20081155 Ver 2_Stormwater Plans_20090722

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Planning • Design • Engineering
Stormwater Management Plan
Supporting Calculations
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Prepared For:
KELLSWATER COMMONS
City of Kannapolis, NC
JUL t A". 2009
Date: July 22, 2009 OW-WATEROJWTV
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Prepared By:
N•Focus Design, Inc.
P.O. Box 85 Kannapolis, NC 28082
Tel: [phone] Fax: [phone]
www.nfocusplanning.org
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Planning • Design • Engineering
Stormwater Management Plan
Supporting Calculations
Prepared For:
KELLSWATER COMMONS
City of Kannapolis, NC
Date: July 22, 2009
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Prepared By:
N•Focus Design, Inc.
P.O. Box 85 Kannapolis, NC 28082
Tel: [phone] Fax: [phone]
www.nfocusplanning.org
TABLE OF CONTENTS
Overall Stormwater Management Overview 3
SWM / BMP Pond # 1 Average Depth of Wet Pond 4
SWM / BMP Pond # 1 Surface Area to Drainage Area Ratio 4
SWM / BMP Pond # 1 Max Impervious Cover 4
SWM / BMP Pond # 1 Temporary Pool Volume (TPV) 4
SWM / BMP Pond # 1 TPV Draw Down Orifice Sizing 4
SWM / BMP Pond # 1 Length to Width and Flow Path Ratio 4
SWM / BMP Pond # 1 Pre-Development Runoff 5
SWM / BMP Pond # 1 Post-Development Pond By-Pass Pond Runoff 5
SWM / BMP Pond # 1 Post-Development Allowable Release Rate 5
SWM / BMP Pond # 1 Post-Development Pond Runoff 5
SWM / BMP Pond # 1 Post-Development Pond Routing 5
SWM / BMP Pond # 1 Structure Uplift Calculations 6
SWM / BMP Pond # 1 Outlet Protection Calculations 6
SWM / BMP Pond # 1 Hydrograph Summary Reports
SWM / BMP Pond # 2 Average Depth of Wet Pond 7
SWM / BMP Pond # 2 Surface Area to Drainage Area Ratio 7
SWM / BMP Pond # 2 Max Impervious Cover 7
SWM / BMP Pond # 2 Temporary Pool Volume (TPV) 7
SWM / BMP Pond # 2 TPV Draw Down Orifice Sizing 7
SWM / BMP Pond # 2 Length to Width and Flow Path Ratio
7
SWM / BMP Pond # 2 Pre-Development Runoff g
SWM / BMP Pond # 2 Post-Development Pond Runoff 8
SWM / BMP Pond # 2 Post-Development Pond Routi
8
SWM / BMP Pond # 2 Structure Uplift Calculations 9
SWM / BMP Pond # 2 Outlet Protection Calculations
9
SWM / BMP Pond # 2 Hydrograph Summary Reports
SWM / BMP Pond # 3 Average Depth of Wet Pond 10
SWM / BMP Pond # 3 Surface Area to Drainage Area Ratio 10
SWM / BMP Pond # 3 Max Impervious Cover
10
SWM / BMP Pond # 3 Temporary Pool Volume (TPV) 10
SWM / BMP Pond # 3 TPV Draw Down Orifice Sizing 10
SWM / BMP Pond # 3 Length to Width and Flow Path Ratio 10
SWM / BMP Pond # 3 Pre-Development Runoff 11
SWM / BMP Pond # 3 Post-Development Pond Runoff 11
SWM / BMP Pond # 3 Post-Development Pond Routing 11
SWM / BMP Pond # 3 Structure Uplift Calculations 12
SWM / BMP Pond # 3 Outlet Protection Calculations 12
SWM / BMP Pond # 3 Hydrograph Summary Reports
Overall Summary 13
APPENDIX
USDA Hydrologic Soil Group Information A
SWM / BMP Pond # 1 Wet Detention Basin Supplement
NCDENR Stormwater BMP Manual - Wet Detention Basin - Table 10-3
B
C
SWM / BMP Pond # 1 Pre-Development Runoff Hydrograph Reports D
SWM / BMP Pond # 1 Post-Development Pond By-Pass Runoff Hydrograph Reports E
SWM / BMP Pond # 1 Post-Development Runoff Hydrograph Reports F
SWM / BMP Pond # 1 Post-Development Pond Routing Hydrograph Reports G
SWM / BMP Pond # 1 Pond Report H
Figure 8.06a Rip-Rap Outlet Design Chart H
SWM / BMP Pond # 2 Wet Detention Basin Supplement
NCDENR Stormwater BMP Manual - Wet Detention Basin - Table 10-3
J
SWM / BMP Pond # 2 Pre-Development Runoff Hydrograph Reports K
SWM / BMP Pond # 2 Post-Development Runoff Hydrograph Reports L
SWM / BMP Pond # 2 Post-Development Pond Routing Hydrograph Reports M
SWM / BMP Pond # 2 Pond Report N
Figure 8.06a Rip-Rap Outlet Design Chart N
SWM / BMP Pond # 3 Wet Detention Basin Supplement O
NCDENR Stormwater BMP Manual - Wet Detention Basin - Table 10-3
P
SWM / BMP Pond # 3 Pre-Development Runoff Hydrograph Reports Q
SWM / BMP Pond # 3 Post-Development Runoff Hydrograph Reports R
SWM / BMP Pond # 3 Post-Development Pond Routing Hydrograph Reports S
SWM / BMP Pond # 3 Pond Report T
Figure 8.06a Rip-Rap Outlet Design Chart T
Overall Stormwater Manaaement Overview
This is an approximately 88.5 Acre site being developed for mainly commercial use. Approximately 90.7
Acres will be mass graded during construction. The additional disturbed area takes into account the off-
site areas to be graded with in the Kannapolis Parkway Right-of-Way. The project has been divided into
three (3) drainage basins. Therefore, there will be three (3) stormwater management / bio-retention wet
ponds to accommodate the total site runoff for water quality and detention for this project. The bio-
retention wet ponds are to be designed to provide for a 90% removal rate of Total Suspended Solids
(TSS) which is greater than the minimum 85% required.
4
SWM / BMP Pond # 1
NCDENR Stormwater BMP Manual Chapter Revised 09-28-07
