624.50 0.00 0.00 0.00 0.00
90.00 0.00 1 624.50 0.00 0.00 0.00 0.00
95.00 0.00 0 624.50 0.00 0.00 0.00 0.00
100.00 0.00 0 624.50 0.00 0.00 0.00 0.00
105.00 0.00 0 624.50 0.00 0.00 0.00 0.00
110.00 0.00 0 624.50 0.00 0.00 0.00 0.00
115.00 0.00 0 624.50 0.00 0.00 0.00 0.00
120.00 0.00 0 624.50 0.00 0.00 0.00 0.00
125.00 0.00 0 624.50 0.00 0.00 0.00 0.00
130.00 0.00 0 624.50 0.00 0.00 0.00 0.00
135.00 0.00 0 624.50 0.00 0.00 0.00 0.00
140.00 0.00 0 624.50 0.00 0.00 0.00 0.00
145.00 0.00 0 624.50 0.00 0.00 0.00 0.00
150.00 0.00 0 624.50 0.00 0.00 0.00 0.00
155.00 0.00 0 624.50 0.00 0.00 0.00 0.00
160.00 0.00 0 624.50 0.00 0.00 0.00 0.00
165.00 0.00 0 624.50 0.00 0.00 0.00 0.00
170.00 0.00 0 624.50 0.00 0.00 0.00 0.00
175.00 0.00 0 624.50 0.00 0.00 0.00 0.00
180.00 0.00 0 624.50 0.00 0.00 0.00 0.00
185.00 0.00 0 624.50 0.00 0.00 0.00 0.00
190.00 0.00 0 624.50 0.00 0.00 0.00 0.00
195.00 0.00 0 624.50 0.00 0.00 0.00 0.00
200.00 0.00 0 624.50 0.00 0.00 0.00 0.00
205.00 0.00 0 624.50 0.00 0.00 0.00 0.00
210.00 0.00 0 624.50 0.00 0.00 0.00 0.00
215.00 0.00 0 624.50 0.00 0.00 0.00 0.00
220.00 0.00 0 624.50 0.00 0.00 0.00 0.00
225.00 0.00 0 624.50 0.00 0.00 0.00 0.00
230.00 0.00 0 624.50 0.00 0.00 0.00 0.00
235.00 0.00 0 624.50 0.00 0.00 0.00 0.00
240.00 0.00 0 624.50 0.00 0.00 0.00 0.00
245.00 0.00 0 624.50 0.00 0.00 0.00 0.00
250.00 0.00 0 624.50 0.00 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 6/21/2024
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 = 1.07" for 2-yr 6-hr event
Inflow = 14.01 cfs @ 3.05 hrs, Volume= 4.077 af
Primary = 14.01 cfs @ 3.05 hrs, Volume= 4.077 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 I I I 1 1
f7401 I T T T T T T T 1 T 1 1
❑ Inflow
❑Prima ry
`
,4;fsH- -I - 1- H- -1 - 1- H- -1 - H H- -1 - 1- Inflow Area=45.700 lac
14. % _L1HJ1I _L1HT 11 T 1 T 1 1 1
12�� 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
11� I I I I I I I I I I I I I I I I I I I I I
10� 11111 1 1 1 1 1 1 1 1 1
w 9 - / rtIIrtI1— rtIItIIfiIIrtIIfiII -
- 4 -1 - 1- 4 -1 - 14 -1 - - 4 - - 1- 4 -1 - 1— —1 - 1- 4 -1 — I- -
8
3 1I I I I II I I I I I I I I I I I II
/ 77' 11 I I I I I I I I I I I I I I I I I I I I
6-.--' 1 1 1I I I I II I I I I I I I I I I I I1
5 -- 1 1 1I I I I II I I I I I I I I I I I I1
44' 7 —1— — rt —1 — I— T —I — r T —I — I— T —I — I— I —1 — 1— T —1 — 1— T —1 — I— -
3=
—1 H 4 I I + I H + I + I + I I + I I + I I -
I _ I_ 1 _1 _ l_ 1 _1 _ L 1 _1 _ 1_ 1 _1 _ l_ 1 _1 _ 1_ 1 _1 _ 1_ 1 _I _ 1—
2� 1 1 1 1 1 I 1 1 1 1
1 --
0" .,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 II 6-hr 2-yr 6-hr Rainfall=2.52"
Prepared by Timmons Group Printed 6/21/2024
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 3.10 0.00 3.10
10.00 1.86 0.00 1.86
15.00 1.32 0.00 1.32
20.00 0.85 0.00 0.85
25.00 0.73 0.00 0.73
30.00 0.66 0.00 0.66
35.00 0.59 0.00 0.59
40.00 0.48 0.00 0.48
45.00 0.03 0.00 0.03
50.00 0.00 0.00 0.00
55.00 0.00 0.00 0.00
60.00 0.00 0.00 0.00
65.00 0.00 0.00 0.00
70.00 0.00 0.00 0.00
75.00 0.00 0.00 0.00
80.00 0.00 0.00 0.00
85.00 0.00 0.00 0.00
90.00 0.00 0.00 0.00
95.00 0.00 0.00 0.00
100.00 0.00 0.00 0.00
105.00 0.00 0.00 0.00
110.00 0.00 0.00 0.00
115.00 0.00 0.00 0.00
120.00 0.00 0.00 0.00
125.00 0.00 0.00 0.00
130.00 0.00 0.00 0.00
135.00 0.00 0.00 0.00
140.00 0.00 0.00 0.00
145.00 0.00 0.00 0.00
150.00 0.00 0.00 0.00
155.00 0.00 0.00 0.00
160.00 0.00 0.00 0.00
165.00 0.00 0.00 0.00
170.00 0.00 0.00 0.00
175.00 0.00 0.00 0.00
180.00 0.00 0.00 0.00
185.00 0.00 0.00 0.00
190.00 0.00 0.00 0.00
195.00 0.00 0.00 0.00
200.00 0.00 0.00 0.00
205.00 0.00 0.00 0.00
210.00 0.00 0.00 0.00
215.00 0.00 0.00 0.00
220.00 0.00 0.00 0.00
225.00 0.00 0.00 0.00
230.00 0.00 0.00 0.00
235.00 0.00 0.00 0.00
240.00 0.00 0.00 0.00
245.00 0.00 0.00 0.00
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 6/21/2024
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 1 P: Pond#1 (Wetpond) Peak Elev=625.75' Storage=165,606 cf Inflow=127.84 cfs 4.096 af
Primary=0.42 cfs 1.375 af Secondary=0.00 cfs 0.000 af Tertiary=0.61 cfs 2.721 af Outflow=1.03 cfs 4.096 af
Pond 2P: Pond#2 (Wetpond) Peak Elev=628.61' Storage=66,207 cf Inflow=65.93 cfs 2.127 af
Primary=2.36 cfs 0.716 of Secondary=0.00 cfs 0.000 of Tertiary=1.30 cfs 1.411 af Outflow=3.66 cfs 2.127 of
Link 1L: Post-DevArea#1 Inflow=32.25 cfs 7.408 af
Primary=32.25 cfs 7.408 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 6/21/2024
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 6/21/2024
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 6/21/2024
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 6/21/2024
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 6/21/2024
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 6/21/2024
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 6/21/2024
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 6/21/2024
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 6/21/2024
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 6/21/2024
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 = 1.03 cfs @ 6.09 hrs, Volume= 4.096 af, Atten= 99%, Lag= 187.4 min
Primary = 0.42 cfs @ 6.09 hrs, Volume= 1.375 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
Tertiary = 0.61 cfs @ 6.09 hrs, Volume= 2.721 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= 625.75'@ 6.09 hrs Surf.Area= 59,811 sf Storage= 165,606 cf
Plug-Flow detention time= 1,600.0 min calculated for 4.096 af(100% of inflow)
Center-of-Mass det. time= 1,600.0 min ( 1,801.3 - 201.3 )
Volume Invert Avail.Storage Storage Description _
#1 622.50' 308,691 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
622.50 35,957 0 0
623.00 39,730 18,922 18,922
624.00 54,134 46,932 65,854
625.00 57,401 55,768 121,621
626.00 60,612 59,007 180,628
627.00 64,029 62,321 242,948
628.00 67,457 65,743 308,691
Device Routing Invert Outlet Devices
#1 Primary 619.00' 24.0" Round Culvert
L= 106.1' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 619.00'/618.36' S= 0.0060 '/' 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 Sharp-Crested Rectangular Weir X 4.00
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)
#5 Tertiary 619.00' 3.0" Vert. Orifice to Level Spreader C= 0.600
Limited to weir flow at low heads

Courtyards at the Greenway Detention Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 49
Primary OutFlow Max=0.42 cfs @ 6.09 hrs HW=625.75' (Free Discharge)
4-1=Culvert (Passes 0.42 cfs of 36.27 cfs potential flow)
AL2=Water Quality Orifice (Orifice Controls 0.42 cfs @ 8.51 fps)
3=Sharp-Crested Rectangular Weir( Controls 0.00 cfs)
Secondary OutFlow Max=0.00 cfs @ 0.00 hrs HW=622.50' (Free Discharge)
L4=Emergency Spillway ( Controls 0.00 cfs)
Tertiary OutFlow Max=0.61 cfs @ 6.09 hrs HW=625.75' (Free Discharge)
L5=Orifice to Level Spreader(Orifice Controls 0.61 cfs @ 12.39 fps)
Pond 1 P: Pond #1 (Wetpond)
Hydrograph
L J J _I_ I_ L L J J _I _I_ L L 1 J _I _ I_ L L J J _I _ I_ L _ ■Inflow
127 84 cfs I ❑Outflow
1 1 1 1 1 1 1 1 1 1 1 1 I qI/ pI-a7 1 _ prima
"7 7"'I 2'I la ■Secondary
140_ Palk Elev=625.75' �Tertiary
130� / T 7 7 -1- 1- 7 T 7 T -1 -1- 7 T 7 torage-r1 11114 5 -
120
t fi -1 -1- 1- I- t - -1 -1- 1 t fi -1 -1- 1- t t -1 -1 - 1- 1 -
110=✓ ,
1004-/ , / L J J _I_ 1_ L L J J _I _1_ L L J J _1_ 1_ L J J J _I _ 1_ J _
90' / / 1 1 1 1 1 11 11 1 1 1 1 1 1 1 1
Iii 80� , / 1 1 1 1 1 11 11 1 1 1 1 1 1 1
0 70� � I I I 1 1 I I I I I I 1 1 I I 1 1
LL 60� 1 1 1 1 1 11 11 1 1 1 1 1 1 1 1
5017 1 1 1 1 1 11 11 1 1 1 1 1 1 1 1
40� , ( -1 -I- '- 1- t rt -' -' - 1- 1- t rt -1 -1 - '- '- -r rt -i -i - 1- 1 -
301 ////////' ��������������������������������������������������������������������������� __.
- 1.03 cfs
20_
10 o.oacfs �� . , /4
0.61 cfs ," ///////////////////////////////////////////////////////////////////////
0
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180190 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 6/21/2024
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 Tertiary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs) (cfs)
0.00 0.00 0 622.50 0.00 0.00 0.00 0.00
5.00 3.91 156,332 625.59 1.01 0.41 0.00 0.60
10.00 0.00 151,457 625.51 1.00 0.40 0.00 0.60
15.00 0.00 133,797 625.21 0.96 0.38 0.00 0.58
20.00 0.00 116,789 624.92 0.93 0.36 0.00 0.57
25.00 0.00 100,450 624.63 0.89 0.33 0.00 0.55
30.00 0.00 84,797 624.35 0.85 0.31 0.00 0.54
35.00 0.00 69,851 624.07 0.81 0.28 0.00 0.53
40.00 0.00 55,639 623.81 0.77 0.26 0.00 0.51
45.00 0.00 42,221 623.53 0.72 0.23 0.00 0.50
50.00 0.00 29,696 623.26 0.67 0.19 0.00 0.48
55.00 0.00 18,209 622.98 0.61 0.14 0.00 0.46
60.00 0.00 8,026 622.72 0.52 0.07 0.00 0.45
65.00 0.00 598 622.52 0.13 0.00 0.00 0.13
70.00 0.00 11 622.50 0.00 0.00 0.00 0.00
75.00 0.00 0 622.50 0.00 0.00 0.00 0.00
80.00 0.00 0 622.50 0.00 0.00 0.00 0.00
85.00 0.00 0 622.50 0.00 0.00 0.00 0.00
90.00 0.00 0 622.50 0.00 0.00 0.00 0.00
95.00 0.00 0 622.50 0.00 0.00 0.00 0.00
100.00 0.00 0 622.50 0.00 0.00 0.00 0.00
105.00 0.00 0 622.50 0.00 0.00 0.00 0.00
110.00 0.00 0 622.50 0.00 0.00 0.00 0.00
115.00 0.00 0 622.50 0.00 0.00 0.00 0.00
120.00 0.00 0 622.50 0.00 0.00 0.00 0.00
125.00 0.00 0 622.50 0.00 0.00 0.00 0.00
130.00 0.00 0 622.50 0.00 0.00 0.00 0.00
135.00 0.00 0 622.50 0.00 0.00 0.00 0.00
140.00 0.00 0 622.50 0.00 0.00 0.00 0.00
145.00 0.00 0 622.50 0.00 0.00 0.00 0.00
150.00 0.00 0 622.50 0.00 0.00 0.00 0.00
155.00 0.00 0 622.50 0.00 0.00 0.00 0.00
160.00 0.00 0 622.50 0.00 0.00 0.00 0.00
165.00 0.00 0 622.50 0.00 0.00 0.00 0.00
170.00 0.00 0 622.50 0.00 0.00 0.00 0.00
175.00 0.00 0 622.50 0.00 0.00 0.00 0.00
180.00 0.00 0 622.50 0.00 0.00 0.00 0.00
185.00 0.00 0 622.50 0.00 0.00 0.00 0.00
190.00 0.00 0 622.50 0.00 0.00 0.00 0.00
195.00 0.00 0 622.50 0.00 0.00 0.00 0.00
200.00 0.00 0 622.50 0.00 0.00 0.00 0.00
205.00 0.00 0 622.50 0.00 0.00 0.00 0.00
210.00 0.00 0 622.50 0.00 0.00 0.00 0.00
215.00 0.00 0 622.50 0.00 0.00 0.00 0.00
220.00 0.00 0 622.50 0.00 0.00 0.00 0.00
225.00 0.00 0 622.50 0.00 0.00 0.00 0.00
230.00 0.00 0 622.50 0.00 0.00 0.00 0.00
235.00 0.00 0 622.50 0.00 0.00 0.00 0.00
240.00 0.00 0 622.50 0.00 0.00 0.00 0.00
245.00 0.00 0 622.50 0.00 0.00 0.00 0.00
250.00 0.00 0 622.50 0.00 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 6/21/2024
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 = 3.66 cfs @ 3.86 hrs, Volume= 2.127 af, Atten= 94%, Lag= 54.1 min
Primary = 2.36 cfs @ 3.86 hrs, Volume= 0.716 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
Tertiary = 1.30 cfs @ 3.86 hrs, Volume= 1.411 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= 628.61'@ 3.86 hrs Surf.Area= 19,583 sf Storage= 66,207 cf
Plug-Flow detention time=419.9 min calculated for 2.127 af(100% of inflow)
Center-of-Mass det. time=420.1 min ( 620.5 - 200.4 )
Volume Invert Avail.Storage Storage Description
#1 624.50' 118,174 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
624.50 10,635 0 0
625.00 13,600 6,059 6,059
626.00 15,215 14,408 20,466
627.00 17,285 16,250 36,716
628.00 18,524 17,905 54,621
629.00 20,266 19,395 74,016
630.00 22,065 21,166 95,181
631.00 23,920 22,993 118,174
Device Routing Invert Outlet Devices
#1 Primary 622.00' 18.0" Round Culvert
L= 49.2' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 622.00'/621.70' S= 0.0061 '/' Cc= 0.900
n= 0.010, Flow Area= 1.77 sf
#2 Device 1 624.50' 3.0" Vert. Water Quality Orifice C= 0.600
Limited to weir flow at low heads
#3 Device 1 628.50' 4.0' long Sharp-Crested Rectangular Weir X 4.00
2 End Contraction(s)
#4 Secondary 629.50' 45.0 deg x 25.0' long x 0.50' rise Emergency Spillway
Cv= 2.56 (C= 3.20)
#5 Tertiary 624.50' 5.0" Vert. Orifice to Level Spreader C= 0.600
Limited to weir flow at low heads

Courtyards at the Greenway Detention Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 52
Primary OutFlow Max=2.32 cfs © 3.86 hrs HW=628.61' (Free Discharge)
L1=Culvert (Passes 2.32 cfs of 20.59 cfs potential flow)
AL2=Water Quality Orifice (Orifice Controls 0.47 cfs @ 9.61 fps)
3=Sharp-Crested Rectangular Weir(Weir Controls 1.85 cfs @ 1.08 fps)
Secondary OutFlow Max=0.00 cfs © 0.00 hrs HW=624.50' (Free Discharge)
L4=Emergency Spillway ( Controls 0.00 cfs)
Tertiary OutFlow Max=1.30 cfs © 3.86 hrs HW=628.61' (Free Discharge)
L5=Orifice to Level Spreader(Orifice Controls 1.30 cfs @ 9.51 fps)
Pond 2P: Pond #2 (Wetpond)
Hydrograph
I I I I I I I I I I I I I I I I I I I I I I I I
■Inflow
/
65.93 cfs I a Outflow
I I I I I I I I I I I I I i IW 4 01 i ll i I� E primary
TTT —I— — TTT —I — I— TTT Pr-� 1 T"' ■Secondary
70� / L - - I I- 1- + 4 I - I- I- t -1 H I Pe lev-666-28.61' ■Tertiary
/- L 4 H -I- I 1 + 4 I - I- I- + -1 H -I- }^L + H I -1
65� / L 4 H I I t- + 4 -I I- I- - 4 - �torage �F�,+
60� LLA I LL ± A 1 I LLLA I LL ± J 1 1 LLL
55�
50� / 1 1 I I I I I I I I I I I I I II 1
457:' / I 1 I I II I I 1 1 I I I I 1 1 I 1
w 40-.--:' / I I I 1 I I I I I I I I I I I I 1
0 35
30y 1 1 1 II 1 1 1 1 1 1 1 1 1 1 1
� / / 777 -I- I- 7TT -I - I- TT77 -I- T77T -I -I- 1- T7 -
20� / / / I- fi -1 -1- 1- 1- + t -1 — 1— I— L t —' —1— 1- L —1 -1 -1- I— -h —f -
/ / 3.66 cfs " -'" ._.
1nnod
11.30 cfs ---����/4�� ��. fe.7 �4
o i ///'
0 10 20 30 40 50 60 70 80 90 100 1 10 120 130 140 150 160 170 180 190 200 210 220 230 240 250
Time (hours)

Courtyards at the Greenway Detention Type 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
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 Tertiary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs) (cfs)
0.00 0.00 0 624.50 0.00 0.00 0.00 0.00
5.00 1.99 64,947 628.54 2.29 1.00 0.00 1.29
10.00 0.00 41,631 627.28 1.44 0.39 0.00 1.05
15.00 0.00 19,578 625.94 1.00 0.27 0.00 0.73
20.00 0.00 6,022 625.00 0.50 0.14 0.00 0.35
25.00 0.00 1,516 624.64 0.09 0.03 0.00 0.05
30.00 0.00 707 624.57 0.02 0.01 0.00 0.01
35.00 0.00 418 624.54 0.01 0.01 0.00 0.01
40.00 0.00 247 624.52 0.01 0.00 0.00 0.00
45.00 0.00 146 624.51 0.00 0.00 0.00 0.00
50.00 0.00 86 624.51 0.00 0.00 0.00 0.00
55.00 0.00 51 624.50 0.00 0.00 0.00 0.00
60.00 0.00 30 624.50 0.00 0.00 0.00 0.00
65.00 0.00 18 624.50 0.00 0.00 0.00 0.00
70.00 0.00 10 624.50 0.00 0.00 0.00 0.00
75.00 0.00 6 624.50 0.00 0.00 0.00 0.00
80.00 0.00 4 624.50 0.00 0.00 0.00 0.00
85.00 0.00 2 624.50 0.00 0.00 0.00 0.00
90.00 0.00 1 624.50 0.00 0.00 0.00 0.00
95.00 0.00 1 624.50 0.00 0.00 0.00 0.00
100.00 0.00 0 624.50 0.00 0.00 0.00 0.00
105.00 0.00 0 624.50 0.00 0.00 0.00 0.00
110.00 0.00 0 624.50 0.00 0.00 0.00 0.00
115.00 0.00 0 624.50 0.00 0.00 0.00 0.00
120.00 0.00 0 624.50 0.00 0.00 0.00 0.00
125.00 0.00 0 624.50 0.00 0.00 0.00 0.00
130.00 0.00 0 624.50 0.00 0.00 0.00 0.00
135.00 0.00 0 624.50 0.00 0.00 0.00 0.00
140.00 0.00 0 624.50 0.00 0.00 0.00 0.00
145.00 0.00 0 624.50 0.00 0.00 0.00 0.00
150.00 0.00 0 624.50 0.00 0.00 0.00 0.00
155.00 0.00 0 624.50 0.00 0.00 0.00 0.00
160.00 0.00 0 624.50 0.00 0.00 0.00 0.00
165.00 0.00 0 624.50 0.00 0.00 0.00 0.00
170.00 0.00 0 624.50 0.00 0.00 0.00 0.00
175.00 0.00 0 624.50 0.00 0.00 0.00 0.00
180.00 0.00 0 624.50 0.00 0.00 0.00 0.00
185.00 0.00 0 624.50 0.00 0.00 0.00 0.00
190.00 0.00 0 624.50 0.00 0.00 0.00 0.00
195.00 0.00 0 624.50 0.00 0.00 0.00 0.00
200.00 0.00 0 624.50 0.00 0.00 0.00 0.00
205.00 0.00 0 624.50 0.00 0.00 0.00 0.00
210.00 0.00 0 624.50 0.00 0.00 0.00 0.00
215.00 0.00 0 624.50 0.00 0.00 0.00 0.00
220.00 0.00 0 624.50 0.00 0.00 0.00 0.00
225.00 0.00 0 624.50 0.00 0.00 0.00 0.00
230.00 0.00 0 624.50 0.00 0.00 0.00 0.00
235.00 0.00 0 624.50 0.00 0.00 0.00 0.00
240.00 0.00 0 624.50 0.00 0.00 0.00 0.00
245.00 0.00 0 624.50 0.00 0.00 0.00 0.00
250.00 0.00 0 624.50 0.00 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 6/21/2024
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 = 1.95" for 10-yr 6-hr event
Inflow = 32.25 cfs @ 3.04 hrs, Volume= 7.408 af
Primary = 32.25 cfs @ 3.04 hrs, Volume= 7.408 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
rt I 1 7 rt
36 4 1 1 7 rt 1 D Inflow
Primary
1 32.25 cfs I I- —I — 7 —I — rt —1 — r rt 1
�3z.2 5 rt —I — — rt —I — I— rt —I — I— rt —. I InlflowArea=45.700ac
32=
- + —I — I— -F —I — I— + —I — H + —I — I— + —I — I— + - I I I I
307
+ — — 7 —I — I + —I — I— + —I — I + —I — I + —I — I + —I — I + —I — I -
28
+ — — 4 —I — I + —I — I— + —I — I + —I — I + —I — I + —I — I + —I — I -
26 + -1 1 4 —I — I— + —I — I— + —I — I— + —I — I— + —I — I— + —I — I— + —I — I-
24 4 —I — I— 4 —I — I— 4 —I — I— 4 —I — I— + —I — I— + —I — I— + —I — I— + —I — I— -
22 4 —I — 4 —I — I— 4 —I — I— 4 —I — I— + —I — I 7 —I — I 7 —I — I + —I — I -
20 4 —I — 4 —I — I— 4 —I — 7 4 I I + I 7 I I 7 -
3 18 1 1 • 1 1 • 1 1 • 1
u_ 16= 1 1 1 1 1 1 1
14= / 1 _I _ 1 _I _ I 1 _I _ L 1 _I _ I 1 _I _ I 1 _I _ 1 _I _ I _ _ -
10- I I I I I I I I I I I I I I I I I I I I I
8 I I I I I I I I I I I I I I I I I I I I
6 '1 1 1 11 1 1 1 1 1 1 1 I I I I I 1
2 ix
//� 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 11 6-hr 10-yr 6-hr Rainfall=3.63"
Prepared by Timmons Group Printed 6/21/2024
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 4.92 0.00 4.92
10.00 2.44 0.00 2.44
15.00 1.96 0.00 1.96
20.00 1.42 0.00 1.42
25.00 0.97 0.00 0.97
30.00 0.87 0.00 0.87
35.00 0.82 0.00 0.82
40.00 0.78 0.00 0.78
45.00 0.73 0.00 0.73
50.00 0.67 0.00 0.67
55.00 0.61 0.00 0.61
60.00 0.52 0.00 0.52
65.00 0.13 0.00 0.13
70.00 0.00 0.00 0.00
75.00 0.00 0.00 0.00
80.00 0.00 0.00 0.00
85.00 0.00 0.00 0.00
90.00 0.00 0.00 0.00
95.00 0.00 0.00 0.00
100.00 0.00 0.00 0.00
105.00 0.00 0.00 0.00
110.00 0.00 0.00 0.00
115.00 0.00 0.00 0.00
120.00 0.00 0.00 0.00
125.00 0.00 0.00 0.00
130.00 0.00 0.00 0.00
135.00 0.00 0.00 0.00
140.00 0.00 0.00 0.00
145.00 0.00 0.00 0.00
150.00 0.00 0.00 0.00
155.00 0.00 0.00 0.00
160.00 0.00 0.00 0.00
165.00 0.00 0.00 0.00
170.00 0.00 0.00 0.00
175.00 0.00 0.00 0.00
180.00 0.00 0.00 0.00
185.00 0.00 0.00 0.00
190.00 0.00 0.00 0.00
195.00 0.00 0.00 0.00
200.00 0.00 0.00 0.00
205.00 0.00 0.00 0.00
210.00 0.00 0.00 0.00
215.00 0.00 0.00 0.00
220.00 0.00 0.00 0.00
225.00 0.00 0.00 0.00
230.00 0.00 0.00 0.00
235.00 0.00 0.00 0.00
240.00 0.00 0.00 0.00
245.00 0.00 0.00 0.00
250.00 0.00 0.00 0.00

Courtyards at the Greenway Detention Type II 6-hr 25-yr 6-hr Rainfall=4.30"
Prepared by Timmons Group Printed 6/21/2024
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 1P: Pond#1 (Wetpond) Peak Elev=626.17' Storage=191,196 cf Inflow=160.51 cfs 5.216 af
Primary=4.25 cfs 2.212 af Secondary=0.00 cfs 0.000 af Tertiary=0.63 cfs 3.004 af Outflow=4.88 cfs 5.216 af
Pond 2P: Pond#2 (Wetpond) Peak Elev=628.86' Storage=71,275 cf Inflow=82.30 cfs 2.695 af
Primary=11.78 cfs 1.262 af Secondary=0.00 cfs 0.000 af Tertiary=1.34 cfs 1.433 af Outflow=13.12 cfs 2.695 af
Link 1L: Post-Dev Area#1 Inflow=50.60 cfs 9.567 of
Primary=50.60 cfs 9.567 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 6/21/2024
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 6/21/2024
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 6/21/2024
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 6/21/2024
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 6/21/2024
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 6/21/2024
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 6/21/2024
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 6/21/2024
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- 4- - - I- 4 -1 - 4 - 1- - 1 4 -1 - # 4 -I- # -I - I- 4 -I- # - ■Runoff
142.10 cfs 1 rt -1- 1 -I - I- 7 -1 - 1 4 - - 7 -I - I- t - - 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 - L4 -1- 4 -I - 1- _L _I ,_ LP -1- 7 -I - I_ 4 - I -
344'/ -I- - - I- + -I - -I- -I - - ��VI 1V T1Rairif11I LLar
32='/ r -1- r - - 1- T - - r rt -1- r -I - I- T r p 7 1 1 7 -II r -
307 / 1 I 1 1 I 1 I I 1 I I 1 I R[3r unoff�4►re-a t2 4 -ac
284 /
26_ / _I_ L _I - 1- 1 _1 _ L 1 _1_ L _I _ LEI
244'� -1- ]- -1 - 1- -k -1 - 4 -1- -I - 1- I1114 QLUAI� �I�
0 22 '/ -A 1 1 I fi 1 I t - I
t 1 -Runoff Depth .6
20 / 7 I r 1 I T I I- 7 I T P - 1 T -I -C7 P -I- 7 1 #- I 7 I 7
18- 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 ROW IL nath=2,1156
144 L -1_ L _I _ I_ 1 _1 _ L1 _1_ L _1 _ 1_ 1 _1 _ LJ _1_
12= 4 -1- 1- -1 - 1- 4 -1 - 4 -1- - - 1- -1 - -1- 111'-?-11111 -
10_ O rt I- if 1 I t -1 r rt -1 t P 1- t 1 - 7 P I t 1 \j1�1�7'1
8= 71r11T7L74T - 1T17P17117 17
1 1 1 1 1 I I 1 I I 1 1 1 1 1 1 1 1 1 1 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 6/21/2024
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 6/21/2024
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 = 4.88 cfs @ 4.96 hrs, Volume= 5.216 af, Atten= 97%, Lag= 119.7 min
Primary = 4.25 cfs @ 4.96 hrs, Volume= 2.212 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
Tertiary = 0.63 cfs @ 4.96 hrs, Volume= 3.004 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= 626.17'@ 4.96 hrs Surf.Area= 61,205 sf Storage= 191,196 cf
Plug-Flow detention time= 1,531.0 min calculated for 5.216 af(100% of inflow)
Center-of-Mass det. time= 1,531.1 min ( 1,730.7 - 199.6 )
Volume Invert Avail.Storage Storage Description _
#1 622.50' 308,691 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
622.50 35,957 0 0
623.00 39,730 18,922 18,922
624.00 54,134 46,932 65,854
625.00 57,401 55,768 121,621
626.00 60,612 59,007 180,628
627.00 64,029 62,321 242,948
628.00 67,457 65,743 308,691
Device Routing Invert Outlet Devices
#1 Primary 619.00' 24.0" Round Culvert
L= 106.1' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 619.00'/618.36' S= 0.0060 '/' 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 Sharp-Crested Rectangular Weir X 4.00
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)
#5 Tertiary 619.00' 3.0" Vert. Orifice to Level Spreader C= 0.600
Limited to weir flow at low heads