Step 1: Solve for Average Depth of Wet Pond (See Pond Report, Appendix H)
Avg. Depth = (Volume / Surface Area) _ (149,804 CF / 20,284 SF) = 7.39 FT
Step 2: Solve for Surface Area to Drainage Area Ratio.
SA/DA Ratio = [20,284 SF / (20.06 AC)(43560 SF/AC) ][100] = 2.32
Step 3: Solve for Max Impervious Cover (See Table 10-3, Appendix C)
Max Allowable Impervious Cover for the Wet Detention Basin Drainage Area = 70%
I Step 4: Solve for Temporary Pool Volume (TPV)
TPV = 49,510 CF Required (See Wet Detention Basin Supplement, Appendix B)
Total Volume Provided = 234,470 CF @ Elevation 672.50 (See Pond Report, Appendix H)
Step 5: Solve for TPV Draw Down Orifice (TPV shall draw down completely within two (2) to five (5) days)
H = 3.00 ft Q = (Co)(A)(2gH/3)
Co = 0.60 A = Trr2
Q = 0.2860 CfS (See Wet Detention Basin Supplement, Appendix B) D = 2r
g = 32.2 ft/s2
Solve for A:
A = Q / [Co(2gH/3)"2] = 0.286 cfs / [0.60(2*32.2 ft/s2*(3.00 ft / 3)] = 0.0594 sf
Solve for r:
r = (A / Tr) 112 = (0.0594 sf / 3.1416)1'2 = 0.1375 ft(12 in / ft) =1.65 in
Solve for D:
D=2r=2(1.65 in)=3.30 in
Use 3.30 in Diameter Orifice
Step 6: Solve for Pond Length to Width Ratio and Flow Path Ratio
Pond Length= 294 FT Pond Width = (Surface Area / Length) _ (20,284 SF / 294 FT) = 69 FT
Length / Width Ratio = 294 FT / 69 FT = 4:1
Flow Path = 435 LF Flow Path Ratio = 435 FT / 69 FT = 6:1
5
SWM / BMP Pond # 1_ Pre-Development Runoff
DA: 21.99 AC Flow Path:
CN: 66 (Woods/Field) Elevation Difference: 91 FT
Tc: 23.30 min (Lag Method) Flow Length: 1,360 FT
Qj: 8.40 cfs Slope: 6.69%
QUO: 39.66 cfs
Q50: 69.70 cfs (See Appendix D for supporting calculations)
Q1oo: 84.44 cfs
SWM / BMP Pond # 1 Post-Development Pond By-Pass Runoff
DA: 1.93 AC
CN: 66 (Lawn)
Tc: 5.00 min (user)
Qj: 1.52 cfs
QUO: 6.36 cfs
Q50: 10.87 cfs (See Appendix E for supporting calculations)
Q1oo: 13.05 cfs
SWM / BMP Pond # 1 Post-Development Allowable Release Rate
Pre-Development - Post-Development = Post-Development
Runoff Pond By-Pass Runoff Allowable Release Rate
Qj: 8.40 cfs - 1.52 cfs = 6.88 cfs
Q10: 39.66 cfs - 6.36 cfs = 33.30 cfs
Q50: 69.70 cfs - 10.87 cfs = 58.83 cfs
Qioo: 84.44 cfs - 13.05 cfs = 71.39 cfs
SWM / BMP Pond # 1 Post-Development Pond Runoff
Solve for CN: DA: 20.06 AC
Per Table 10-3 (Appendix C) the max allowable Impervious is 70% CN: 88
Therefore: (20.06 AC)(0.70) = 14.04 AC Tc: 11.40 min
Description DA CN (See Storm Sewer 20-54 Tab, Appendix F)
Impervious 14.04 AC 98 Qj: 52.14 cfs
Grass/Lawn 6.02 AC 66 Q10: 110.22 cfs
Total 20.06 AC 88 Q50: 155.18 cfs
Q1oo: 175.68 cfs
(See Appendix F for supporting calculations)
SWM / BMP Pond # 1 Post-Development Pond Routin
Assume the Pond is Full at the Temporary Pond Elevation (TPE) 672.50
Storm Event Allowable Runoff Actual Runoff
1 Year: 6.88 cfs 4.41 cfs @ Elevation 674.55
10 Year: 33.30 cfs 28.43 cfs @ Elevation 676.45
50 Year: 58.83 cfs 47.20 cfs @ Elevation 677.59
100 Year: 71.39 cfs 53.97 cfs @ Elevation 678.18
(See Appendix G for supporting calculations)
6
SWM / BMP Pond # 1 Structure Uplift Calculations
Outlet Structure Dimensions: Riser Height = 6.25 ft
Outside Diameter = 4.83 ft
Inside Diameter = 4.0 ft
Base Diameter = 5.83 ft
Base Thickness = 2 ft
Orifice(s) =1 x 24 in; 1 x 4 in; 2 x 8 in
Step 1: Assume Structure is fully submerged with each orifice blocked. Calculate Volume of
displaced water and corresponding uplift force.
/olume of Water Displaced by Structure = (6.25 ft)(rr)(4.83 ft) + 4 + (2.0 ft)(rr)(5.83 ft) + 4 = 167.91 ft
Unit Weight of Water = 62.4 Ib/cf
Weight of Displaced Water (Uplift Force) = (167.91)(62.4 Ib/cf) = 10,478 lb
Step 2: Determine Weight of Structure.
Volume of Concrete = (6.25 ft)(Tr)(4.83 ft)` + 4 - (6.25 ft)(rr)(4.0 ft) + 4 + (2.0 ft)(Tr)(5.83 ft) + 4 = 89.37
Unit Weight of Concrete = 150 Ib/cf
Weight of Structure = (89.37 cf)(150 Ib/cf) = 13,406 lb
Step 3: Determine Factor of Safety (1.2 is the minimum required)
Factor of Safety = Weight of Structure / Uplift Force of Water
= 13,406 lb / 10,478 LB = 1.28
SWM / BMP Pond # 1 Outlet Protection Calculations
NCDENR Erosion & Sedimentation Control Design Manual
Determine outlet protection size and shape by using Figure 8.06a from the NCDENR Erosion &
Sedimentation Control Design Manual.
BMP Outlet FES # 1
Quo: 28.43 CFS (See Post-Development Pond Routing on Sheet 5)
d: 24 Inches d50: 0.60 FT
Do: 2.0 FT d50(max): 0.90 FT
3Do: 6.0 FT T: 1.35 FT
La: 20.0 FT
W: 22.0 FT (See Figure 8.06a, Appendix H)
Hydrograph Summary Report HydraflowHydrographsbylntelisolvev9.23
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cuft) Inflow
. hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
description
1 SCS Runoff 8.403 1 730 38,659 ---- ---- ------ Pre-Development
2 SCS Runoff 1.512 1 719 3,531 ---- ------ ------ Post Pond By-Pass
3 SCS Runoff 52.14 1 720 126,884 ---- ------ ------ Post Pond Runoff
4 Reservoir 1.254 1 954 78,778 3 672.85 244,994 PPV Full
5 Reservoir 4.407 1 759 126,089 3 674.55 299,512 TPV Full
SWIM - BMP # 1.gpw Return Period: 1 Year Thursday, Jul 16, 2009
Hyd rog ra p h Summary Report Hydraflow Hydrographs by Intelisolve v9.23
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
description
1 SCS Runoff 39.66 1 728 140,463 ---- ------ ------ Pre-Development
2 SCS Runoff 6.361 1 718 12,828 ---- ------ ------ Post Pond By-Pass
3 SCS Runoff 110.22 1 720 276,865 ---- ------ ------ Post Pond Runoff
4 Reservoir 5.882 1 789 225,840 3 675.28 324,405 PPV Full
5 Reservoir 28.43 1 732 275,886 3 676.45 366,391 TPV Full
SWM - BMP # 1.gpw Return Period: 10 Year Thursday, Jul 16, 2009
Hydrograph Summary Report HydraflowHydrographsbylntelisolvev9.23
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cult) Hydrograph
description
1 SCS Runoff 69.70 1 727 239,298 ---- ------ ------ Pre-Development
2 SCS Runoff 10.87 1 718 21,854 ---- ------ --- - Post Pond By-Pass
3 SCS Runoff 155.18 1 720 398,028 ---- ------ ------ Post Pond Runoff
4 Reservoir 34.14 1 733 345,287 3 676.63 373,151 PPV Full
5 Reservoir 47.20 1 731 396,955 3 677.59 409,898 TPV Full
SWM - BMP # 1.gpw Return Period: 50 Year Thursday, Jul 16, 2009
Hydrograph Summary Report HydraflowHydrographsbylntelisolvev9.23
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cult) Hydrograph
description
1 SCS Runoff 84.44 1 727 288,121 ---- ------ ------ Pre-Development
2 SCS Runoff 13.05 1 718 26,313 ---- ------ ------ Post Pond By-Pass
3 SCS Runoff 175.68 1 720 454,258 ---- ------ ------ Post Pond Runoff
4 Reservoir 38.94 1 732 400,966 3 677.32 399,149 PPV Full
5 Reservoir 53.97 1 731 453,144 3 678.18 433,243 TPV Full
SWM - BMP # 1.gpw Return Period: 100 Year Thursday, Jul 16, 2009
SWM / BM P Pond # 2
NCDENR Stormwater BMP Manual Chapter Revised 09-28-07
Step 1: Solve for Average Depth of Wet Pond (See Pond Report, Appendix N)
Avg. Depth = (Volume / Surface Area) (405,947 CF / 60,419 SF) = 6.72 FT
Step 2: Solve for Surface Area to Drainage Area Ratio.
SA/DA Ratio = [60,419 SF / (55.30 AC)(43560 SF/AC) ][100] = 2.51
Step 3: Solve for Max Impervious Cover (See Table 10-3, Appendix J)
Max Allowable Impervious Cover for the Wet Detention Basin Drainage Area = 75%
I Step 4: Solve for Temporary Pool Volume (TPV)
TPV = 145,519.44 CF Required (See Wet Detention Basin Supplement, Appendix 1)
Total Volume Provided = 147,480 CF @ Elevation 685.60 (See Pond Report, Appendix N)
Step 5: Solve for TPV Draw Down Orifice (TPV shall draw down completely within two (2) to five (5) days)
H = 2.10 ft Q = (Co)(A)(2gH/3)
Co = 0.60 A = Trr2
Q = 0.5690 cfs (See Wet Detention Basin Supplement, Appendix 1) D = 2r
g = 32.2 ft/s2
Solve for A:
A = Q / [Co(2gH/3)'12] = 0.569 cfs / [0.60(2*32.2 ft/s2*(2.10 ft / 3)] = 0.1412 sf
Solve for r:
r=(A/Tr)1/2=(0.1412sf/3.1416)12=0.212ft(12 in/ft)=2.54 in
Solve for D:
D=2r=2(2.54 in)=5.08 in
Use 5.00 in Diameter Orifice
Step 6: Solve for Pond Length to Width Ratio and Flow Path Ratio
Pond Length= 484 FT Pond Width = (Surface Area / Length) _ (60,419 SF / 484 FT) = 125 FT
Length / Width Ratio = 484 FT / 125 FT = 4:1
Flow Path = 484 LF Flow Path Ratio = 484 FT / 125 FT = 4:1
8
SWM / BMP Pond # 2 Pre-Development Runoff
DA: 55.30 AC Flow Path:
CN: 69 Elevation Difference: 83 FT
Tc: 46.20 min (Lag Method) Flow Length: 2,355 FT
Q,: 17.82 cfs Slope: 3.52%
Q10: 72.10 cfs Description DA CN
Q50: 122.88 cfs Pasture (B Soils) 19.67 AC 61
Q100: 147.43 cfs Pasture (C Soils) 35.63 AC 74
(See Ap pendix K for supporting calculations) Total 55.30 AC 69
(See Appendix A for USDA Hydrol ogic Soil Group Information)
SWM / BMP Pond # 2 Post-Development Pond Runoff
Solve for CN: DA: 55.30 AC
Per Table 10-3 (Appendix J) the max allowable Impervious is 75% CN: 91
Therefore: (55.30 AC)(0.75) = 41.47 AC Tc: 11.0 min
Description DA CN (See Storm Sewer 10-30, Appendix L)
Impervious 41.47 AC 98
Grass 13.83 AC 69 Qj: 161.94 cfs
Total 55.30 AC 91 Quo: 321.87 cfs
Q50: 444.47 cfs
(See Appendix L for supporting calculations) Q1oo: 500.32 cfs
SWM / BMP Pond # 2 Post-Development Pond Routin
Assume the Pond is Full at the Temporary Pond Elevation (TPE) 685.60
Storm Event Allowable Runoff Actual Runoff
1 Year: 17.82 cfs 10.94 cfs @ Elevation 688.19
10 Year: 72.10 cfs 35.22 cfs @ Elevation 690.33
50 Year: 122.88 cfs 41.10 cfs @ Elevation 691.92
100 Year: 147.43 cfs 61.93 cfs @ Elevation 692.47
(See Appendix M for supporting calculations)
9
SWM / BMP Pond # 2 Structure Uplift Calculations
Outlet Structure Dimensions: Riser Inside Dimensions = 4.0'x 4.0'
Riser Outside Dimensions = 5.0'x 5.0'
Riser Wall Thickness = 0.5'
Riser Base Thickness = 2.0'
Total Riser Height = 8.0'
Step 1: Assume Structure is fully submerged with each orifice blocked. Calculate Volume of
displaced water and corresponding uplift force.
Volume of Water Displaced by Structure = (5.0'x 5.0'x 8.0') = 200 CF
Unit Weight of Water = 62.4 LBS/CF
Weight of Displaced Water (Uplift Force) = (200 CF)(62.4 LBS/CF) = 12,480 LBS
Step 2: Determine Weight of Structure.
Volume of Concrete =[(5.0'x5.0')-(4.O'x4.0')]x6.0'+(5.0'x5.0'x2.0')=104 CF
Unit Weight of Concrete = 150 LBS/CF