Courtyards at the Greenway Detention Type 11 6-hr 25-yr 6-hr Rainfall=4.30"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 67
Primary OutFlow Max=4.23 cfs © 4.96 hrs HW=626.17' (Free Discharge)
4-1=Culvert (Passes 4.23 cfs of 37.58 cfs potential flow)
t-2=Water Quality Orifice (Orifice Controls 0.45 cfs @ 9.07 fps)
3=Sharp-Crested Rectangular Weir(Weir Controls 3.78 cfs @ 1.36 fps)
Secondary OutFlow Max=0.00 cfs © 0.00 hrs HW=622.50' (Free Discharge)
4-4=Emergency Spillway ( Controls 0.00 cfs)
Tertiary OutFlow Max=0.63 cfs @ 4.96 hrs HW=626.17' (Free Discharge)
4-5=Orifice to Level Spreader(Orifice Controls 0.63 cfs @ 12.78 fps)
Pond 1 P: Pond #1 (Wetpond)
Hydrograph
Al 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 ■Inflow
160.51 cfs I - Outflow
1 1 1 1 1 1 1 1 1 1 1 Il �11 1 11 1 a Prima
/_ 1 1 1 1 1 1 1 1 1 1 1 I' "7 41 2I a 1a ■Secondary
170= � L L _I _ I— 1_ 1_ L _1 _I —1_ 1_ L 1 J p Ilk €iev 62I�1'�7 _ •Tertiary
i
150- i
140- fi fi —1 —1— 1— 1— t —1 -1 —I— I— fi fi —1 —1— 1— t t —1 —1 — I— I— -
130 / -rrt - -I- I- 1- -rrt1 -1 -1- r -rrt - -1- 1- r -rrt1 -1 - 1- 1 120 i T 77 717 17 777 - 1 1 7T 77 717 17 1777 -1 1 1 7 -
110 i / 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
in
100
o
3 90 z 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
o SO
LL / LLL 1 1 LLL _I 1 1 L L 1 7 1 1 LLL _I 1 1 L _
70= L _t _I 1 1 LHH _1 1 1 LLH _I 1 1 1_ HH _1 1 1 L -
60 ' I I I I I ' ' 1 1 ' ' 1 1 ' ' 1 1 ' — I 50=' i '
40-' i z 4.88 cfs „.7���������������������������������������������������������������������������������
30-' i 4.26 cfs
20:.00cfs
1 0.63 cfs
0
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180190 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 6/21/2024
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 Tertiary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs) (cfs)
0.00 0.00 0 622.50 0.00 0.00 0.00 0.00
5.00 4.77 191,189 626.17 4.87 4.25 0.00 0.63
10.00 0.00 170,760 625.84 1.04 0.42 0.00 0.61
15.00 0.00 152,428 625.53 1.00 0.40 0.00 0.60
20.00 0.00 134,733 625.23 0.97 0.38 0.00 0.58
25.00 0.00 117,689 624.93 0.93 0.36 0.00 0.57
30.00 0.00 101,314 624.64 0.89 0.34 0.00 0.56
35.00 0.00 85,623 624.36 0.85 0.31 0.00 0.54
40.00 0.00 70,639 624.09 0.81 0.29 0.00 0.53
45.00 0.00 56,386 623.82 0.77 0.26 0.00 0.51
50.00 0.00 42,924 623.55 0.72 0.23 0.00 0.50
55.00 0.00 30,347 623.27 0.67 0.19 0.00 0.48
60.00 0.00 18,799 623.00 0.61 0.14 0.00 0.47
65.00 0.00 8,534 622.73 0.53 0.08 0.00 0.45
70.00 0.00 742 622.52 0.17 0.00 0.00 0.16
75.00 0.00 13 622.50 0.00 0.00 0.00 0.00
80.00 0.00 0 622.50 0.00 0.00 0.00 0.00
85.00 0.00 0 622.50 0.00 0.00 0.00 0.00
90.00 0.00 0 622.50 0.00 0.00 0.00 0.00
95.00 0.00 0 622.50 0.00 0.00 0.00 0.00
100.00 0.00 0 622.50 0.00 0.00 0.00 0.00
105.00 0.00 0 622.50 0.00 0.00 0.00 0.00
110.00 0.00 0 622.50 0.00 0.00 0.00 0.00
115.00 0.00 0 622.50 0.00 0.00 0.00 0.00
120.00 0.00 0 622.50 0.00 0.00 0.00 0.00
125.00 0.00 0 622.50 0.00 0.00 0.00 0.00
130.00 0.00 0 622.50 0.00 0.00 0.00 0.00
135.00 0.00 0 622.50 0.00 0.00 0.00 0.00
140.00 0.00 0 622.50 0.00 0.00 0.00 0.00
145.00 0.00 0 622.50 0.00 0.00 0.00 0.00
150.00 0.00 0 622.50 0.00 0.00 0.00 0.00
155.00 0.00 0 622.50 0.00 0.00 0.00 0.00
160.00 0.00 0 622.50 0.00 0.00 0.00 0.00
165.00 0.00 0 622.50 0.00 0.00 0.00 0.00
170.00 0.00 0 622.50 0.00 0.00 0.00 0.00
175.00 0.00 0 622.50 0.00 0.00 0.00 0.00
180.00 0.00 0 622.50 0.00 0.00 0.00 0.00
185.00 0.00 0 622.50 0.00 0.00 0.00 0.00
190.00 0.00 0 622.50 0.00 0.00 0.00 0.00
195.00 0.00 0 622.50 0.00 0.00 0.00 0.00
200.00 0.00 0 622.50 0.00 0.00 0.00 0.00
205.00 0.00 0 622.50 0.00 0.00 0.00 0.00
210.00 0.00 0 622.50 0.00 0.00 0.00 0.00
215.00 0.00 0 622.50 0.00 0.00 0.00 0.00
220.00 0.00 0 622.50 0.00 0.00 0.00 0.00
225.00 0.00 0 622.50 0.00 0.00 0.00 0.00
230.00 0.00 0 622.50 0.00 0.00 0.00 0.00
235.00 0.00 0 622.50 0.00 0.00 0.00 0.00
240.00 0.00 0 622.50 0.00 0.00 0.00 0.00
245.00 0.00 0 622.50 0.00 0.00 0.00 0.00
250.00 0.00 0 622.50 0.00 0.00 0.00 0.00

Courtyards at the Greenway Detention Type II 6-hr 25-yr 6-hr Rainfall=4.30"
Prepared by Timmons Group Printed 6/21/2024
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 = 13.12 cfs @ 3.14 hrs, Volume= 2.695 af, Atten= 84%, Lag= 10.7 min
Primary = 11.78 cfs @ 3.14 hrs, Volume= 1.262 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
Tertiary = 1.34 cfs @ 3.14 hrs, Volume= 1.433 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= 628.86'@ 3.14 hrs Surf.Area= 20,029 sf Storage= 71,275 cf
Plug-Flow detention time=339.7 min calculated for 2.695 af(100% of inflow)
Center-of-Mass det. time= 339.5 min ( 538.2 - 198.7 )
Volume Invert Avail.Storage Storage Description
#1 624.50' 118,174 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
624.50 10,635 0 0
625.00 13,600 6,059 6,059
626.00 15,215 14,408 20,466
627.00 17,285 16,250 36,716
628.00 18,524 17,905 54,621
629.00 20,266 19,395 74,016
630.00 22,065 21,166 95,181
631.00 23,920 22,993 118,174
Device Routing Invert Outlet Devices
#1 Primary 622.00' 18.0" Round Culvert
L= 49.2' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 622.00'/621.70' S= 0.0061 '/' Cc= 0.900
n= 0.010, Flow Area= 1.77 sf
#2 Device 1 624.50' 3.0" Vert. Water Quality Orifice C= 0.600
Limited to weir flow at low heads
#3 Device 1 628.50' 4.0' long Sharp-Crested Rectangular Weir X 4.00
2 End Contraction(s)
#4 Secondary 629.50' 45.0 deg x 25.0' long x 0.50' rise Emergency Spillway
Cv= 2.56 (C= 3.20)
#5 Tertiary 624.50' 5.0" Vert. Orifice to Level Spreader C= 0.600
Limited to weir flow at low heads

Courtyards at the Greenway Detention Type 11 6-hr 25-yr 6-hr Rainfall=4.30"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 70
Primary OutFlow Max=11.76 cfs @ 3.14 hrs HW=628.86' (Free Discharge)
L1=Culvert (Passes 11.76 cfs of 21.04 cfs potential flow)
AL2=Water Quality Orifice (Orifice Controls 0.49 cfs @ 9.91 fps)
3=Sharp-Crested Rectangular Weir(Weir Controls 11.28 cfs © 1.97 fps)
Secondary OutFlow Max=0.00 cfs © 0.00 hrs HW=624.50' (Free Discharge)
L4=Emergency Spillway ( Controls 0.00 cfs)
Tertiary OutFlow Max=1.34 cfs © 3.14 hrs HW=628.86' (Free Discharge)
L5=Orifice to Level Spreader(Orifice Controls 1.34 cfs @ 9.82 fps)
Pond 2P: Pond #2 (Wetpond)
Hydrograph
- 4 -I -I- I- 1 4 4 -I - I- 14 4 -I -1- I- 4 4 4 -1 -I- 4 4 4 -
+ + H -I- I- + + T -1 - I- H + + H -1- I- + + H -1 -I- 1- + + - ■Inflow
/ 82.30 cfs I _��w spa _ _ - HI Outflow
7- I- -t -I -I- 1- t fi -1 -1 - I- t -t Niri �r*4 f 4 T"�"'T- ■Prima
/ 1- T T -I- 17 T T T 71 - I- T T T 1 ■Secondary
90 , / 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 PealtTEleV628.136. �Tertiary
85 / 11 I I 1 1 I I I I I 1 1 I I 1 1 I 1 I
80 / I 1 1 1 1 1 1 1 1 1 1 1 1 1 I StOlra�e=711 75-CCl
75 - - I I H - 1 I- 1 -H4 - 1 1 I 1- -H
70 / # 44 -1- 1 44 - 1 - 1 I- 44 -I -1- 44 -I 1 -I- 444 -
65 / / ' fi I I t -1 1 I- fi - 1 t -1 1 I 1- fib
60 i
55 HTPHTPHHTP
u 50
UJiJrT
E 40 / / " / 1 I I 1 1 I I 1 I I 1 1 I I 1 1 I I 1 1 I 1 1
35 � "• L L J -I- I- L I T _1 I- L L L J -I- - L I J J -I- L 1 L -
30 j/ 13.12 cfs 1 -L -
25
20 /f,78cfs
�Z///////////////////////////////////////////////////////////////////////////////////////
1.34.cfs s //
10
0
0 10 20 30 40 50 60 70 80 90 100 1 10 120 130 140 150 160 170 180 190 200 210 220 230 240 250
Time (hours)

Courtyards at the Greenway Detention Type 11 6-hr 25-yr 6-hr Rainfall=4.30"
Prepared by Timmons Group Printed 6/21/2024
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 Tertiary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs) (cfs)
0.00 0.00 0 624.50 0.00 0.00 0.00 0.00
5.00 2.41 65,422 628.57 2.76 1.47 0.00 1.29
10.00 0.00 42,052 627.31 1.44 0.39 0.00 1.06
15.00 0.00 19,871 625.96 1.01 0.27 0.00 0.73
20.00 0.00 6,169 625.01 0.51 0.15 0.00 0.36
25.00 0.00 1,541 624.64 0.09 0.04 0.00 0.05
30.00 0.00 714 624.57 0.02 0.01 0.00 0.01
35.00 0.00 421 624.54 0.01 0.01 0.00 0.01
40.00 0.00 249 624.52 0.01 0.00 0.00 0.00
45.00 0.00 147 624.51 0.00 0.00 0.00 0.00
50.00 0.00 87 624.51 0.00 0.00 0.00 0.00
55.00 0.00 51 624.50 0.00 0.00 0.00 0.00
60.00 0.00 30 624.50 0.00 0.00 0.00 0.00
65.00 0.00 18 624.50 0.00 0.00 0.00 0.00
70.00 0.00 11 624.50 0.00 0.00 0.00 0.00
75.00 0.00 6 624.50 0.00 0.00 0.00 0.00
80.00 0.00 4 624.50 0.00 0.00 0.00 0.00
85.00 0.00 2 624.50 0.00 0.00 0.00 0.00
90.00 0.00 1 624.50 0.00 0.00 0.00 0.00
95.00 0.00 1 624.50 0.00 0.00 0.00 0.00
100.00 0.00 0 624.50 0.00 0.00 0.00 0.00
105.00 0.00 0 624.50 0.00 0.00 0.00 0.00
110.00 0.00 0 624.50 0.00 0.00 0.00 0.00
115.00 0.00 0 624.50 0.00 0.00 0.00 0.00
120.00 0.00 0 624.50 0.00 0.00 0.00 0.00
125.00 0.00 0 624.50 0.00 0.00 0.00 0.00
130.00 0.00 0 624.50 0.00 0.00 0.00 0.00
135.00 0.00 0 624.50 0.00 0.00 0.00 0.00
140.00 0.00 0 624.50 0.00 0.00 0.00 0.00
145.00 0.00 0 624.50 0.00 0.00 0.00 0.00
150.00 0.00 0 624.50 0.00 0.00 0.00 0.00
155.00 0.00 0 624.50 0.00 0.00 0.00 0.00
160.00 0.00 0 624.50 0.00 0.00 0.00 0.00
165.00 0.00 0 624.50 0.00 0.00 0.00 0.00
170.00 0.00 0 624.50 0.00 0.00 0.00 0.00
175.00 0.00 0 624.50 0.00 0.00 0.00 0.00
180.00 0.00 0 624.50 0.00 0.00 0.00 0.00
185.00 0.00 0 624.50 0.00 0.00 0.00 0.00
190.00 0.00 0 624.50 0.00 0.00 0.00 0.00
195.00 0.00 0 624.50 0.00 0.00 0.00 0.00
200.00 0.00 0 624.50 0.00 0.00 0.00 0.00
205.00 0.00 0 624.50 0.00 0.00 0.00 0.00
210.00 0.00 0 624.50 0.00 0.00 0.00 0.00
215.00 0.00 0 624.50 0.00 0.00 0.00 0.00
220.00 0.00 0 624.50 0.00 0.00 0.00 0.00
225.00 0.00 0 624.50 0.00 0.00 0.00 0.00
230.00 0.00 0 624.50 0.00 0.00 0.00 0.00
235.00 0.00 0 624.50 0.00 0.00 0.00 0.00
240.00 0.00 0 624.50 0.00 0.00 0.00 0.00
245.00 0.00 0 624.50 0.00 0.00 0.00 0.00
250.00 0.00 0 624.50 0.00 0.00 0.00 0.00

Courtyards at the Greenway Detention Type II 6-hr 25-yr 6-hr Rainfall=4.30"
Prepared by Timmons Group Printed 6/21/2024
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 = 2.51" for 25-yr 6-hr event
Inflow = 50.60 cfs @ 3.07 hrs, Volume= 9.567 af
Primary = 50.60 cfs @ 3.07 hrs, Volume= 9.567 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
❑ Inflow
55 50.60cfs I —I — I — —I i D Primary
150.60 cfs I 1 , Inflow Area=45.700 ac
50= � i I I I I I I I I I I I I I I
45- 1 _I _ 1 _I _ I 1 _I _ L 1 _I _ 1 L _I _ I 1 _I _ 1 _I _ L _I _ I
I I I I I 1 I I 1 I I I 1 I
40= / t —I — rt —I — I rt —I — I— rt —I — 1 t —1 — I fi —I — 1 rt —I — 1 t —1 — I -
I I I I I I I I I I I I I I
35-
30" 1 I 1 1 I 1 _I I— 1 I 1 1 I 1 I 1
3 I I I I I 1 I I 1 I
LL 25- —I — I— rt —I — 1— rt —1 — 1— rt —1 — 1— T —I — 1— -r —1 — I— -r
20
15-
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 11 6-hr 25-yr 6-hr Rainfall=4.30"
Prepared by Timmons Group Printed 6/21/2024
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 9.75 0.00 9.75
10.00 2.48 0.00 2.48
15.00 2.01 0.00 2.01
20.00 1.47 0.00 1.47
25.00 1.02 0.00 1.02
30.00 0.91 0.00 0.91
35.00 0.86 0.00 0.86
40.00 0.82 0.00 0.82
45.00 0.77 0.00 0.77
50.00 0.73 0.00 0.73
55.00 0.67 0.00 0.67
60.00 0.61 0.00 0.61
65.00 0.53 0.00 0.53
70.00 0.17 0.00 0.17
75.00 0.00 0.00 0.00
80.00 0.00 0.00 0.00
85.00 0.00 0.00 0.00
90.00 0.00 0.00 0.00
95.00 0.00 0.00 0.00
100.00 0.00 0.00 0.00
105.00 0.00 0.00 0.00
110.00 0.00 0.00 0.00
115.00 0.00 0.00 0.00
120.00 0.00 0.00 0.00
125.00 0.00 0.00 0.00
130.00 0.00 0.00 0.00
135.00 0.00 0.00 0.00
140.00 0.00 0.00 0.00
145.00 0.00 0.00 0.00
150.00 0.00 0.00 0.00
155.00 0.00 0.00 0.00
160.00 0.00 0.00 0.00
165.00 0.00 0.00 0.00
170.00 0.00 0.00 0.00
175.00 0.00 0.00 0.00
180.00 0.00 0.00 0.00
185.00 0.00 0.00 0.00
190.00 0.00 0.00 0.00
195.00 0.00 0.00 0.00
200.00 0.00 0.00 0.00
205.00 0.00 0.00 0.00
210.00 0.00 0.00 0.00
215.00 0.00 0.00 0.00
220.00 0.00 0.00 0.00
225.00 0.00 0.00 0.00
230.00 0.00 0.00 0.00
235.00 0.00 0.00 0.00
240.00 0.00 0.00 0.00
245.00 0.00 0.00 0.00
250.00 0.00 0.00 0.00

Courtyards at the Greenway Detention Type II 6-hr 50-yr 6-hr Rainfall=4.83"
Prepared by Timmons Group Printed 6/21/2024
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=626.30' Storage=198,943 cf Inflow=186.43 cfs 6.121 af
Primary=9.04 cfs 3.105 af Secondary=0.00 cfs 0.000 af Tertiary=0.63 cfs 3.016 af Outflow=9.68 cfs 6.121 af
Pond 2P: Pond#2 (Wetpond) Peak Elev=629.24' Storage=78,931 cf Inflow=95.27 cfs 3.152 af
Primary=21.68 cfs 1.706 af Secondary=0.00 cfs 0.000 af Tertiary=1.40 cfs 1.446 af Outflow=23.07 cfs 3.152 af
Link 1L: Post-Dev Area#1 Inflow=76.27 cfs 11.328 af
Primary=76.27 cfs 11.328 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 6/21/2024
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 6/21/2024
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 1 I 1 I 1 I 1 I (� 1
110�/ I I 1 I I I I I I 1 I 1 I 1 1 M-ilIr-
100_ rt fi rt rt 1�0- r 6-Sir-Ra�irifalll- 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 I I 1 I I I I 1 f row Length=z,3180F 40_ _L I LL 1 1 1_ 1 _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 6/21/2024
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 6/21/2024
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 6/21/2024
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 6/21/2024
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
111957ots 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 r 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 6/21/2024
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 6/21/2024
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 6/21/2024
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 6/21/2024
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 = 9.68 cfs @ 3.92 hrs, Volume= 6.121 af, Atten= 95%, Lag= 57.5 min
Primary = 9.04 cfs @ 3.92 hrs, Volume= 3.105 of
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
Tertiary = 0.63 cfs @ 3.92 hrs, Volume= 3.016 af
Routed to Link 1 L : Post-Dev Area #1
Routing by Stor-lnd method, Time Span= 0.00-250.00 hrs, dt= 0.01 hrs
Peak Elev= 626.30'@ 3.92 hrs Surf.Area= 61,636 sf Storage= 198,943 cf
Plug-Flow detention time= 1,317.4 min calculated for 6.121 af(100% of inflow)
Center-of-Mass det. time= 1,317.5 min ( 1,515.9 - 198.4 )
Volume Invert Avail.Storage Storage Description _
#1 622.50' 308,691 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
622.50 35,957 0 0
623.00 39,730 18,922 18,922
624.00 54,134 46,932 65,854
625.00 57,401 55,768 121,621
626.00 60,612 59,007 180,628
627.00 64,029 62,321 242,948
628.00 67,457 65,743 308,691
Device Routing Invert Outlet Devices
#1 Primary 619.00' 24.0" Round Culvert
L= 106.1' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 619.00'/618.36' S= 0.0060 '/' 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 Sharp-Crested Rectangular Weir X 4.00
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)
#5 Tertiary 619.00' 3.0" Vert. Orifice to Level Spreader C= 0.600
Limited to weir flow at low heads