Weight of Structure = (104 CF)(150LB/CF) = 15,600 LBS
Step 3: Determine Factor of Safety (1.2 is the minimum required)
Factor of Safety = Weight of Structure / Uplift Force of Water
= 15,600 LBS / 12,480 LBS = 1.25
SWM / BMP Pond # 2 Outlet Protection Calculations
VCDENR Erosion & Sedimentation Control Design Manual
Determine outlet protection size and shape by using Figure 8.06a from the NCDENR Erosion &
Sedimentation Control Design Manual.
SWM / BMP Outlet FES # 2
Quo: 35.22 CFS (See Post-Development Pond Routing on Sheet 8)
d: 24 Inches d50: 0.60 FT
Do: 2.0 FT d50(max): 0.90 FT
3Do: 6.0 FT T: 1.35 FT
La: 21.0 FT
W: 23.0 FT (See Plate 3.18-3, Appendix N)
Hydrograph Summary Report HydraflowHydrographsbylntelisolvev9.23
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
description
1 SCS Runoff 17.82 1 744 122,277 --- --- - - - Pre-Development
2 SCS Runoff 161.94 1 720 400,397 --- -- ---- Post-Development
3 Reservoir 7.143 1 815 253,264 2 686.93 662,003 Routing PPV Full
4 Reservoir 10.94 1 772 319,794 2 688.19 777,185 Routing TPV Full
SWM - BMP # 2.gpw Return Period: 1 Year Friday, Jul 3, 2009
Hyd rog ra p h Summary Report Hydraflow Hydrographs by Intelisolve v9.23
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cult) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
description
1 SCS Runoff 72.10 1 742 404,960 ---- - -- --- - Pre-Development
2 SCS Runoff 321.87 1 720 827,525 ---- Post-Development
3 Reservoir 19.11 1 778 678,712 2 689.71 931,523 Routing PPV Full
4 Reservoir 35.22 1 747 746,921 2 690.33 1,000,516 Routing TPV Full
SWM - BMP # 2.gpw Return Period: 10 Year Friday, Jul 3, 2009
Hydrograph Summary Report HydraflowHydrographsbylntelisolvev9.23
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
description
1 SCS Runoff 122.88 1 742 670,689 -- ----- ------ Pre-Development
2 SCS Runoff 444.47 1 720 1,167,209 ---- ------ ----- Post-Development
3 Reservoir 39.20 1 754 1,017,089 2 691.29 1,111,248 Routing PPV Full
4 Reservoir 41.10 1 752 1,086,605 2 691.92 1,188,756 Routing TPV Full
SWM - BMP # 2.gpw Return Period: 50 Year Friday, Jul 3, 2009
Hyd rog ra p h Summary Report Hydraflow Hydrographs by Intelisolve v9.23
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cult) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
description
1 SCS Runoff 147.43 1 742 800,478 - ----- ---- Pre-Development
2 SCS Runoff 500.32 1 720 1,324,109 -- - - ------ Post-Development
3 Reservoir 42.86 1 754 1,173,411 2 692.07 1,207,541 Routing PPV Full
4 Reservoir 61.93 1 742 1,243,506 2 692.47 1,259,096 Routing TPV Full
SWM - BMP # 2.gpw Return Period: 100 Year Friday, Jul 3, 2009
10
SWM / BM P Pond # 3
NCDENR Stormwater BMP Manual Chapter Revised 09-28-07
Step 9: Solve for Average Depth of Wet Pond (See Pond Report, Appendix T)
Avg. Depth = (Volume / Surface Area) = (68,857 CF / 16,693 SF) = 4.12 FT
Step 2: Solve for Surface Area to Drainage Area Ratio.
SA/DA Ratio = [16,693 SF / (11.24 AC)(43560 SF/AC) ][100] = 3.41
Step 3: Solve for Max Impervious Cover (See Table 10-3, Appendix P)
Max Allowable Impervious Cover for the Wet Detention Basin Drainage Area= 70%
I Step 4: Solve for Temporary Pool Volume (TPV)
TPV = 27,744.82 CF Required (See Wet Detention Basin Supplement, Appendix O)
Total Volume Provided = 29,575 CF @ Elevation 713.00 (See Pond Report, Appendix T)
Step 5: Solve for TPV Draw Down Orifice (TPV shall draw down completely within two (2) to five (5) days)
H = 1.50 ft Q = (Co)(A)(2gH/3)
Co = 0.60 A = Trr2
Q = 0.1141 cfs (See Wet Detention Basin Supplement, Appendix O) D = 2r
g = 32.2 ft/s2
Solve for A:
A = Q / [Co(2gH/3)"] = 0.1141 cfs / [0.60(2*32.2 ft/s2*(1.50 ft / 3)] = 0.0335 sf
Solve for r:
r = (A / iT) 1/2 = (0.0335 sf / 3.1416)" = 0.1033 ft(12 in / ft) = 1.2396 in
Solve for D:
D = 2r = 2(1.2396 in) = 2.48 in
Use 2.50 in Diameter Orifice
Step 6: Solve for Pond Length to Width Ratio and Flow Path Ratio
Pond Length= 225 FT Pond Width= (Surface Area / Length) = (16,693 SF/225 FT) = 74 FT
Length / Width Ratio = 225 FT / 74 FT = 3:1
Flow Path = 225 LF Flow Path Ratio = 225 FT / 74 FT = 3:1
11
SWM / BMP Pond # 3 Pre-Development Runoff
DA: 11.24 AC Flow Path:
CN: 67 Elevation Difference: 35 FT
Tc: 27.0 min (Lag Method) Flow Length: 1,074 FT
Q1: 4.404 cfs Slope: 3.26%
Q10: 19.66 cfs Description DA CN
Q50: 34.15 cfs Woods/Field (B Soils) 6.14 AC 61
Q100: 41.24 cfs Woods/Field (C Soils) 5.10 AC 74
(See Appendix Q for supporting calculations) Total 11.24 AC 67
(See Appendix A for USDA Hydrologic Soil Group Information)
SWM / BMP Pond # 3 Post-Development Pond Runoff
Solve for CN: DA: 11.24 AC
Per Table 10-3 (Appendix P) the max allowable Impervious is 70% CN: 89
Therefore: (11.24 AC)(0.70) = 7.868 AC Tc: 10.2 min (User)
Description DA CN
Impervious 7.868 AC 98
Meadow (B Soils) 1.842 AC 61 Q1: 30.45 cfs
Meadow (C Soils) 1.530 AC 74 Q10: 63.03 cfs
Total 11.24 AC 89 Q50: 88.15 cfs
(See Appendix R for supporting calculations) Q100: 99.59 cfs
SWM / BMP Pond # 3 Post-Development Pond Routin
Assume the Pond is Full at the Temporary Pond Elevation (TPE) 670.70
Storm Event Allowable Runoff Actual Runoff
1 Year: 4.404 cfs 3.905 cfs @ Elevation 714.57
10 Year: 19.66 cfs 16.40 cfs @ Elevation 716.00
50 Year: 34.15 cfs 28.47 cfs @ Elevation 716.88
100 Year: 41.24 cfs 32.12 cfs @ Elevation 717.26
(See Appendix S for supporting calculations)
12
SWM / BMP Pond # 3 Structure Uplift Calculations
Outlet Structure Dimensions: Riser Inside Dimensions = 4.0'x 4.0'
Riser Outside Dimensions = 5.0'x 5.0'
Riser Wall Thickness = 0.5'
Riser Base Thickness = 2.0'
Total Riser Height = 7.0'
Step 1: Assume Structure is fully submerged with each orifice blocked. Calculate Volume of
displaced water and corresponding uplift force.
Volume of Water Displaced by Structure = (5.0'x 5.0'x 7.0') = 175 CF
Unit Weight of Water = 62.4 LBS/CF
Weight of Displaced Water (Uplift Force) = (175 CF)(62.4 LBS/CF) = 10,920 LBS
Step 2: Determine Weight of Structure.
Volume of Concrete = [(5.0'x 5.0') - (4.0'x 4.0')] x 5.0'+ (5.0'x 5.0'x 2.0') = 95 CF
Unit Weight of Concrete = 150 LBS/CF
Weight of Structure = (95 CF)(150LB/CF) = 14,250 LBS
Step 3: Determine Factor of Safety (1.2 is the minimum required)
Factor of Safety = Weight of Structure / Uplift Force of Water
= 14,250 LBS / 10,920 LBS = 1.30
SWM / BMP Pond # 3 Outlet Protection Calculations
NCDENR Erosion & Sedimentation Control Design Manual
Determine outlet protection size and shape by using Figure 8.06a from the NCDENR Erosion &
Sedimentation Control Design Manual.
SWM / BMP Outlet FES # 3
Q10: 16.40 CFS (See Post-Development Pond Routing on Sheet 11)
d: 24 Inches d50: 0.50 FT
Do: 2.0 FT d5o(max): 0.75 FT
3Do: 6.0 FT T: 1.13 FT
La: 10.0 FT
W: 12.0 FT (See Figure 8.06a, Appendix T)
Hyd rog ra p h Summary Report Hydraflow Hydrographs by Intelisolve v9.23
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
description
1 SCS Runoff 4.404 1 732 21,648 - - - ------ Pre-Development
2 SCS Runoff 30.45 1 720 74,409 --- ------ ---- Post-Development
3 Reservoir 1.744 1 788 56,065 2 713.66 113,245 Routing PPV Full
4 Reservoir 3.905 1 744 73,626 2 714.57 134,702 Routing TPV Full
SWM - BMP # 3.gpw Return Period: 1 Year Thursday, Jul 9, 2009
Hydrograph Summary Report HydraflowHydrographsbylntelisolvev9.23
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cult) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cult) Hydrograph
description
1 SCS Runoff 19.66 1 730 76,152 ---- - ---- Pre-Development
2 SCS Runoff 63.03 1 720 159,432 ---- - ---- ----- Post-Development
3 Reservoir 5.722 1 754 140,229 2 715.57 160,245 Routing PPV Full
4 Reservoir 16.40 1 732 158,570 2 716.00 171,564 Routing TPV Full
SWM - BMP # 3.gpw Return Period: 10 Year Thursday, Jul 9, 2009
Hyd rog rap h Summary Report Hydraflow Hydrographs by Intelisolve v9.23
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cuft) Hydrograph
description
1 SCS Runoff 34.15 1 730 128,483 --- ------ - --- Pre-Development
2 SCS Runoff 88.15 1 720 227,738 ----- - Post-Development
3 Reservoir 15.83 1 734 208,155 2 716.82 195,123 Routing PPV Full
4 Reservoir 28.47 1 730 226,841 2 716.88 196,784 Routing TPV Full
SWM - BMP # 3.gpw Return Period: 50 Year Thursday, Jul 9, 2009
Hyd rog rap h Summary Report Hydraflow Hydrographs by Intelisolve v9.23
Hyd.
No. Hydrograph
type
(origin) Peak
flow
(cfs) Time
interval
(min) Time to
peak
(min) Hyd.
volume
(cuft) Inflow
hyd(s) Maximum
elevation
(ft) Total
strge used
(cult) Hydrograph
description
1 SCS Runoff 41.24 1 729 154,234 _ ______ Pre-Development
2 SCS Runoff 99.59 1 720 259,385 --- Post-Development
3 Reservoir 29.64 1 731 239,686 2 717.17 205,542 Routing PPV Full
4 Reservoir 32.12 1 730 258,474 2 717.26 208,061 Routing TPV Full
SWM - BMP # 3.gpw Return Period: 100 Year Thursday, Jul 9, 2009
13
Overall Summary
As shown the Wet Detention Ponds releases the Post-Development Pond Runoff at less than the Pre-
Development Release Rates for the 1 Year and 10 Year 24 hour storm events and safely passes the 50
Year and 100 Year 24 hour storm events all while providing a minimum of one (1) foot freeboard. The
Wet Detention Ponds have been designed to provide for a 90% removal rate of Total Suspended Solids
since the addition of a level spreader and buffer could not be provided due to site constraints.
In this instance the Wet Detention Ponds cannot be drained completely by gravity due to the permanent
pool is constructed by excavating below the adjacent grade it will be necessary to dewater the basin
using pump(s). The pump discharge may need to be filtered prior to discharge to the receiving
downstream watercourse to avoid turbidity and sediment impacts. A portable pump will be required to be
on-site at all times for emergencies.
Appendix A
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Hydrologic Soil Group-Cabarrus County, North Carolina
Hydrologic Soil Group
Kellswater Commons
Hydrologic Soil Group- Summary by Map Unit- Cabarrus County, North Carolina
Map unit symbol Map unit name Rating Acres in AO1 Percent of AOI
CcB2