Courtyards at the Greenway Detention Type 11 6-hr 50-yr 6-hr Rainfall=4.83"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 85
Primary OutFlow Max=9.03 cfs © 3.92 hrs HW=626.30' (Free Discharge)
4-1=Culvert (Passes 9.03 cfs of 37.97 cfs potential flow)
AL2=Water Quality Orifice (Orifice Controls 0.45 cfs @ 9.23 fps)
3=Sharp-Crested Rectangular Weir(Weir Controls 8.58 cfs @ 1.79 fps)
Secondary OutFlow Max=0.00 cfs © 0.00 hrs HW=622.50' (Free Discharge)
4-4=Emergency Spillway ( Controls 0.00 cfs)
Tertiary OutFlow Max=0.63 cfs © 3.92 hrs HW=626.30' (Free Discharge)
4-5=Orifice to Level Spreader(Orifice Controls 0.63 cfs @ 12.90 fps)
Pond 1 P: Pond #1 (Wetpond)
Hydrograph
AI I I I I I I I I I I I I I I I I I I I I I I I
L L L _I_ I_ L L L _1 _I _I_ L L 1 L _I _ I_ L L L J _I _ I_ L _ ■Inflow
186.43 cfs I a outflow
tHH 1 1 LttH 1 1 Lt 11 Ai I- t —12(r I _ ■Prima
_./1/ ii
T 7 T T L 1� 'i' I"T"'T �`'f O 1 a' ■Secondary
2004' / / I 1 1 I I 1 1 1 I I 1 1 I I 1 pelf( '�v Q62I. _ •Tertiary
190_' / / -L 4 —1 —1- 1— 1 4 4 —1 —1 —I— 1 -L 1- 1— 1 - 9�3— -
180=' / 7tH - 1 1 LtHH 1 1 LtfibtQ�e�
170_' i 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I 1 1
160 ' z
150_" i /- LLL I I LLL _I 1 1 LL1L 1 1 LLL _I 1 1 L -
140-' / /- t H H —1- 1 H t H H —1 -1 H t H H —1- 1— 1 t H H —1 - 1 L -
130-' / / t77 1 1 7T7 —I 1 1 7T77 1 1 1- 774 1 1 7 -
w 120� i / 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
3 100L' 2 H 4 —1 —I 1 4 4 -1 —I -1— 1 H 4 —1 —I— I— H 4 4 -1 —I - 1— 1 -
Li 90_' i / t rt - -I- I- L -r rt -I -I -1 L t rt - -1- I- L -r rt -1 -I - 1 L -
80-'
111111111111111111111111
70-' i
60-i , ! L L ' ' L L L 1 L ' 1 1 ' L L ! ' 1 L
40 / 9.68 cfs �� /
40=' z" 9.04 cfs
f 1 0.633 cfs cfs ,7
0 �
1 /////////////////////////////////////////////////////////////////////
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180190 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 6/21/2024
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 Tertiary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs) (cfs)
0.00 0.00 0 622.50 0.00 0.00 0.00 0.00
5.00 5.45 194,459 626.23 6.75 6.12 0.00 0.63
10.00 0.00 171,073 625.84 1.04 0.42 0.00 0.61
15.00 0.00 152,730 625.53 1.00 0.40 0.00 0.60
20.00 0.00 135,024 625.23 0.97 0.38 0.00 0.58
25.00 0.00 117,970 624.94 0.93 0.36 0.00 0.57
30.00 0.00 101,583 624.65 0.89 0.34 0.00 0.56
35.00 0.00 85,881 624.37 0.85 0.31 0.00 0.54
40.00 0.00 70,884 624.09 0.81 0.29 0.00 0.53
45.00 0.00 56,619 623.83 0.77 0.26 0.00 0.51
50.00 0.00 43,142 623.55 0.73 0.23 0.00 0.50
55.00 0.00 30,550 623.28 0.67 0.19 0.00 0.48
60.00 0.00 18,983 623.00 0.61 0.15 0.00 0.47
65.00 0.00 8,693 622.74 0.53 0.08 0.00 0.45
70.00 0.00 794 622.52 0.18 0.00 0.00 0.17
75.00 0.00 14 622.50 0.00 0.00 0.00 0.00
80.00 0.00 0 622.50 0.00 0.00 0.00 0.00
85.00 0.00 0 622.50 0.00 0.00 0.00 0.00
90.00 0.00 0 622.50 0.00 0.00 0.00 0.00
95.00 0.00 0 622.50 0.00 0.00 0.00 0.00
100.00 0.00 0 622.50 0.00 0.00 0.00 0.00
105.00 0.00 0 622.50 0.00 0.00 0.00 0.00
110.00 0.00 0 622.50 0.00 0.00 0.00 0.00
115.00 0.00 0 622.50 0.00 0.00 0.00 0.00
120.00 0.00 0 622.50 0.00 0.00 0.00 0.00
125.00 0.00 0 622.50 0.00 0.00 0.00 0.00
130.00 0.00 0 622.50 0.00 0.00 0.00 0.00
135.00 0.00 0 622.50 0.00 0.00 0.00 0.00
140.00 0.00 0 622.50 0.00 0.00 0.00 0.00
145.00 0.00 0 622.50 0.00 0.00 0.00 0.00
150.00 0.00 0 622.50 0.00 0.00 0.00 0.00
155.00 0.00 0 622.50 0.00 0.00 0.00 0.00
160.00 0.00 0 622.50 0.00 0.00 0.00 0.00
165.00 0.00 0 622.50 0.00 0.00 0.00 0.00
170.00 0.00 0 622.50 0.00 0.00 0.00 0.00
175.00 0.00 0 622.50 0.00 0.00 0.00 0.00
180.00 0.00 0 622.50 0.00 0.00 0.00 0.00
185.00 0.00 0 622.50 0.00 0.00 0.00 0.00
190.00 0.00 0 622.50 0.00 0.00 0.00 0.00
195.00 0.00 0 622.50 0.00 0.00 0.00 0.00
200.00 0.00 0 622.50 0.00 0.00 0.00 0.00
205.00 0.00 0 622.50 0.00 0.00 0.00 0.00
210.00 0.00 0 622.50 0.00 0.00 0.00 0.00
215.00 0.00 0 622.50 0.00 0.00 0.00 0.00
220.00 0.00 0 622.50 0.00 0.00 0.00 0.00
225.00 0.00 0 622.50 0.00 0.00 0.00 0.00
230.00 0.00 0 622.50 0.00 0.00 0.00 0.00
235.00 0.00 0 622.50 0.00 0.00 0.00 0.00
240.00 0.00 0 622.50 0.00 0.00 0.00 0.00
245.00 0.00 0 622.50 0.00 0.00 0.00 0.00
250.00 0.00 0 622.50 0.00 0.00 0.00 0.00

Courtyards at the Greenway Detention Type II 6-hr 50-yr 6-hr Rainfall=4.83"
Prepared by Timmons Group Printed 6/21/2024
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 = 23.07 cfs @ 3.09 hrs, Volume= 3.152 af, Atten= 76%, Lag= 7.8 min
Primary = 21.68 cfs @ 3.09 hrs, Volume= 1.706 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
Tertiary = 1.40 cfs @ 3.09 hrs, Volume= 1.446 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= 629.24'@ 3.09 hrs Surf.Area= 20,698 sf Storage= 78,931 cf
Plug-Flow detention time=293.8 min calculated for 3.152 of(100% of inflow)
Center-of-Mass det. time=294.0 min ( 491.6 - 197.6 )
Volume Invert Avail.Storage Storage Description
#1 624.50' 118,174 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
624.50 10,635 0 0
625.00 13,600 6,059 6,059
626.00 15,215 14,408 20,466
627.00 17,285 16,250 36,716
628.00 18,524 17,905 54,621
629.00 20,266 19,395 74,016
630.00 22,065 21,166 95,181
631.00 23,920 22,993 118,174
Device Routing Invert Outlet Devices
#1 Primary 622.00' 18.0" Round Culvert
L= 49.2' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 622.00'/621.70' S= 0.0061 '/' Cc= 0.900
n= 0.010, Flow Area= 1.77 sf
#2 Device 1 624.50' 3.0" Vert. Water Quality Orifice C= 0.600
Limited to weir flow at low heads
#3 Device 1 628.50' 4.0' long Sharp-Crested Rectangular Weir X 4.00
2 End Contraction(s)
#4 Secondary 629.50' 45.0 deg x 25.0' long x 0.50' rise Emergency Spillway
Cv= 2.56 (C= 3.20)
#5 Tertiary 624.50' 5.0" Vert. Orifice to Level Spreader C= 0.600
Limited to weir flow at low heads

Courtyards at the Greenway Detention Type 11 6-hr 50-yr 6-hr Rainfall=4.83"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 88
Primary OutFlow Max=21.68 cfs @ 3.09 hrs HW=629.24' (Free Discharge)
4-1=Culvert (Inlet Controls 21.68 cfs © 12.27 fps)
AL2=Water Quality Orifice (Passes < 0.51 cfs potential flow)
3=Sharp-Crested Rectangular Weir(Passes < 32.06 cfs potential flow)
Secondary OutFlow Max=0.00 cfs © 0.00 hrs HW=624.50' (Free Discharge)
4-4=Emergency Spillway ( Controls 0.00 cfs)
Tertiary OutFlow Max=1.40 cfs © 3.09 hrs HW=629.24' (Free Discharge)
4-5=Orifice to Level Spreader(Orifice Controls 1.40 cfs @ 10.25 fps)
Pond 2P: Pond #2 (Wetpond)
Hydrograph
T 7 7 7 T 7 - 7 T 7 7 r T 7 ■Inflow
95.27 cfs I a- Outflow
I I 1 1 1 1 I 1 Al I 14
il 1 T W -T � a _ • iprma
— econ dary
1oo_/ / /_ T 7 7 —I— I— 7 T 7 —I —I— 7 T 7 7 P�al� E��¢ 21g gq� _ .Tertiary
90, /
85=/ / r rt -1 -1- 1- r -r rt 1 -1 -1- 1 r rt -1 -1- 1- r -r -r -1 -1 - 1- 1 -
80 / / / 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
75-/ /
654' / / fi rt —1 —1- 1— I i- rt H —1 -1— I fi rt —1 —1- 1— r fi rt H —1 - 1— I -
60"/ / / 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
c 50-/ / / � LH _I I I LHH _I I I H I I I— HH _I I I H
E 45 / / /I23.07cfs T H H —I— I— I— H— -F H —1 -1— H t H —1 —1- 1— 1— T -F H —1 - 1— H -
40 ' / , � 1 1 1 1 17 1 1 1 1 1 1 1 1 1 1 1 1 1
35=/ ,J1.6 28cfs /j
I I I " 1 " I " 1 1 " 1
30` / / ':
25i/ / /
15=/ / / I
10100 Jr
0 cfs „��
01.�cfs /'����������������������������������������������������������������������������������������
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180190 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 6/21/2024
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 Tertiary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs) (cfs)
0.00 0.00 0 624.50 0.00 0.00 0.00 0.00
5.00 2.75 65,759 628.59 3.10 1.81 0.00 1.29
10.00 0.00 42,245 627.32 1.45 0.39 0.00 1.06
15.00 0.00 20,005 625.97 1.01 0.27 0.00 0.74
20.00 0.00 6,236 625.01 0.51 0.15 0.00 0.36
25.00 0.00 1,553 624.64 0.09 0.04 0.00 0.05
30.00 0.00 716 624.57 0.02 0.01 0.00 0.01
35.00 0.00 423 624.54 0.01 0.01 0.00 0.01
40.00 0.00 250 624.52 0.01 0.00 0.00 0.00
45.00 0.00 148 624.51 0.00 0.00 0.00 0.00
50.00 0.00 87 624.51 0.00 0.00 0.00 0.00
55.00 0.00 51 624.50 0.00 0.00 0.00 0.00
60.00 0.00 30 624.50 0.00 0.00 0.00 0.00
65.00 0.00 18 624.50 0.00 0.00 0.00 0.00
70.00 0.00 11 624.50 0.00 0.00 0.00 0.00
75.00 0.00 6 624.50 0.00 0.00 0.00 0.00
80.00 0.00 4 624.50 0.00 0.00 0.00 0.00
85.00 0.00 2 624.50 0.00 0.00 0.00 0.00
90.00 0.00 1 624.50 0.00 0.00 0.00 0.00
95.00 0.00 1 624.50 0.00 0.00 0.00 0.00
100.00 0.00 0 624.50 0.00 0.00 0.00 0.00
105.00 0.00 0 624.50 0.00 0.00 0.00 0.00
110.00 0.00 0 624.50 0.00 0.00 0.00 0.00
115.00 0.00 0 624.50 0.00 0.00 0.00 0.00
120.00 0.00 0 624.50 0.00 0.00 0.00 0.00
125.00 0.00 0 624.50 0.00 0.00 0.00 0.00
130.00 0.00 0 624.50 0.00 0.00 0.00 0.00
135.00 0.00 0 624.50 0.00 0.00 0.00 0.00
140.00 0.00 0 624.50 0.00 0.00 0.00 0.00
145.00 0.00 0 624.50 0.00 0.00 0.00 0.00
150.00 0.00 0 624.50 0.00 0.00 0.00 0.00
155.00 0.00 0 624.50 0.00 0.00 0.00 0.00
160.00 0.00 0 624.50 0.00 0.00 0.00 0.00
165.00 0.00 0 624.50 0.00 0.00 0.00 0.00
170.00 0.00 0 624.50 0.00 0.00 0.00 0.00
175.00 0.00 0 624.50 0.00 0.00 0.00 0.00
180.00 0.00 0 624.50 0.00 0.00 0.00 0.00
185.00 0.00 0 624.50 0.00 0.00 0.00 0.00
190.00 0.00 0 624.50 0.00 0.00 0.00 0.00
195.00 0.00 0 624.50 0.00 0.00 0.00 0.00
200.00 0.00 0 624.50 0.00 0.00 0.00 0.00
205.00 0.00 0 624.50 0.00 0.00 0.00 0.00
210.00 0.00 0 624.50 0.00 0.00 0.00 0.00
215.00 0.00 0 624.50 0.00 0.00 0.00 0.00
220.00 0.00 0 624.50 0.00 0.00 0.00 0.00
225.00 0.00 0 624.50 0.00 0.00 0.00 0.00
230.00 0.00 0 624.50 0.00 0.00 0.00 0.00
235.00 0.00 0 624.50 0.00 0.00 0.00 0.00
240.00 0.00 0 624.50 0.00 0.00 0.00 0.00
245.00 0.00 0 624.50 0.00 0.00 0.00 0.00
250.00 0.00 0 624.50 0.00 0.00 0.00 0.00