CcD2 Cecil sandy clay loam, 2 to 8 percent
slopes, eroded
Cecil sandy clay loam, 8 to 15 percent
slopes, eroded B

B 203.7

28.4 40.5%

5.6%
Ch Chewacla sandy loam, frequently
flooded C 69.5 13.8%
CuB2 Cullen clay loam, 2 to 8 percent slopes,
eroded C 38.6 I 7.7%
CuD2 Cullen clay loam, 8 to 15 percent slopes,
eroded C 64.1 12.8%
EnB Enon sandy loam, 2 to 8 percent slopes C 37.2 I 7.4%;
EnDD Enon sandy loam, 8 to 15 percent slopes C 27.6 5.5%
Me' D Mecklenburg loam, 8 to 15 percent
slopes C 0.2 1 0.0%
PaF Pacolet sandy loam, 15 to 35 percent B 19.8 : 3.9%
PoF Poindexter loam, 15 to 45 percent slopes B 12.7 2.5%
W Water 1.2 1 0.2%
Totals for Area of Interest I 503.0 i 100.0%,
L:SDA Natural Resources Web Soil Survey 2.2 4/20/2009
Conservation Service National Cooperative Soil Survey Page 3 of 4
Hydrologic Soil Group-Cabarrus County, North Carolina
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: Lower
Kellswater Commons
Natural Resources Web Soil Survey 2.2 4/20/2009
Conservation Service National Cooperative Soil Survey Page 4 of 4
NCDENR Stormwater BMP Manual Chapter Revised!09-28-07
The type of ground cover at a given site greatly affects the volume of runoff.
Undisturbed natural areas, such as woods and brush, have high infiltration potentials
whereas impervious surfaces, such as parking lots and roofs, will not infiltrate runoff at
all. The ground surface can vary extensively, particularly in urban areas, and Table 3-5
lists appropriate curve numbers for most urban land use types according to hydrologic
soil group. Land use maps, site plans, and field reconnaissance are all effective methods
for determining the ground cover.
Table 3-5
Runoff curve numbers in urban areas for the SCS method (SCS, 1986)
Cover Description Curve Numbers for
Hydrologic Soil Group
Fully developed urban areas A B C D
Open Space (lawns, parks, golf:courses, etc:)
Poor condition (< 50% grass cover) 68 79 86 89
Fair condition (50% to 75% grass cover) 49 69 79 84
Good condition (> 75% grass cover) 39 61 74 80
Impervious areas:
Paved parking lots, roofs, driveways, etc. 98 98 98 98
Streets and roads:
Paved; curbs and storm sewers 98 98 98 98
Paved; open ditches 83 89 98 98
Gravel 76 85 89 91
Dirt 72 82 85 88
Developing urban areas
Newly graded areas 77 86 91 94
Pasture (< 50% ground cover or heavily grazed) 68 79 86 89
Pasture (50% to 75 % ground cover or not heavily grazed) 49 69 79 84
Pasture (>75% ground cover or lightly.grazed). 39 61 74 80
Meadow. - continuous grass, protected from grazing and 30 58 71 78
generally mowed for hay
Brush (< 50% ground cover) 48 67 77 83
Brush-(50% to 75% ground cover) .35 56 70 77
Brush (>75% ground cover) 30 48 65 73
Woods (Forest litter, small trees, and brush destroyed by 45 66 77 83
heavy grazing or regular burning)
Woods (Woods are grazed but not burned, and some forest 36 60 73 79
litter covers the soil)
Woods (Woods are protected from grazing, and litter and 30 55 70 77
brush adequately cover the soil)
Most drainage areas include a combination of land uses. The SCS Curve Number Model
should be applied separately: once for areas where impervious cover is directly
connected to surface water via a swale or pipe and a second time for the remainder of
the site. The runoff volumes computed from each of these computations should be
added to determine the runoff volume for the entire site.
For the portion of the site that is NOT directly connected impervious surface, a
composite curve number can be determined to apply in the SCS Curve Number Model.
The composite curve number must be area-weighted based on the distribution of land
uses at the site. Runoff from impervious areas that is allowed to flow over pervious
Stormwater Management and Calculations 3-7 July 2007
Appendix B
Permit No.
(to be provided by DWQ)
?? W ATFR
-I&S 0 QG
_ A v
a
NCDENR r
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information.
L PROJECT INFORMATION
Project name Kellswater Commons
Contact person Adam M. Nowocin, PE
Phone number [phone]
Date Jul-09
Drainage area number Drainage Zone # 1
III-DESIGN' INFORMATION J
Site Characteristics
Drainage area 873,814 fe
Impervious area, post-development 611,582 fly
% impervious 69.99 %
Design rainfall depth 1.0 in
Storage Volume: Non-SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1.5" runoff volume
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the pre/post control of the 1yr 24hr storm peak flow required?
1-yr, 24-hr rainfall depth
Rational C, pre-development
Rational C, post-development
Rainfall intensity: 1 -yr, 24-hr storm
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the perm. pool elevation)
Top of 1 Oft vegetated shelf elevation
Bottom of 1 Oft vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state-required temp. pool?
Elevation of the top of the additional volume
49,510 ft3 OK
80,229 ft3
OK, volume provided is equal to or in excess of volume required.
_ft3
_ ft3
ft3
0 ft3
ft3
(Y or N)
2.9 in
0.30 (unitless)
0.72 (unitless)
1.36 in/hr OK
8.40 ft3/sec
4.41 ft3/sec
-3.99 ft3/sec
672.50 fmsl
669.50 fmsl
666.50 fmsl
670.00 fmsl
669.00 fmsl Data not needed for calculation option #1, but OK if provided.
659.50 fmsl
658.50 fmsl Data not needed for calculation option #1, but OK if provided.
1.00 ft
N (Y or N)
fmsl
Form SW401Met Detention Basin-Rev.6-2/20/09 Parts I. & It. Design Summary, Page 1 of 2
Permit
(to be provided by DWQ)
II. DESIGN.INFORMATION
Surface Areas
Area, temporary pool 29,884 fiz
Area REQUIRED, permanent pool 20,272 fiz
SAIDA ratio 2.32 (unifless)
Area PROVIDED, permanent pool, Apa„a-Pw 21,267 ff OK
Area, bottom of 1 Oft vegetated shelf, Abot Adf 16,781 ff
Area, sediment cleanout, top elevation (bottom of pond), Abound 9,519 ft1
Volumes
Volume, temporary pool 80,229 ft3 OK
Volume, permanent pool, Vpem,_pw 159,529 ft3
Volume, forebay (sum of forebays if more than one forebay) 33,825 ft3
Forebay % of permanent pool volume 21.2% % OK
SAIDA Table Data
Design TSS removal 90 %
Coastal SAIDA Table Used? N (Y or N)
Mountain/Piedmont SAIDA Table Used? Y (Y or N)
SAIDA ratio 2.32 (unitless)
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b) Y (Y or N)
Volume, permanent pool, Vpef,,,_pw 159,529 ft3 OK
Area provided, permanent pool, Ape1m-pW 21,267 ff OK
Average depth calculated 7.50 ft OK
Average depth used in SAIDA, da,, (Round to nearest 0.5ft) 7.5 ft OK
Calculation option 2 used? (See Figure 10-2b) N (Y or N)
Area provided, permanent pool, Apes pm! fiz
Area, bottom of 10ft vegetated shelf, Abut shelf ft?
Area, sediment cleanout, top elevation (bottom of pond), Abot-pond
"Depth" (distance b/w bottom of 1 Oft shelf and top of sediment)
Average depth calculated
Average depth used in SAIDA, da,, (Round to nearest 0.5ft)
Drawdown Calculations
Drawdown through orifice?
Diameter of orifice (if circular)
Area of orifice (if-non-circular)
Coefficient of discharge (CD)
Driving head (Ho)
Drawdown through weir?
Weir type
Coefficient of discharge (C,,)
Length of weir (L)
Driving head (H)
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Storage volume discharge rate (through discharge orifice or weir)
Storage volume drawdown time
Additional Information
Vegetated side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpath to width ratio
Length to width ratio
Trash rack for overflow & orifice?
Freeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
Capures all runoff at ultimate build-out?
Drain mechanism for maintenance or emergencies
fiz
Y (Y or N)
3.30 in
in'
0.60 (unitless)
3.00 ft
N (Y or N)
(unitless)
(unitless)
ft
ft
8.40 ft3/sec OK
4.41 ft3/sec OK
0.31 ft3/sec
3.00 days OK, draws down in 2-5 days.
Drawdown time varying from expected value by more than a half day.
3 :1 OK
10 :1 OK
10.0 ft OK
6 :1 OK
4.0-:1 OK
Y (Y or N) OK
1.8 ft OK
N (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
PUMP AND 6" PVC EMERGENCY OUTLET PIPE WITH 6" GATE VALVE
Form SW401-Wet Detention Basin-Rev.6-2/20/09 Parts I. & II. Design Summary, Page 2 of 2
Appendix C
swM / amp #-?--
NCDENR Stormwater BMP Manual Chapter Revised 09-28-07
r)
Table 10-1
Surface Area to Drainage Area Ratio for Permanent Pool Sizing to Achieve 85 Percent TSS
Pollutant Removal Efficiency in the Mountain and Piedmont Regions, Adapted from Driscoll, 1986
Percent
Impervious
Cover

3.0

4.0 Permanent Pool Average Depth (ft)

5.0 6.0 7.0

8.0

9.0
10% 0.59 0.49 0.43 0.35 0.31 0.29 0.26
20% 0.97 0.79 0.70 0.59 0.51 0.46 0.44
30% 1.34 1.08 0.97 0.83 0.70 0.64 0.62
40% 1.73 1.43 1.25 1.05 0.90 -0.82 0.77
50% 2.06 1.73 1.50 1.30 1.09 1.00 0.92
60% 2.40 2.03 1.71 1.51 1.29 1.18 1.10
70% 2.88 2.40 2.07 1.79 1.54 1.35 1.26
80% 3.36 2.78 2.38 2.10 1.86 1.60 1.42
90% 3.74 3.10 2.66 2.34 2.11 1.83 1.67
Table 10-2
Surface Area to Drainage Area Ratio for Permanent Pool Sizing to Achieve 85 Percent TSS
Pollutant Removal Efficiency in the Coastal Region, Adapted from Driscoll, 1986
Percent
Impervious
Cover

3.0

3.5

4.0 Permanent Pool Average Depth (ft)

4.5 5.0 5.5 6.0

6.5

7.0

7.5'
10% 0.9 0.8 0.7 0.6 0.5- 0 0 - 0 0 0
20% 1.7 1.3 1.2 1.1 1.0 0.9 0.8 0.7 0.6 0.5
30% 2.5 2.2 1.9 1.8 1.6 1.5 1.3 1.2 1.0 0.9
40% 3.4 3.0 2.6 2.4 2.1 1.9 1.6 1.4 1.1 1.0
50% 4.2 3.7 3.3 3.0 2.7 2.4 2.1 1.8 1.5 1.3
60% 5.0 4.5 3.8 3.5 3.2 2.9 2.6 2.3 2.0 1.6
70% 6.0 5.2 4.5 4.1 3.7 3.3a 2.9 2.5 2.1 1.8
80% 6.8 6.0 5.2 4.7 4.2 3.7 3.2 2.7 2.2 2.0
90% 7.5 6.5 5.8 5.3 4.8 4.3 3.8 3.3 2.8 -93-
100% 8.2 7.4 6.8 6.2 5.6 5.0 4.4 3.8 3.2 2.6
Table 10-3
Surface Area to Drainage Area Ratio for Permanent Pool Sizing to Achieve 90 Percent TSS
Pollutant Removal Efficiency in the Mountain and Piedmont Regions, Adapted from Driscoll, 1986
Percent
Impervious
Cover