Courtyards at the Greenway Detention Type II 6-hr 50-yr 6-hr Rainfall=4.83"
Prepared by Timmons Group Printed 6/21/2024
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 = 2.97" for 50-yr 6-hr event
Inflow = 76.27 cfs @ 3.04 hrs, Volume= 11.328 af
Primary = 76.27 cfs @ 3.04 hrs, Volume= 11.328 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
rt I
I ❑ Inflow
85 176.27ds I
�'6.2'cfs
D Primary
Inflow Area=45.700 lac
75 �� 1 1 1 1 _I _ 1_
70= I 1 1 I 1 I 1 I 1 I 1 I
65- I 1 I 1 I I 1 I 1 I 1 I 1 I
60_ I1 1 1 1 II I I I I I I I I I I I I
55= 1 I I I I I I I I I I I I I I I I I I I I
50
45= I 1 I 1 I 1 I 1 I 1 I I 1 I 1 I 1 I 1 I
0 40_ ✓� 1 1 1 1 T T 1
35_
30= - -1 — I— —1 - 1— t —1 - 1 ± 1
I L _1 — I— 4 —I — I— 4 —I — 1— T —1 — I— + —I — I— + I
25
20 1 _ _ _I _ 11II1 1 I 1 I 1 1 1 1 I I I I
15- I I I I I I I I I I I I I I I I I
10? %� I 1 1 1 I I I
5 A. P �������������������������������������������
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 6/21/2024
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 12.36 0.00 12.36
10.00 2.48 0.00 2.48
15.00 2.01 0.00 2.01
20.00 1.48 0.00 1.48
25.00 1.02 0.00 1.02
30.00 0.91 0.00 0.91
35.00 0.87 0.00 0.87
40.00 0.82 0.00 0.82
45.00 0.78 0.00 0.78
50.00 0.73 0.00 0.73
55.00 0.67 0.00 0.67
60.00 0.61 0.00 0.61
65.00 0.53 0.00 0.53
70.00 0.18 0.00 0.18
75.00 0.00 0.00 0.00
80.00 0.00 0.00 0.00
85.00 0.00 0.00 0.00
90.00 0.00 0.00 0.00
95.00 0.00 0.00 0.00
100.00 0.00 0.00 0.00
105.00 0.00 0.00 0.00
110.00 0.00 0.00 0.00
115.00 0.00 0.00 0.00
120.00 0.00 0.00 0.00
125.00 0.00 0.00 0.00
130.00 0.00 0.00 0.00
135.00 0.00 0.00 0.00
140.00 0.00 0.00 0.00
145.00 0.00 0.00 0.00
150.00 0.00 0.00 0.00
155.00 0.00 0.00 0.00
160.00 0.00 0.00 0.00
165.00 0.00 0.00 0.00
170.00 0.00 0.00 0.00
175.00 0.00 0.00 0.00
180.00 0.00 0.00 0.00
185.00 0.00 0.00 0.00
190.00 0.00 0.00 0.00
195.00 0.00 0.00 0.00
200.00 0.00 0.00 0.00
205.00 0.00 0.00 0.00
210.00 0.00 0.00 0.00
215.00 0.00 0.00 0.00
220.00 0.00 0.00 0.00
225.00 0.00 0.00 0.00
230.00 0.00 0.00 0.00
235.00 0.00 0.00 0.00
240.00 0.00 0.00 0.00
245.00 0.00 0.00 0.00
250.00 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 6/21/2024
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=626.47' Storage=209,315 cf Inflow=212.37 cfs 7.038 af
Primary=17.18 cfs 4.013 af Secondary=0.00 cfs 0.000 af Tertiary=0.64 cfs 3.025 af Outflow=17.82 cfs 7.038 af
Pond 2P: Pond#2 (Wetpond) Peak Elev=629.70' Storage=88,649 cf Inflow=108.22 cfs 3.614 af
Primary=22.43 cfs 2.097 af Secondary=7.19 cfs 0.059 af Tertiary=1.47 cfs 1.459 af Outflow=31.09 cfs 3.614 af
Link 1L: Post-Dev Area#1 Inflow=94.40 cfs 13.124 af
Primary=94.40 cfs 13.124 af
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 6/21/2024
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 6/21/2024
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— + —I - 1— + -1 - 1- - —1-
160-+-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 6/21/2024
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 6/21/2024
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 6/21/2024
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 6/21/2024
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 6/21/2024
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 6/21/2024
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 6/21/2024
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 6/21/2024
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 = 17.82 cfs @ 3.46 hrs, Volume= 7.038 af, Atten= 92%, Lag= 29.9 min
Primary = 17.18 cfs @ 3.46 hrs, Volume= 4.013 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
Tertiary = 0.64 cfs @ 3.46 hrs, Volume= 3.025 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= 626.47'@ 3.46 hrs Surf.Area= 62,208 sf Storage= 209,315 cf
Plug-Flow detention time= 1,152.9 min calculated for 7.038 of(100% of inflow)
Center-of-Mass det. time= 1,152.9 min ( 1,350.3 - 197.4 )
Volume Invert Avail.Storage Storage Description _
#1 622.50' 308,691 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
622.50 35,957 0 0
623.00 39,730 18,922 18,922
624.00 54,134 46,932 65,854
625.00 57,401 55,768 121,621
626.00 60,612 59,007 180,628
627.00 64,029 62,321 242,948
628.00 67,457 65,743 308,691
Device Routing Invert Outlet Devices
#1 Primary 619.00' 24.0" Round Culvert
L= 106.1' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 619.00'/618.36' S= 0.0060 '/' 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 Sharp-Crested Rectangular Weir X 4.00
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)
#5 Tertiary 619.00' 3.0" Vert. Orifice to Level Spreader C= 0.600
Limited to weir flow at low heads

Courtyards at the Greenway Detention Type II 6-hr 100-yr 6-hr Rainfall=5.36"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 103
Primary OutFlow Max=17.17 cfs @ 3.46 hrs HW=626.47' (Free Discharge)
4-1=Culvert (Passes 17.17 cfs of 38.47 cfs potential flow)
AL2=Water Quality Orifice (Orifice Controls 0.46 cfs @ 9.44 fps)
3=Sharp-Crested Rectangular Weir(Weir Controls 16.70 cfs © 2.23 fps)
Secondary OutFlow Max=0.00 cfs © 0.00 hrs HW=622.50' (Free Discharge)
4-4=Emergency Spillway ( Controls 0.00 cfs)
Tertiary OutFlow Max=0.64 cfs © 3.46 hrs HW=626.47' (Free Discharge)
4-5=Orifice to Level Spreader(Orifice Controls 0.64 cfs @ 13.05 fps)
Pond 1 P: Pond #1 (Wetpond)
Hydrograph
1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1
t - — —I I 1 1— —1 1 I I— t —I I 1 1— - ■Inflow
212.37 cfs I11
❑outflow
kI/ pI nJ •prima
' —zit
"7 IT7"'I �'I Ia ■•Secondary
/ 1 1 1 1 1 1 I Pea1k EF'ev 26 - •Tertiary
220 -/ / 4 - 1— H4 —I I I 1 I I— I I I- -
200 / / / 1 1 1 1 1 1 tOrag�e720%3151 Cf
- z 1 1 1 1 1 1 1 1 1 1 1 1 1
180 -/
/ - T 7 —I —I —I— 7 T 7 7 —1- 1— 1— T 7 —I —1 — I— 7 -
1607 / H4 H _HH _1 1 1 H _L _t4 1 1 1_ _HH _1 1 1 H
y 140� / 1 I I 1 I I II I I 1
u - i / 1 1 1 1 1 1 II 1 1 1
1201/ / I - t t - —1 -1— 1 t rt —1 —1- 1— 1- t rt -1 —1 - 1— t -
1800� 1 L 1 � I I � L 1 _
-
= / , 1 I " I " I " I " I
60 / /1 17.82 cfs
- 17.18cfs j .����������������������� ,—.
40 / r
2i o.8ascfs
���������������������������������������������
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180190 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 6/21/2024
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 Tertiary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs) (cfs)
0.00 0.00 0 622.50 0.00 0.00 0.00 0.00
5.00 6.12 195,967 626.25 7.69 7.06 0.00 0.63
10.00 0.00 171,283 625.85 1.04 0.42 0.00 0.61
15.00 0.00 152,934 625.54 1.00 0.40 0.00 0.60
20.00 0.00 135,221 625.24 0.97 0.38 0.00 0.58
25.00 0.00 118,159 624.94 0.93 0.36 0.00 0.57
30.00 0.00 101,764 624.65 0.89 0.34 0.00 0.56
35.00 0.00 86,054 624.37 0.85 0.31 0.00 0.54
40.00 0.00 71,050 624.10 0.81 0.29 0.00 0.53
45.00 0.00 56,776 623.83 0.77 0.26 0.00 0.51
50.00 0.00 43,290 623.56 0.73 0.23 0.00 0.50
55.00 0.00 30,687 623.28 0.67 0.19 0.00 0.48
60.00 0.00 19,107 623.00 0.61 0.15 0.00 0.47
65.00 0.00 8,800 622.74 0.53 0.08 0.00 0.45
70.00 0.00 831 622.52 0.19 0.00 0.00 0.18
75.00 0.00 15 622.50 0.00 0.00 0.00 0.00
80.00 0.00 0 622.50 0.00 0.00 0.00 0.00
85.00 0.00 0 622.50 0.00 0.00 0.00 0.00
90.00 0.00 0 622.50 0.00 0.00 0.00 0.00
95.00 0.00 0 622.50 0.00 0.00 0.00 0.00
100.00 0.00 0 622.50 0.00 0.00 0.00 0.00
105.00 0.00 0 622.50 0.00 0.00 0.00 0.00
110.00 0.00 0 622.50 0.00 0.00 0.00 0.00
115.00 0.00 0 622.50 0.00 0.00 0.00 0.00
120.00 0.00 0 622.50 0.00 0.00 0.00 0.00
125.00 0.00 0 622.50 0.00 0.00 0.00 0.00
130.00 0.00 0 622.50 0.00 0.00 0.00 0.00
135.00 0.00 0 622.50 0.00 0.00 0.00 0.00
140.00 0.00 0 622.50 0.00 0.00 0.00 0.00
145.00 0.00 0 622.50 0.00 0.00 0.00 0.00
150.00 0.00 0 622.50 0.00 0.00 0.00 0.00
155.00 0.00 0 622.50 0.00 0.00 0.00 0.00
160.00 0.00 0 622.50 0.00 0.00 0.00 0.00
165.00 0.00 0 622.50 0.00 0.00 0.00 0.00
170.00 0.00 0 622.50 0.00 0.00 0.00 0.00
175.00 0.00 0 622.50 0.00 0.00 0.00 0.00
180.00 0.00 0 622.50 0.00 0.00 0.00 0.00
185.00 0.00 0 622.50 0.00 0.00 0.00 0.00
190.00 0.00 0 622.50 0.00 0.00 0.00 0.00
195.00 0.00 0 622.50 0.00 0.00 0.00 0.00
200.00 0.00 0 622.50 0.00 0.00 0.00 0.00
205.00 0.00 0 622.50 0.00 0.00 0.00 0.00
210.00 0.00 0 622.50 0.00 0.00 0.00 0.00
215.00 0.00 0 622.50 0.00 0.00 0.00 0.00
220.00 0.00 0 622.50 0.00 0.00 0.00 0.00
225.00 0.00 0 622.50 0.00 0.00 0.00 0.00
230.00 0.00 0 622.50 0.00 0.00 0.00 0.00
235.00 0.00 0 622.50 0.00 0.00 0.00 0.00
240.00 0.00 0 622.50 0.00 0.00 0.00 0.00
245.00 0.00 0 622.50 0.00 0.00 0.00 0.00
250.00 0.00 0 622.50 0.00 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 6/21/2024
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 = 31.09 cfs @ 3.08 hrs, Volume= 3.614 af, Atten= 71%, Lag= 7.0 min
Primary = 22.43 cfs @ 3.08 hrs, Volume= 2.097 af
Routed to Link 1 L : Post-Dev Area #1
Secondary= 7.19 cfs @ 3.08 hrs, Volume= 0.059 af
Routed to Link 1 L : Post-Dev Area #1
Tertiary = 1.47 cfs @ 3.08 hrs, Volume= 1.459 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= 629.70'@ 3.08 hrs Surf.Area= 21,526 sf Storage= 88,649 cf
Plug-Flow detention time=260.0 min calculated for 3.614 of(100% of inflow)
Center-of-Mass det. time=260.2 min ( 456.8 - 196.6 )
Volume Invert Avail.Storage Storage Description
#1 624.50' 118,174 cf Custom Stage Data (Prismatic)Listed below(Recalc)
Elevation Surf.Area Inc.Store Cum.Store
(feet) (sq-ft) (cubic-feet) (cubic-feet)
624.50 10,635 0 0
625.00 13,600 6,059 6,059
626.00 15,215 14,408 20,466
627.00 17,285 16,250 36,716
628.00 18,524 17,905 54,621
629.00 20,266 19,395 74,016
630.00 22,065 21,166 95,181
631.00 23,920 22,993 118,174
Device Routing Invert Outlet Devices
#1 Primary 622.00' 18.0" Round Culvert
L= 49.2' RCP, square edge headwall, Ke= 0.500
Inlet/ Outlet Invert= 622.00'/621.70' S= 0.0061 '/' Cc= 0.900
n= 0.010, Flow Area= 1.77 sf
#2 Device 1 624.50' 3.0" Vert. Water Quality Orifice C= 0.600
Limited to weir flow at low heads
#3 Device 1 628.50' 4.0' long Sharp-Crested Rectangular Weir X 4.00
2 End Contraction(s)
#4 Secondary 629.50' 45.0 deg x 25.0' long x 0.50' rise Emergency Spillway
Cv= 2.56 (C= 3.20)
#5 Tertiary 624.50' 5.0" Vert. Orifice to Level Spreader C= 0.600
Limited to weir flow at low heads

Courtyards at the Greenway Detention Type II 6-hr 100-yr 6-hr Rainfall=5.36"
Prepared by Timmons Group Printed 6/21/2024
HydroCAD® 10.10-7a s/n 08663 ©2021 HydroCAD Software Solutions LLC Page 106
Primary OutFlow Max=22.43 cfs @ 3.08 hrs HW=629.70' (Free Discharge)
4-1=Culvert (Inlet Controls 22.43 cfs © 12.69 fps)
AL2=Water Quality Orifice (Passes < 0.53 cfs potential flow)
3=Sharp-Crested Rectangular Weir(Passes < 64.61 cfs potential flow)
Secondary OutFlow Max=7.15 cfs © 3.08 hrs HW=629.70' (Free Discharge)
4-4=Emergency Spillway (Weir Controls 7.15 cfs @ 1.43 fps)
Tertiary OutFlow Max=1.47 cfs © 3.08 hrs HW=629.70' (Free Discharge)
4-5=Orifice to Level Spreader(Orifice Controls 1.47 cfs @ 10.76 fps)
Pond 2P: Pond #2 (Wetpond)
Hydrograph
t fi —I —I— I— 1— 1— -fi —I —I —I— 1— t fi —I —I— I— I— t fi —I —I — I— 1— -
_I _I_ L L i _1 _I _ I_ L L L J _I _ I_ L _ ■Inflow
A 108.2s I 1 1 1 1
a Outflow
�1 ■primary
/ I I I I � I7aI ' I� ■Second ary
120� / fi - 1 t fi -i —I —1 1— tfi -Peak BeV=629�7-0' •Tertiary
110 -/ / 1 1 1 1 1 1 1 1 _
1 1 1 1 1 1 StOrage� 856491 Ct
100 -/ /
90 -/ / 1 - H t H —1 -1— H t t H —1 - 1— t— t t H —1 - 1— H -
8017 / _ L L 1 H _1 _1_ L L 1 1 I I L L _1 _1 - 1— L _
/ 1 1 1 1 1 1 1 1 1 1 1 1 1
770 >
o - i / 1 1 1 1 1 1 1 1 1 1 1 1 1
60-✓ / fiH 1- Ht -I -I -1 1- tH - -1 I- 1- tt - -I - 1 1- -
OL 50 / /L31.Oi cfs L -
= / / 1 1 1 1 1 1 I I I I 1 1 1
40-✓ 22A3 cfs I -
I I " I I " I I I I " I
30�
20�7.19 cfs�1Pli-/A7 cfs ��////////////////////////////////////////////////////////////////////////////////////////////�
0 10 20 30 40 50 60 70 80 90 100 110 120 130 140 150 160 170 180190 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 6/21/2024
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 Tertiary
(hours) (cfs) (cubic-feet) (feet) (cfs) (cfs) (cfs) (cfs)
0.00 0.00 0 624.50 0.00 0.00 0.00 0.00
5.00 3.09 66,038 628.60 3.41 2.12 0.00 1.30
10.00 0.00 42,410 627.33 1.45 0.39 0.00 1.06
15.00 0.00 20,121 625.98 1.01 0.27 0.00 0.74
20.00 0.00 6,295 625.02 0.51 0.15 0.00 0.36
25.00 0.00 1,563 624.64 0.09 0.04 0.00 0.05
30.00 0.00 719 624.57 0.02 0.01 0.00 0.01
35.00 0.00 425 624.54 0.01 0.01 0.00 0.01
40.00 0.00 251 624.52 0.01 0.00 0.00 0.00
45.00 0.00 148 624.51 0.00 0.00 0.00 0.00
50.00 0.00 87 624.51 0.00 0.00 0.00 0.00
55.00 0.00 52 624.50 0.00 0.00 0.00 0.00
60.00 0.00 31 624.50 0.00 0.00 0.00 0.00
65.00 0.00 18 624.50 0.00 0.00 0.00 0.00
70.00 0.00 11 624.50 0.00 0.00 0.00 0.00
75.00 0.00 6 624.50 0.00 0.00 0.00 0.00
80.00 0.00 4 624.50 0.00 0.00 0.00 0.00
85.00 0.00 2 624.50 0.00 0.00 0.00 0.00
90.00 0.00 1 624.50 0.00 0.00 0.00 0.00
95.00 0.00 1 624.50 0.00 0.00 0.00 0.00
100.00 0.00 0 624.50 0.00 0.00 0.00 0.00
105.00 0.00 0 624.50 0.00 0.00 0.00 0.00
110.00 0.00 0 624.50 0.00 0.00 0.00 0.00
115.00 0.00 0 624.50 0.00 0.00 0.00 0.00
120.00 0.00 0 624.50 0.00 0.00 0.00 0.00
125.00 0.00 0 624.50 0.00 0.00 0.00 0.00
130.00 0.00 0 624.50 0.00 0.00 0.00 0.00
135.00 0.00 0 624.50 0.00 0.00 0.00 0.00
140.00 0.00 0 624.50 0.00 0.00 0.00 0.00
145.00 0.00 0 624.50 0.00 0.00 0.00 0.00
150.00 0.00 0 624.50 0.00 0.00 0.00 0.00
155.00 0.00 0 624.50 0.00 0.00 0.00 0.00
160.00 0.00 0 624.50 0.00 0.00 0.00 0.00
165.00 0.00 0 624.50 0.00 0.00 0.00 0.00
170.00 0.00 0 624.50 0.00 0.00 0.00 0.00
175.00 0.00 0 624.50 0.00 0.00 0.00 0.00
180.00 0.00 0 624.50 0.00 0.00 0.00 0.00
185.00 0.00 0 624.50 0.00 0.00 0.00 0.00
190.00 0.00 0 624.50 0.00 0.00 0.00 0.00
195.00 0.00 0 624.50 0.00 0.00 0.00 0.00
200.00 0.00 0 624.50 0.00 0.00 0.00 0.00
205.00 0.00 0 624.50 0.00 0.00 0.00 0.00
210.00 0.00 0 624.50 0.00 0.00 0.00 0.00
215.00 0.00 0 624.50 0.00 0.00 0.00 0.00
220.00 0.00 0 624.50 0.00 0.00 0.00 0.00
225.00 0.00 0 624.50 0.00 0.00 0.00 0.00
230.00 0.00 0 624.50 0.00 0.00 0.00 0.00
235.00 0.00 0 624.50 0.00 0.00 0.00 0.00
240.00 0.00 0 624.50 0.00 0.00 0.00 0.00
245.00 0.00 0 624.50 0.00 0.00 0.00 0.00
250.00 0.00 0 624.50 0.00 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 6/21/2024
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 = 3.45" for 100-yr 6-hr event
Inflow = 94.40 cfs @ 3.06 hrs, Volume= 13.124 af
Primary = 94.40 cfs @ 3.06 hrs, Volume= 13.124 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
— tt —I— fit —I— r
1— T —I — I— TT —I— TT —I— T7 -1 — I- 7 —I — I ■Inflow
105 �9440 s I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 IIII Primary
1q 944oas 1 1 1 1 1 1 1 1 1 1 1 1 1 Inflow A1' a=4 /g OV ac
95= r
90 I I I I I I I I I I I I I I I I I I I I I I I I
85 _L 1 I + 1 1 T I L I L 1 4 I I T 1 +
80 + 1 I + 1 1 + + —I— I + 4 1 + I 1 + 1 1 +
75
70 1 — I + 1 — 1 t i I t i I— 1— 4 1 I— 4 I 1 + 1 1 + i
65
60
-!"-=
50 I I I I I I I I I I I I I I I I I I I I I I I
LL 40 _1 — I- 4 -1 — I— if —I —I- -L —I- 1- 4 —I — I- 4 -1 - 1— if -1 — I- 4if —
35 30 + —1 — I— + —1 — I— + —I —I— + —I —I— 1— 4 —I — I— 4 —I — — + —I — I— + —I —
%% t 25 —1 — I— t —I — I— t if —I— fit —I— r rt —I — r t —I — I— t —I — I— t —I —
T
15 i 20 I 1 I I I I I I I I I I I 1 I I I 1 I 1 I T 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 100-yr 6-hr Rainfall=5.36"
Prepared by Timmons Group Printed 6/21/2024
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 14.01 0.00 14.01
10.00 2.49 0.00 2.49
15.00 2.02 0.00 2.02
20.00 1.48 0.00 1.48
25.00 1.02 0.00 1.02
30.00 0.91 0.00 0.91
35.00 0.87 0.00 0.87
40.00 0.82 0.00 0.82
45.00 0.78 0.00 0.78
50.00 0.73 0.00 0.73
55.00 0.67 0.00 0.67
60.00 0.61 0.00 0.61
65.00 0.53 0.00 0.53
70.00 0.19 0.00 0.19
75.00 0.00 0.00 0.00
80.00 0.00 0.00 0.00
85.00 0.00 0.00 0.00
90.00 0.00 0.00 0.00
95.00 0.00 0.00 0.00
100.00 0.00 0.00 0.00
105.00 0.00 0.00 0.00
110.00 0.00 0.00 0.00
115.00 0.00 0.00 0.00
120.00 0.00 0.00 0.00
125.00 0.00 0.00 0.00
130.00 0.00 0.00 0.00
135.00 0.00 0.00 0.00
140.00 0.00 0.00 0.00
145.00 0.00 0.00 0.00
150.00 0.00 0.00 0.00
155.00 0.00 0.00 0.00
160.00 0.00 0.00 0.00
165.00 0.00 0.00 0.00
170.00 0.00 0.00 0.00
175.00 0.00 0.00 0.00
180.00 0.00 0.00 0.00
185.00 0.00 0.00 0.00
190.00 0.00 0.00 0.00
195.00 0.00 0.00 0.00
200.00 0.00 0.00 0.00
205.00 0.00 0.00 0.00
210.00 0.00 0.00 0.00
215.00 0.00 0.00 0.00
220.00 0.00 0.00 0.00
225.00 0.00 0.00 0.00
230.00 0.00 0.00 0.00
235.00 0.00 0.00 0.00
240.00 0.00 0.00 0.00
245.00 0.00 0.00 0.00
250.00 0.00 0.00 0.00

UTILITIES

�N '. y,UIIIII,,,,,
DESIGN CRITERIA AVAILABLE FLOW CURVE Ev d
• FLOW INFORMATION WAS OBTAINED FROM A FLOW TEST PERFORMED BY UNION OF Oti'•9
N N. COUNTY ON 10/07/2023.FLOW TEST LOCATION WAS THE EXISTING HYDRANT LOCATED 2:e. SEAL 9r'.
N � ON THE EXISTING 8 INCH WATERLINE APPROXIMATELY 1,110 FT NORTHWEST OF THE - 046626
I""", INTERSECTION OF AVALON PLACE AND LAWYERS ROAD.THE AVAILABLE FLOW CURVE Instantaneous Flow Test Curve for Fire Hydrant#927 Located Approximately 1,100 FT Northwest of the 0 E�•'• :
\ ' IS SHOWN ON THIS SHEET. Intersection of Avalon PI.and Lawyers Rd. �1,��E���•�O
•
EM FLOW IS
ENTED AT H-1 IN THE INCLUDED WATER MODEL LAYOUT.
\ I\ • THIS MODEL HAS BEENPERFORMED TO EVALUATE AVAILABLE PRESSURE AND 100 Test
HYDRANT FLOW TEST
y Multi,
III111
ST
Date:10/]/2023
\ FLOW BASED ON THE INCLUDED WATER MODEL LAYOUT AND FLOW DEMAND CRITERIA. 80 Test Time:10:30 a.m.
\ `\_H 1 ALL WATERLINES WERE MODELED WITH A HAZEN-WILLIAMS ROUGHNESS COEFFICIENT Static Pressure:95 PSI
Residual Pressure#927:70 PSI r�o
\A. OF 120.• 80 Observed Flow p928:1,000 GPM ry S
- 1 \ Observed Flow rev'� x
THE WATER MODEL LAYOUT IS BASED ON INFORMATION(SURVEY,GRADING AND SITE u
41/J \ LAYOUT)PROVIDED BY TIMMONS GROUP. ?E
.1 _ - • THE PROPOSED SYSTEM MUST MAINTAIN A MINIMUM RESIDUAL PRESSURE OF 30 PSI ♦ =i 9
_\ J-10/ •. ^\, \Ili
FOR ALL DOMESTIC SCENARIOS AND A MINIMUM RESIDUAL PRESSURE OF 20 PSI FOR ♦ a m 3 A
*- N A ALL FIRE SCENARIOS. 80 ♦♦ o _ S
101
"= H-9 qA 50 ♦� ♦ 0.
�� w Fe
_" J-13 CONCLUSION 40 ♦ s .2< w
/
LL __/\\\\ ._j_iNi
Observed Flow ♦ V ut U w O
:::
%=�17 J_1 \ ,\ - • BASED ON THE INFORMATION PROVIDED,THE PROPOSED SYSTEM IS ADEQUATE 30 Projected Flow ♦♦ ,m., f' c ZO
TO MEET THE MINIMUM RESIDUAL PRESSURE REQUIREMENTS WHILE PROVIDINGI
♦ z '0 in
I4 I I I
\_ / q %� \ y' THE REQUIRED FLOW FOR DOMESTIC AND FIRE SCENARIOS. DISCLAIMER:
flow test results are based upon Information ♦ E ao u w
\ 20-gathered at the time the test was performed.The ♦ 5
„X /\ \ i
\ - • THE PROPOSED SYSTEM MEETS BOTH UNION COUNTY AND NCDEQ DESIGN variability of the water system clue to changes In usage, 6
V� A /\l1 „_. 2 STANDARDS. demand and operating conditions precludes guarantee 0
' '\I • _ -n '\ 10-that expecbt ons regarding pressures and flows wdl ba
H-7 • A PRESSURE REDUCING VALVE(PRV)OR INDIVIDUAL HOME PRV IS xect ng.Projected flow beyond the observedflow Is
YYYddd 1/ I =_ 9'S m`. RECOMMENDED FOR ANY CONNECTION WITH PRESSURES ABOVE 80 PSI. only an est mat on.
0
:_ _:� `o© o zao aoo 60o a0o 1,000 1,zoo 1Aoo 1,600 1,aoo z,0o0
lA _" n/ "... Flow(GPM) - ��ry
1 ‘ '
ilk N
' I� FLOW DEMAND CRITEPoA =a
ill
n'±a
'o � "' I � 1' • AVERAGE DAILY DEMAND(ADD)=400 GPD PER RESIDENCE U' ��z
12 � h '"`__' � � MAXIMUM DAILY DEMAND MDD =ADD X 2.5=0.70 GPM PER RESIDENCE ° v�o
llr
® N I ,.._\ ••• COURNARDS AT THE GREENWAY HAS A TOTAL OF 104 RESIDENCE .80 GP MARV DATE
_ = ( ) SUM OF WATER IMPROVEMENTS u =Q p
v 4 _ _ = _ \ A S(72 M) ryPE 512E MATERIAL LENGTH
MAIN 2" PVC 882 GTh W p u
� ��ADDITIONAL DEMANDS(PEAK)
= y F •• MAIN 2" DIP LF
1621E _ �.
-15 � �� 3.47 GPM FOR COMMUNITY POOL
` f ., 14.11 GPM FOR AMENITY CENTER MAIN e" PVC 2,Sa2 LF 05/03/2024
`J$ P_1B�"" I,x - MAIN 8" DIP 2,327 LF
•
TOTAL PEAK DEMAND=90.38 GPM TYPE SIZE MATERIAL COUNT DIuwN By
H-2 = ""__" ••• GATE VALVE 2" = 6
.o x K.TRAWEEK
_� FIRE FLOW DEMAND(ASSUMED) GATE VALVE 8" 11
_ „„, ,„.�.= ,'+= - �_"> A MINIMUM OF 1,000 GPM IS REQUIRED ON EACH ON-SITE HYDRANTS. REDUCER 3 DESIGNED BY
�. .r ..s x, \/ ",..�. HYDRANT 8 gj
_ = I "_ TOTAL NUMBER OF LOTS SERVED:104 • O K.TRAWEEK
=x.. ..� _ ____... ..% ``_� 'SEE SHEET C-S00 FOR LOCATION OF GATE
I= -5 \r' VALVES,REDUCERS,AND PIPE MATERIAL • CHECKED BV
"�� = xr RESIDENTIAL DEMANDS ADDITIONAL DEMANDS • • B.KEATON
�. _ _._ _= y ,. �a' _ = NODE#RESIDENCES ADD(GPM) NODE UNIT MDD(GPM) �' scALE
_V 1-3 9 252 1-11 POOL 3.47 c,
v _Ii .x.
ita ,..,.,
Lj
" _ _ /�x � -�� AVAILABLE FIRE FLOW � a
1-5 12 3.36 1-11 AMENIN CENTER 14.11 • z
x:i
_. _ _ /<""`_ 1-6 7 1.96 HYDRANTS
.. ; .. __ =x" _ FLOW SCEWIPoO
" /,„,, �� 1-7 10 2.80 H-1 H-2 H-3 H-0 H-5 H-6 H-7 H-8 H-9 � >
.., _ I 1-8 7 1.96 RE FLO10N PM) 641.44 637.17 636.30 639.80 636.71 645.40 641.59 654.32 645.00 �
x.. .> ... /_..= AVAILABLE FIRE FLOW(GPM)' 1.581 1.447 1.314 1.365 1.462 1.451 1.476 1.431 1.478 �
� �/�� J-11 7 1.96 MN.RESIDUAL PRESSURE
� C 1-12 12 3.36 DURING REQ FIRE FLOW(PSI) 55.38 51.11 49.37 5L11 51.11 50.68 51.65 49.86 51.71
___ =x x /�." 1-13 10 2.80 'AVAILABLE RRE FLOW IS N£ASURED.NON-SIMILTANEOUSLY.DURING THE M4X DAILY DEMOND SCENARIO
/""_ 1-14 10 2.80 AT ASYSTEM RESIDUAL PRESSURE LIMIT OF 20 PSI.
A.22
= __ " / `_ �' 1-15 10 2.80 �`ITISASSUMED 1,000 GPMIS REQUIRED AT EACH ONSfiE HYDRANT -
.13
_ f , RESIDUAL PRESSURE RESULTS(PSI) D I- .r;
,-�_- 18 PIPE REPORT JUNCTIONS Za
N
� � 4 � FLOW SCENARIO ,}1 J-2 J-3 J-4 J-5 J-6 J-7 J-8 .L9 110 J-11 J-12 J-13 J-14 Z
;f..
/ / ELEVATION(FT) 640.31 643.14 648.28 653.78 664.09 636.69 637.41 632.98 636.16 644.83 647.18 646.58 644.00 639.08N LLIo. _ _"__, / _ / LABEL LENGTH(FT)DIAMETER(IN.)C-VALUE HEADLOSS(FT) W E'/ PRESSURE AT STATIC SCENARIO(PSI) 95.44 94.21 91.98 89.61 85.15 97.00 96.69 98.61 97.23 93.48 92.46 92.72 93.84 95.97 O a
4
_ P-11241200.031 l0_ tv / P-21561200.039PRESSURE AT AVERAGE DAILY DEMAND SCENARIO(PSI) 95.38 94.15 91.89 89.55 85.01 96.94 96.63 98.51 97.17 93.42 92.40 92.66 93.78 95.90 Q< , 0/4 o; P-3 286 120 0.436 PRESSURE AT MAXIMUM DAILY DEMAND SCENARIO(PSI) 95.13 93.89 91.47 89.27 84.41 96.67 96.35 98.10 96.89 93.16 92.13 92.39 93.51 95.63 I U
P 4 1z1 zo o.00s re U. /1'� = z
P-5 141 120 0.010 FLOW SCENARIO J 15 JUNCTIONS-16J-1 J 18 H-1 H-2 H-3 H-4 H 5 HYDRANTS
HE H-7 H-8 H-9 Z V Z S
Ce
P-6 32 120 _ 0.000
-9 P-7 224 120 0.001 ELEVATION(FT) 637.89 640.71 658.08 636.66 641.44 637.17 636.30 639.80 636.71 645.40 641.59 654.32 645.00 W I- __
illiae
.1 P-93591200.932PRESSURE AT STATIC SCENARIO(PSI) 96.48 95.26 87.75 97.01 94.94 96.79 97.17 95.66 96.99 93.23 94.88 89.37 93.40WP-9 204 120 0.010 PRESSURE AT AVERAGE DAILY DEMAND SCENARIO(PSI) 96.42 95.20 87.69 96.95 94.89 96.73 97.11 95.59 96.93 93.17 94.82 89.31 93.350(nP 10 2031200.007PRESSURE AT MAXIMUM DAILY DEMAND SCENARIO(PSI) 96.14 94.92 87.42 96.67 94.65 96.46 96.83 95.31 96.66 92.90 94.55 89.04 93.08W1 ft
P-11 210 120 0.007 U OU J _
Q • P-12 3091200.001J Z O (n r� ' P-13 42 1200.000
*Iti > P-142631200.002CAQOQa' P-15201200.000Z40 P-16 4591200.011Jto J o
P-17 211 120 0.005 Ur -' w
P-18 224 120 0.003 CC Z
P-19 _ 108 120 0.001 _ Q .. z S o
.0 P-20 250 120 0.001 U ce < < ;,F
PIPE LEGEND P-21 83 120 0.388 = L.L in 0 E
E `•
P-22 405 120 0.000 - H Q a
' P-23 80 120 0.000
i NEW PIPE P-24 164 120 0.000 ~
� cC � � J a`s
OO Z = Ky
8 P-25 192 120 0.004 Z 1- g o.3
5. - - EXISTING PIPE P-26 48 120 0.000 �/ � � a
P-27 266 120 0.006 LL 0 i m
U D }
P. O
xll
S 11
North 1 81 1 0
3
811.or9 e
iI. CONTRACTOR IS FULLY RESPONSIBLE FOR CONTACTING
ARE LOCATED PRIOR TOc0Rsmucnou'5 APPROPRIATE PARTIES AND ASSURING THAT EXISTING UTILITIES .aa
fl 3 FLAG Lc ETc.AsuECEss�rro INSURE sorery TO THEPUB
CONTRACTOR IS RESPONSIBLE FOR PLACING BARRICADES D JOB NO. A}
ry On An00cccdr yo.w0 60099
SHEET NO.PAVEMENT CUTS.CONCRETE OR ASPHALT.ARE TO BE 10$
ry nun SPECIFICATIONS ucwuO STANDARDS
w1,0 n
MII,NxasuePnRT P,ORASAMEnoEo. E
L

• Ai
• •
TIMMONS GROUP
YOUR VISION ACHIEVED THROUGH OURS ,
TIMMONS GROUP C-1652
Domestic Water Demand and Fire Flow
Hydraulic Analysis
Courtyards on the Greenway
Stallings, Union County, North Carolina
June 03, 2024
DEVELOPER:
Andy Gibbon, PE
Epcon Communities
11020 David Tayloe Dr Suite 105
Charlotte, NC 28262
ENGINEER: �� A .2Cf?,4
Bill Keaton, PE, MA 0 ••• �ti-..y
Timmons Group = :a SEAL r
5410 Trinity Road Suite 102 _ 045626 ;
Raleigh, NC 27607 ' G �\\
www.timmons.com /i

2
Table of Contents
1.0 Overview 3
2.0 Required Fire Flow 4
3.0 Model Analysis of Proposed Water Distribution System 4
I
TIMMONS GROUP
YOUR VISION ACHIEVED THROUGH OURS.

3
1.0 Overview
Courtyards on the Greenway is a planned development by Epcon Communities (Developer) on four
adjacent parcels (0703303, 0703304, 7033005, 07033008B01) located South of Lawyers Road and West
of Hawthorne Drive in Stallings, North Carolina.The parcels are bordered by Lawyers Road on the North,
single family homes on the East, South and West.The parcels are heavily wooded.
.` J , 4
s►>' - - Mom....... _
•
Le.„.., .__, , , , ,,, , ,),., ,.
-0- , Itk - liPw -°-. ,‘... - --A,e 11.47.,-• `i ", - '),,
11/4 k , ' ‘ : 1 t : .• ,. .I Ir.-- .. . . , *IX
. I ..; , tot ‘1 ;{
irt"jh''' , '. ....-'st_ - iity'
PROJECT ,�y -
k SITE i4
, . .! `lam, 'f ` - .
r
r.
'; ,�: �' or,.. -- ' yr ,
t ' 1 ;,1
Figure 1—Site and Connections to Existing Infrastructure
The Developer plans to construct a residential subdivision on 49.12 total acres. Courtyards on the
Greenway is not phased and has not begun construction.The proposed development includes 104
single-family residences, a pool, and an amenity center.There is no irrigation. The Average Daily
Demand (ADD)for each residence was assumed to be 400 GPD(15 A NCAC 18C .0409). After applying a
peaking factor of 2.5,the Maximum Daily Demand (MDD)for each residence is 0.70 GPM.
••••.
f se
TIMMONS GROUP
YOUR VISION PCHIEVED 1HROUGH OURS.

4
ADD x 2.5 =0.28 GPM x 2.5 = 0.70 GPM
The domestic demand for the residence is 72.80 GPM at 400 GPD per residence.
MDD x 104 residences= 72.80 GPM
Additional demands were added for the community pool and amenity center.The Average Daily
Demand for the pool was assumed to be 10 GPD/person (15 A NCAC 02T.0114) assuming the pool can
accommodate 200 people.After applying a peaking factor of 2.5, the Maximum Daily Demand (MDD)for
the pool is 3.47 GPM.The Average Daily Demand for the amenity center was assumed to be 325
GPD/water-using fixture (15 A NCAC 02T.0114) assuming there are 25 water-using fixtures. After
applying a peaking factor of 2.5,the Maximum Daily Demand (MDD)for the amenity center is 14.11
GPM.
The total domestic demand for the project site is 90.38 GPM.
72.80 GPM +3.47 GPM + 14.11 GPM =90.38 GPM
2.0 Required Fire Flow
The project will require the installation of 8 new hydrants to ensure the site has sufficient fire protection
coverage.A minimum pressure of thirty(30) pounds per square inch (psi) must be maintained by the
water system for all domestic scenarios and twenty(20) psi for all fire scenarios during maximum daily
demand per the 2018 North Carolina State Building Code.
A fire flow test was conducted near the project site by Union County on October 7, 2023 at 10:30 a.m.to
determine the pressure in the existing eight-inch (8") water line on W. Lawyers Road. The flow test
provided a static pressure of 95 psi and a residual pressure of 70 psi while flowing 1,000 Gallons Per
Minute (GPM).The flow at 20 psi was calculated to be 1,809 GPM.The flow test results from Union
County and the pump curve calculation are attached. Using the information provided by the flow test,
an analysis was conducted using Bentley WaterGEMS to determine if the system could provide a
minimum of one thousand (1,000) GPM at each hydrant non-simultaneously,while meeting the
maximum daily domestic demands (90.38 GPM) and keeping the entire system above the minimum
residual pressure of 20 psi.The above scenario was also used to determine the maximum flow through
each on-site hydrant while maintaining the minimum pressure.
3.0 Model Analysis of Proposed Water Distribution System
The information from the flow test and calculated demands were used to develop a model in Bentley
WaterGEMS to simulate the pressure losses and gains when the domestic demands were placed on the
system along with the fire flow demand at each hydrant. The analysis was run with the following
scenarios:
1. Static case run with no demands on the system;
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TIMMONS GROUP
YOUR VISION PCHIEVED 1HROUGH OURS.

5
2. Average daily demand (ADD)scenario with no fire demands;
3. Maximum Daily Demand (MDD),the average domestic demand multiplied by 2.5; and
4. Maximum Daily Demand plus available fire flows at each hydrant on site non-simultaneously.
The results of the analysis conclude that under no condition does the system pressure drop below 30 psi
residual during MDD and below 20 psi residual while simultaneously providing the domestic demand
and fire demand of 1,000 GPM at each hydrant. The minimum flow at 20 psi in the system is 1,314 GPM
at hydrant H-3 onsite.Timmons Group recommends the installation of a pressure reducing valve (PRV)
for any connection with pressures above 80 psi during any scenario.
The following information is included in the attached Hydraulic Analysis Layout and Results sheet:
- Description of Assets—list of assets are included in the "Summary of Water Improvements"
table.The location of gate valves, reducers, and pipe material can be seen on sheet C-500 of the
Construction Documents.
- Model Results with Schematic—schematic identifies pipes and nodes.
- Fire Flow Analysis—hydrants are shown they can maintain fire flow and MDD in the "Available
Fire Flow"table.
- Pipe Information—the pipe ID, diameter, length, C-value, and headloss are shown in the "Pipe
Report"table.
- Appurtenance Table—the node (junction and hydrant) ID, elevation, and pressure (at static,
ADD, and MDD scenarios) are shown in the "Residual Pressure Results (PSI)"table.
- Flow Demand—the nodes with associated flow demands and their demands can be seen in the
"Residential Demands" and "Additional Demands"tables.
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TIMMONS GROUP
YOUR VISION PCHIEVED 1HROUGH OURS.

6
Supporting Documents
Fire Flow Test
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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:
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Calculations and Analysis
Pump Curve Calculation
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10
Calculations and Analysis
Domestic Water Demand and Fire Flow Hydraulic Analysis
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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:
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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)
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Comments:

APPENDIX

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BOYLE CONSULTING ENGINEERS, PLLC
Development and Construction Project Services 4340 Taggart Creek Rd.Ste G
FIELD REPORT Charlotte,NC 28208
Phone: [phone]
Fax: [phone]
BOYLE Job No.: ?3 -b06 -OZ Date: 6/" I AProject Name: CO Yi.10(as G� 4'«�1 W Personnel on Site:
Weather/Temp.(°F): U 1f Arrival Time: I:(s
Site Conditions: /Iil'cMc%L _ Departure Time: 5;00
Contractor Activity:
-rt. pi-b — poha5 Tay Pit niw6iti
General Area Tested(w/approx.dimensions):
,grFigure/Sketch Attached
Field Services Performed
cy eyal 0hSe-rva-l4oi)
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Details/Observations/Tests (Note: The following relevant project documents have.been furnished toBOYLE: [❑Specs;❑Drawings;❑None]
Rcd(i -Act Ilmcicr ��C1I) ' 11t,t "to i at.t-1 i °t I0(n6n$ C1end
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Results/Notes
- Qott -tee4tnitia7 Co11ec4tcl a bVc1Lrt c1/4k- epaIt 4-ts} toW0rsoolks
- S 4e I by -I-.0 6e5 wc,te. Cott t tiled 61.0 "to 5i 1 e Condi-tons.
- Sec 4tQ .:tcaleel 1c14 IO(aa1io7 plan . -coY - p,-1- i, Z IOca-Pons
This Field Report represents a summary of observations and tests performed by BOYLE personnel. It is solely for the Client's convenience
and is subject to subsequent interpretation and reporting by BOYLE engineers. Interpretations made by others are the sole responsibility of
the user.
Preparer
Distribution: Name: SU `/(Q �l�� J
White: BOYLE Project File BoY L E Title: C>MY V
Yellow: Site Superintendent(Contractor) CONSULTING ENGINEERS Signature:

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BOYLE CONSULTING ENGINEERS,PLLC
Development and Construction Project Services 4340 Taggart Creek Rd.Ste G
FIELD REPORT Charlotte,NC 28208
Phone: [phone]
^ / l Fax: [phone]
BOYLE Job No.: 3-00(0 ' O`o( Date:_ /6 I VI
Project Name: CoX•r'ja"( c G cttAt) W Personnel on Site:
Weather/Temp.(•F): T'(o Conti i-44C2 Arrival Time: l••1 J
Site Conditions: r.io4 raL- darfi (J Departure Time: 3.3 0
Contractor Activity:
-te41- p trj - 3,11
General Area Tested(w/approx.dimensions): CIOSG ti eel (�34 - ck €. Albs Qci•
❑Figure/Sketch Attached (�
Field Services Performed
trut cx1 p12ry r3
So,MpCo_ Colt tt4a'3
Details/Observations/Tests (Note: The following relevant project documents have been furnished to BOYLE: [OSpecs;❑Drawings;❑None]
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Results/Notes
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- Sea <Ott:1AIcc1 letsAgel ejo,t TEA- Pl V vatic')
This Field Report represents a summary of observations and tests performed by BOYLE personnel. It is solely for the Client's convenience
and is subject to subsequent interpretation and reporting by BOYLE engineers. Interpretations made by others are the sole responsibility of
the user.
Distribution:
Preparer
B•Y L E Name: �� 1 4� �0
White: BOYLE Project File Title: GYM
Yellow: Site Superintendent(Contractor) CONSULTING ENGINEERS Signature: �"

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NORTH CAROLINA LICENSE NO.C-1632 ,a■vm0■.v■4mn■gpx OM. '�p1�pTN10R0R '" wmar.m.____
j4 c COURTYARDS ON THE GREENWAY ""`°°"°�°°'�'
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GRADING PLAN ° r

Bucket No Test location Bottom of the Pond Sample Depths Comments
#1 6-7ft
Test pit-1 7ft Observed consistant soils
#2 7-8ft
#3 10-1 ift
Test pit-2 -unfit Observed consistant soils
#4 11-12ft
#5 11-12ft
Test pit-3 •••12ft 15ft off set form the test location
due to machine refusal at 6ft
#6 12-13ft
( ROCk5)
#7 -10ft
Test pit-4 (No pond proposed)
loft Observed consistant soils
#8 -11ft
3
014 1,0b No : ,2 3 - 00(o - oa
P-‘0,3 4c : Cwy4-ras 4,rest) Grol.
Ocae Sp•MP(e colleckea : 6 C5(21.1 , 6,16I2tt
0c.k e 50:e4011 elle'?P`a ' 6 11l24

Moisture Content of Soil Client: Project:
D
Boyle Consulting Engineers,Inc. Boyles ons
Samples 4340-G Taggart Creek Road Boyles Consulting
Charlotte,NC 28208 R02284340-G Taggart Creek Road
Charlotte,NC
Charlotte
4301 Taggart Creek Rd.
Charlotte,NC 28208
Phone:[phone]
Moisture Content Test Results
Sample# Specimen# Boring ID Depth(ft.) Moisture Content(%) Moisture Content(%) Test Completed Technician
Method A Method B
6660 1 Test pit#1 6-8 21 06/19/2024 Nathan Reilly
6661 1 Test pit#2 10-12 21 06/19/2024 Nathan Reilly
6662 1 Test pit#3 11-13 10 06/19/2024 Nathan Reilly
6663 1 Test pit#4 10-11 15 06/19/2024 Nathan Reilly
Page 1 of 1

COMPACTION TEST REPORT
114 li
\ .
_ _ . _,__ IT _______
112.5 \—
- -- 116.7%. 111.3 pc. -- — .--• -----
U
T. 111
a, . . _.__\ -----
109.5
_ �I — ---
108 — •
ZAV for
Sp.G. _
106.5 — — \ 2.70
13.5 15 16.5 18 19.5 21 22.5
Water content, %
Test specification: ASTM D 698-12 Method B Standard
Elev/ Classification Nat. % > % <
Depth USCS AASHTO Moist. Sp.G. LL PI 3/8 in. No.200
•
TEST RESULTS MATERIAL DESCRIPTION
Maximum dry density= l 1 1.3 pcf Tan Brown Clayey Silt with PWR
Optimum moisture= 16.7 %
Project No. A24117.01377.000 Client: CDG ,'Remarks:
Project: Courtyards at Greenway
Date: 06-12-24
o Location: Test Pit#3 @ 12'-13' Sample Number: S-6
%O UES .
Pineville.North Carolina Figure
Tested By: JC Checked By: MH

PERMEABILITY TEST REPORT
TEST DATA: SAMPLE DATA:
Specimen Height (cm) : 7. 62 Sample Identification : S-6
Specimen Diameter (cm) : 7.28
Dry Unit Weight (pcf) : 105 .7 Visual Description : Tan-Brown Clayey Silt
Moisture Before Test (%) : 19 . 8 with PWR (Visual )
Moisture After Test (%) : 23. 1 Remarks:
Run Number : 1 • 2 A
Cell Pressure (psi ) : 80.0 Maximum Dry Density (pcf) : 111 .3
Test Pressure(psi ) : 73.0 Optimum Moisture Content (%) : 16.7
Back Pressure(psi ) : 70.0 ASTM(D698)
Diff . Head (psi ) : 3.0 Percent Compaction: 95.0%
Flow Rate (cc/sec) : 8.27 x 10^-4 Permeameter type: Flexible Wall
Perm. (cm/sec) : 6.85 x 10^-7 Sample type: Remolded
Perm. (in/hr) 9.71 x 10^-4
TIME - t (sec)
0 500 1000 1500 2000
0
1
>
2 _
W
0 3
•
4 •
•
U N 1 x 10^-6
•
•
8 x 10^-7
6 x 10--7
4 x 10^-7
I—
H
J
2 x 10--7 .
CO
W
CC
W
0_ 1 x 10^-7
0 10 20 30 40
AVERAGE HYDRAULIC GRADIENT - dH/L (cm/cm)
Project : Courtyards at Greenway Project No. :
Location : Test Pit #3 ® 12' -13 ' File No. : A24117 .01377
Date: 06-17-24 Lab No. :
Tested by: FG
PERMEABILITY TEST REPORT
Checked by: MH
SUMMIT ENG _ & CONST . SERV _ , INC . Test : CH - Constant head

COMPACTION TEST REPORT
104
_ _____ ..
103 I 20.8%. 103.0 p_cfl
,6 102
U
C
o
L
0
101
100
ZAV for
--- \,,
SpG. =
99 — 2.70
15 17 19 21 23 25 27
Water content, %
Test specification: ASTM D 698-12 Method B Standard
Elev/ Classification Nat. % >
p S G. LL PI
Depth USCS AASHTO Moist. 3/8 in. No.200
TEST RESULTS MATERIAL DESCRIPTION
Maximum dry density= 103.0 pcf _I Tan-Brown Clayey Silt with PWR
Optimum moisture =20.8 %
Project No. A24117.01377.000 Client: CDG ,Remarks:
Project: Courtyards at Greenway
Date: 06-12-24
o Location: Test Pit#2 @ 1 1'-12' Sample Number: S-4
WO UES.
Pineville.North Carolina
Figure
Tested By: JC - Checked By: MH

PERMEABILITY TEST REPORT
TEST DATA: SAMPLE DATA
Specimen Height (cm) : 7.63 Sample Identification : S-4
Specimen Diameter (cm) : 7.28
Dry Unit Weight (pcf) : 97.7 Visual Description : Tan-Brown Clayey Silt
Moisture Before Test (%) : 23.7 with PWR (Visual )
Moisture After Test (%) : 27.3 Remarks:
Run Number : 1 • 2 •
Cell Pressure (psi ) : 80 .0 Maximum Dry Density (pcf) : 103.0
Test Pressure(psi ) : 73.0 Optimum Moisture Content (%) : 20.8
Back Pressure(psi ) : 70.0 ASTM(D698)
Diff . Head (psi ) : 3.0 Percent Compaction: 94.9%
Flow Rate (cc/sec) : 2.35 x 10^-3 Permeameter type: Flexible Wal I
Perm. (cm/sec) : 1.97 x 10^-6 Sample type: Remolded
Perm. (in/hr) 2.79 x 10^-4
TIME - t (sec)
0 500 1000 1500 2000
1
2
J
0 3
0
J
4
5
1 x 10--5
a1
8 x 10^-6
E
Vi 6 x 10^-6
4 x 10^-6
>-
I-
H
J
2 x 10^-6 •
W
W
1 x 10^-6
0 10 20 30 40
AVERAGE HYDRAULIC GRADIENT - dH/L (cm/cm)
Project : Courtyards at Greenway Project No. :
Location : Test Pit #2 © 11 ' -12' File No . : A24117 .01377
Date : 06-17-24 Lab No. :
Tested by: FG
PERMEABILITY TEST REPORT
Checked by: MH
SUMMIT ENG . & CONST _ SERV _ , INC . Test : CH - Constant head

COMPACTION TEST REPORT
103 •
102 -
101
o
100
•
99
— ZAV for
Sp.G. =
98 _ \ 2.70
16 18 20 22 24 26 28
Water content, %
Test specification: ASTM D 698-12 Method B Standard
Elev/ Classification Nat. % > °/a <
Depth USCS AASHTO Moist. Sp.G. LL PI 3/8 in. No.200
TEST RESULTS MATERIAL DESCRIPTION
Maximum dry density= 101.2 pcf Tan-Brown Clayey Silt with PWR
Optimum moisture=22.1
Project No. A24117.01377.000 Client: CDG Remarks:
Project: Courtyards at Greenway
Date: 06-13-24
0 Location: Test Pit#4 @ 11' Sample Number: S-8
%WO UES
Pineville,North Carolina
Figure
Tested By: JC Checked By: MH

PERMEABILITY TEST REPORT
TEST DATA: SAMPLE DATA:
Specimen Height (cm) : 7. 63 Sample Identification: S-8
Specimen Diameter (cm) : 7.28
Dry Unit Weight (pcf) : 96. 1 Visual Description : Tan-Brown Clayey Silt
Moisture Before Test (%) : 25.3 with PWR (Visual )
Moisture After Test (%) : 30. 1 Remarks:
Run Number : 1 • 2 •
Cell Pressure (psi ) : 80.0 Maximum Dry Density (pcf) : 101 .2
Test Pressure(psi ) : 73 .0 Optimum Moisture Content (%) : 22. 1
Back Pressure(psi ) : 70.0 ASTM(D698)
Diff . Head (psi ) : 3.0 Percent Compaction: 94.9%
Flow Rate (cc/sec) : 6.85 x 10^-3 Permeameter type: Flexible Wall
Perm. (cm/sec) : 5.72 x 10^-6 Sample type: Remolded
Perm. (in/hr) 8.11 x 10^-4
TIME - t (sec)
0 500 1000 1500 2000
O •
.\
2 _ w
4
w
\,
0 6
o \
8
•
10
x 10^-5
( i
8 x 10^-6
E
6 x 10^-6 - •
4 x 10^-6
F-
H
J
2 x 10^-6
W
0'
W
0_ 1 x 10^-6
0 10 20 30 40
AVERAGE HYDRAULIC GRADIENT - dH/L (cm/cm)
Project : Courtyards at Greenway Project No. :
Location : Test Pit #4 ® 11 ' File No. : A24117 .01377
Date: 06-17-24 Lab No. :
Tested by: FG
PERMEABILITY TEST REPORT Checked by: MH
SUMMIT ENG _ & CONST _ SERV _ , INC . Test : CH - Constant head

COMPACTION TEST REPORT
101.5
100 - r
i
r- -
� 98.5 - - - -
-- ---�3.9%. 9 .2 pcf \ — --
w
c
o
97
95.5
ZAV for
- - - - -_ Sp.G. _
_-.- - - -- • - - 2.60
94
19 21 23 25 27 29 31
Water content,
Test specification: ASTM D 698-12 Method B Standard
Elev/ Classification Nat. % > %<
Depth USCS AASHTO Moist. Sp.G. LL PI 3/8 in. No.200
TEST RESULTS MATERIAL DESCRIPTION
Maximum dry density = 98.2 pcf Tan Brown Clayey Silt with PWR
Optimum moisture= 23.9 %
Project No. A24117.01377.000 Client: CDG Remarks:
Project: Courtyards at Greenway Sample screened over 3/8"sieve
Date: 06-11-24
o Location: Test Pit#1 @ 7'-8' Sample Number: S-2
19 UES,.
Pineville.North Carolina
Figure
Tested By: JC Checked By: MH

PERMEABILITY TEST REPORT
TEST DATA: SAMPLE DATA:
Specimen Height (cm) : 7.64 Sample Identification : S-2
Specimen Diameter (cm) : 7.28
Dry Unit Weight (pcf) : 93. 1 Visual Description : Tan-Brown Clayey Silt
Moisture Before Test (%) : 27. 1 with PWR (Visual )
Moisture After Test (%) : 33. 1 Remarks:
Run Number : 1 • 2 •
Cell Pressure (psi ) : 80.0 Maximum Dry Density (pcf) : 98.2
Test Pressure(psi ) : 73.0 Optimum Moisture Content (%) : 23.9
Back Pressure(psi ) : 70. 1 ASTM(D698)
Diff . Head (psi ) : 2.9 Percent Compaction: 94.8%
Flow Rate (cc/sec) : 5.31 x 10^-3 Permeameter type: Flexible Wall
Perm. (cm/sec) : 4.46 x 10^-6 Samp I e type: Remo I ded
Perm. (in/hr) 6.32 x 10A-4
TIME - t (sec)
0 500 1000 1500 2000
0 4111,
2 \ .
U
I 4
•
w
6 •
-.110
0
J
8 .
10
1 x 10^-5 1
8 x 10^-6
E
6 x 10^-6 -
•
4 x 10^-6
I—
H
J
2 x 10^-6
Q
W
W
0_ 1 x 10^-6
0 10 20 30 40
AVERAGE HYDRAULIC GRADIENT - dH/L (cm/cm)
Project : Courtyards at Greenway Project No. :
Location : Test Pit #1 ® 7 ' -8' File No . : A24117 .01377
Date: 06-17-24 Lab No. :
Tested by: FG
PERMEABILITY TEST REPORT Checked by: MH
SUMMIT ENG _ & CONST . SERV _ , INC . Test : CH - Constant head

G Soil Classification Results
C D
Charlotte Client: Project:
4301 Taggart Creek Rd. - -
Charlotte,NC 28208 Boyle Consulting Engineers,Inc. R022824002
Phone:[phone] 4340-G Taggart Creek Road Boyles Consulting
Charlotte,NC 28208 4340-G Taggart Creek Road
Charlotte,NC
Sample and Test Information Report of Atterberg Limits(ASTM D4318)
Sample#: 6660 Liquid Limit(LL): 49 Classifications
Location Details: Test pit#1 6-8ft
Plastic Limit(PL): 34 USCS: ML
Sample Description: Light tan, Silt with partially weathered rock Plasticity Index(PI): 15
Date Sampled: 06/13/2024 Date Tested: 06/19/2024 Report of Sieve Analysis(ASTM D6913)
Completed By: Nathan Reilly Date Issued: 06/19/2024 Percent Gravel: 26.0
Soak Duration: 6 hours
Percent Sand: 12.0
Percent Clay/Silt: 62.0
7v1 L�c4 ♦y ♦ 9�, ♦\~� �`�o o♦ `�o ��o ��o `�o �'o Sao L
yG4FFeF 5FaFF�`' h�F `� `° �° �e�° roe e 4 y4F
1 �0 9° 9 'L ♦ ♦ °2 P 'L 0 0 'L ♦ ♦ A .
100
90
C)
U)
80
d
70
•
I I
60 I I
O O O 5 '♦ 'S N
Sieve Size (mm)
3- No.4 No.200
GRAVEL SAND I Clay/Silt>
I Coarse I Fine I Coarse I Medium I Fine
Page 1 of 1

G Soil Classification Results
C D
Charlotte Client: Project:
4301 Taggart Creek Rd. - -
Charlotte,NC 28208 Boyle Consulting Engineers,Inc. R022824002
Phone:[phone] 4340-G Taggart Creek Road Boyles Consulting
Charlotte,NC 28208 4340-G Taggart Creek Road
Charlotte,NC
Sample and Test Information Report of Atterberg Limits(ASTM D4318)
Sample#: 6661 Liquid Limit(LL): 46 Classifications
Location Details: Test pit#2 10-12ft
Plastic Limit(PL): 40 USCS: ML
Sample Description: Light tan, Silt with partially weathered rock
Plasticity Index(PI): 6
Date Sampled: 06/13/2024 Date Tested: 06/19/2024 Report of Sieve Analysis(ASTM D6913)
Completed By: Nathan Reilly Date Issued: 06/19/2024 Percent Gravel: 27.0
Soak Duration: 6 hours
Percent Sand: 11.0
Percent Clay/Silt: 62.0
r c� \corms coop ' ter,`r� ti°� e°� °°� 1
7vL L�c4 y 9�, `to \ta to `�o �'o.Sao
yGs°°FF qF yF aFF� h�F �`'� �`° y°�o �e�° roe y°e 4 y�F
1 �0 9° 9 'L '� '� 0 P 'L 0 0 'L ♦
100 '
90
C)
U)
80
Y
4)
d
70
60
^) N
O O
Sieve Size (mm)
3- No.4 No.200
GRAVEL SAND I Clay/Silt>
I Coarse I Fine I Coarse I Medium I Fine
Page 1 of 1

G Soil Classification Results
CD
Charlotte Client: Project:
4301 Taggart Creek Rd. - -
Charlotte,NC 28208 Boyle Consulting Engineers,Inc. R022824002
Phone:[phone] 4340-G Taggart Creek Road Boyles Consulting
Charlotte,NC 28208 4340-G Taggart Creek Road
Charlotte,NC
Sample and Test Information Report of Atterberg Limits(ASTM D4318)
Sample#: 6662 Liquid Limit(LL): 37 Classifications
Location Details: Test pit#3 11-13ft
Plastic Limit(PL): 35 USCS:SM
Sample Description: Brown, Silt with partially weathered rock Plasticity Index(PI): 2
Date Sampled: 06/13/2024 Date Tested: 06/19/2024 Report of Sieve Analysis(ASTM D6913)
Completed By: Nathan Reilly Date Issued: 06/19/2024 Percent Gravel: 53.0
Soak Duration: 6 hours
Percent Sand: 27.0
Percent Clay/Silt: 20.0
7v1.L�4`y 9�, o, `�o ,to ,to `�o moo.Sao L
\� c� c� R
yGsOc FF 5F 5F aFF tih � ^5F F� y� L�c ��F y°�so 9'4
P 'L 0 ? 'L ♦ ♦ 1
100 I I
90
80
I I I
70
N
a1 60
d 50
40 I
I I
30 I I
I I
I I
20 I
Sieve Size (mm)
3' No.4 No.200
GRAVEL SAND I Clay/Silt>
I Coarse I Fine I Coarse I Medium I Fine
Page 1 of 1

G Soil Classification Results
CD
Charlotte Client: Project:
4301 Taggart Creek Rd. - -
Charlotte,NC 28208 Boyle Consulting Engineers,Inc. R022824002
Phone:[phone] 4340-G Taggart Creek Road Boyles Consulting
Charlotte,NC 28208 4340-G Taggart Creek Road
Charlotte,NC
Sample and Test Information Report of Atterberg Limits(ASTM D4318)
Sample#: 6663 Liquid Limit(LL): 70 Classifications
Location Details: Test pit#4 10-11ft
Plastic Limit(PL): 61 USCS:SC
Sample Description: Plasticity Index(PI): 9
Brownish red,Clay with partially weathered rock
Report of Sieve Analysis(ASTM D6913)
Date Sampled: 06/13/2024 Date Tested: 06/19/2024
Percent Gravel: 76.0 Soak Duration: 6 hours
Completed By: Nathan Reilly Date Issued: 06/19/2024
Percent Sand: 7.0
Percent Clay/Silt: 17.0
7v1 L�c4`1y 9 �J~�0 sto o, `to ,to ,to `to moo.Sao L
yGs°° F', yF aFF�`' �F F �`° y°�° �r It)
V) V,
100 I I I I
I ! I I
I I I I
90
I I I I I
I I I I I
80 I I
I I I I
I I I I
70
C) I I I I I
y I I I I I I
60 I I I I I I I
d I I I I I I I
c
a, 50
I I I I I I
a I I I I I I
40 I I I I I I
I I I I I
I I I I
30 I I I I I I
I I I I
20 I I I I
II i I I
I I I I I
10 I I I
.�O S O 0-
Sieve Size (mm)
3' No.4 No.200
GRAVEL SAND I Clay/Silt\
I Coarse I Fine I Coarse I Medium I Fine
Page 1 of 1

TABLE OF CONTENTS
COURTYARDS ON THE GREENWAY
TIMMONS JOB NO.: 60099
DATE: 3/11/2024 BY: KAC
REVISED: 6/22/2024 RVW: AWA
DESCRIPTION SECTION
Summary 1
Erosion Control 2
Skimmer Basin with Riser#1
Skimmer Basin with Riser#2
Temp.Skimmer Basin#3
Temp.Skimmer Basin#4
Temp.Skimmer Basin#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
Water Calculations Report
Hydrant Test Results
Appendix 6
Pre and Post Development Drainage Maps
Soil Clasification&Permability Test Results

PROJECT SUMMARY • ••Et•
•
COURTYARDS ON THE GREENWAY ! •
, �.
TIMMONS JOB NO.: 60099
DATE: 3/11/2024 BY: KAC TIMMONS GROUP
REVISED: 06/22/24 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 104 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 and disturbance shall be
permitted through NCDEQ and USACE accordingly.
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 three 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 basins.Stage 2 will include bringing the site up the grade and installing
utilities. The temporary sediment basins will remain until site stabilization is complete and utilities have been installed as needed.Stage 3 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.
Goose Creek Watershed
This site is subject to the regulations of 15A NCAC 02B.600 Goose Creek Watershed regulations. Regulations note that SCM's within this
watershed should promoted infiltration and groundwater recharge. To address these requirements additional infiltration testing has been
completed across the site to determine if infiltration practices are practical or possible.Four(4)soil sample were acquired by Boyle Consulting
Engineers,Inc. on 6/5/2024&6/6/2024. Two(2)samples were taken from the location of Wet Pond No. 1,one(1)sample was taken from the
location of Wet Pond No. 2 and one(1)sample was taken from behind Lot 77. The sample behind Lot 77 represents the potential area of Tarrus
Gravelly Silt Loam(TaB),according to the USDA Web Soil Survey Map, with a Hydrologic Soil Group of"B".All other areas on the site have a
Hydrologic Soil Group Rating of"C"or"D"according to teh USDA Web Soil Survey Map.According to the permeability testing produced by
CDG,rates ranged from 0.000279 in/hr to 0.000971 in/hr. Test Pit#4 associated with Hydrologic Soil Group "B"per the USDA map resulted in
0.000811 in/hr. These rates are signifigantly lower than the typical 0.25 in/hr required to ensure infiltration into surrounding soils.Based on the
test results outlined in the Boyle Consulting Engineers Report, this site is not suitable for infiltration practices.
Storm water 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 1 yr 24 hr I 2 yr 10 yr 25 yr I 100 yr I
Pre Development Area 30.11 28.45 72.43 103.86 157.88
Post Development Area 14.24 14.01 32.25 50.60 94.40
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.