3.0

3.5

4.0 Permanent Pool Average Depth (ft)

4.5 5.0 5.5 6.0 6.5 7.0

7.5

8.0

8.5

9.0
10% 0.9 0.8 0.8 0.7 0.6 0.6 0.5 0.5 0.5 0.5 0.4 0.4 0.4
20% 1.5 1.3 1.1 1.0 1.0 0.9 0.9 0.9 0.8 0.8 0.8 0.7 0.7
30% 1.9 1.8 1.7 1.5 1.4 1.4 1.3 1.1 1.0 1.0 1.0 0.9 0.9
40% 2.5 2.3 2.0 1.9 1.8 1.7 1.6 1.6 1.5 1.4 1.3 1.2 1.1
50% 3.0 2.8 2.5 2.3 2.0 1.9 1.9 1.8 1.7 1.6 1.6 1.5 1.5
60% 3.5 3.2 2.8 2.7 2.5 2.4 2.2 2.1 t?1.9 1.9 1.8 1.8 1.7
70% 4.0 3.7 3.3 3.1 2.8 2.7 2.5 2.4 .*2.2 2.1 2.0 2.0 1.9
80% 4.5 4.1 3.8 3.5 3.3 3.0 2.8 2.7 2.6 2.4 2.3 2.1 2.0
90% 5.0 4.5 4.0 3.8 3.5 3.3 3.0 2.9 2.8 2.7 2.6 2.5 2.4
S A VA V-a+ o 2.3 In
t
JYA?w wrx!. =70°(0
a.3
Wet Detention Basin 10-9 July 2007
Appendix D
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23 Tuesday, Jun 2, 2009
Hyd. No. 1
Pre-Development
Hydrograph type = SCS Runoff Peak discharge = 8.403 cfs
Storm frequency = 1 yrs Time to peak = 12.17 hrs
Time interval = 1 min Hyd. volume = 38,659 cuft
Drainage area = 21.990 ac Curve number = 66
Basin Slope = 6.7% Hydraulic length = 1360 ft
Tc method = LAG Time of conc. (Tc) = 23.30 min
Total precip. = 2.88 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Q (cfs)
10.00
8.00
6.00
4.00
2.00
0.00 -6
0 2 4
Hyd No. 1
Pre-Development
Hyd. No. 1 --1 Year
6 8 10 12 14 16 18 20 22
Q (cfs)
10.00
8.00
6.00
4.00
2.00
?1 0.00
24 26
Time (hrs)
Hydrograph Report
Hydraflow Hydrographs by Intellsolve v9.23
Hyd. No. 1
Pre-Development
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval
Drainage area
Basin Slope
Tc method
Total precip.
Storm duration
Q (cfs)
40.00
1 min
21.990 ac
6.7%
LAG
5.07 in
24 hrs
Pre-Development
Hyd. No. 1 -- 10 Year
30.00
20.00
Tuesday, Jun 2, 2009
Peak discharge = 39.66 cfs
Time to peak = 12.13 hrs
Hyd. volume = 140,463 cuft
Curve number = 66
Hydraulic length = 1360 ft
Time of conc. (Tc) = 23.30 min
Distribution = Type II
Shape factor = 484
10.00
0.00 ' '
0 2 4
Hyd No. 1
6 8 10 12 14 16 18 20
Q (cfs)
40.00
30.00
20.00
10.00
' 0.00
22 24 26
Time (hrs)
Hydrograph Report
Hydraflow Hydrographs by Intellsolve v9.23 Tuesday, Jun 2, 2009
Hyd. No. 1
Pre-Development
Hydrograph type = SCS Runoff Peak discharge = 69.70 cfs
Storm frequency = 50 yrs Time to peak = 12.12 hrs
Time interval = 1 min Hyd. volume = 239,298 cuft
Drainage area = 21.990 ac Curve number = 66
Basin Slope = 6.7% Hydraulic length = 1360 ft
Tc method = LAG Time of conc. (Tc) = 23.30 min
Total precip. = 6.77 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00 1 1 __"
0 2 4
Hyd No. 1
Pre-Development
Hyd. No. 1 -- 50 Year
Q (cfs)
70.00
6 8
60.00
50.00
40.00
30.00
20.00
10.00
0.00
10 12 14 16 18 20 22 24 26
Time (hrs)
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23 Tuesday, Jun 2, 2009
Hyd. No. 1
Pre-Development
Hydrograph type = SCS Runoff Peak discharge = 84.44 cfs
Storm frequency = 100 yrs Time to peak = 12.12 hrs
Time interval = 1 min Hyd. volume = 288,121 cuft
Drainage area = 21.990 ac Curve number = 66
Basin Slope = 6.7% Hydraulic length = 1360 ft
Tc method = LAG Time of conc. (Tc) = 23.30 min
Total precip. = 7.55 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Pre-Development
Q (cfs) Hyd. No. 1 --100 Year Q (cfs)
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
90.00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)
r \\ ! \? i \ `?\ ` _, 'e'er!
0?4 Wm_
LAW
..? ..... ... ?1 ?... tea:.
.r•'??a"-+...'. _ yh?s%` i? ?r.a.d ','-[. st!! ya i i t_ I-. ..
- ------ - - ---
?` ?\ `?_ -_-_ ,/ 1 111 111 iV \ \ \` `?` \ \ l ! / \ `\ \ \ \ \ \ \ \
Ik I'll
\ ' ? , ! ! t III / f l l l 1 1 1 1 I , \ \ `? \ `. 3
I ` ? /' /' , , 1 ! Illlly ,trl Iltl?l \`\` .?
\--- ---- / , I 1 I I I I y c I 1! I I I I I 1 \\ ' \\\ !` \. `I
111' i ' i i !' !! \ i ! 1 \ t\? !
---------`_'_?? ?w -'--_ ,` ' // ! i ?•' I I \1!'? 1 lei! 1 r f / i ! \I ? '\!\ \\\`\ ti
,'?LOalll//PATH
-- -- ''•"- ?? ??? ?- ----- r l l I III I I I` 1 I I
__ __ - _ ' ? ?,?? \? \\ \ _? ` - •/ ??1,?60'L?) / / ' I ' III ' I I ' I 1 j I I \\ Il '1 i1 1
___ C_ _ \ \ a\\\-\ I 1 , I 11 i 1 N, y I \ 1\ t
\ 1 I I l 1\\\
I `
\ \ \ _
E 3 \
\\- _---- _ -\\-- - ,- ' 'I I / j \) ! 11 bll E/ ' I4 !I It
6
1 ! \ I ? +w 1 ` ? / / / ! t I / / ,// / I I 1 1 / t f 1 ? t ? i
--------------
? \ ? --- -\ \ \ / , , , , ,III/ / , / / / / ! ! I
Jill/
----------- -
\ \ \ \ \, ? \ ?\ -?? ?' fir, ' ,/ / /' // / ? -------- ?, , / ? /
\ IL?
`J/ 7
41,
\\ \ \\\\\\\!! 111/ '?/! ?, /? ^- \\`?\o=
\
/
i \ \
1 1 1
I ! ?
\ !
\ 1 II
1 t
l ! \
1 \ ` 1
?

•`? I i I I III I//l ?l1 //?,, '-_-_-_. - ,`\`?a\\\\ -_-------, _ ___ `: .`\ .::-.
PRE-DEVELOPMENT FLOW PATH
DA: 21.99 AC Elevation Difference: 759 - 668 = 91 FT
CN: 66 (WOODS/FIELD) Flow Length: 1,360 LF
Tc: 23.30 MIN (LAC METHOD) Slope: 6.69%
February 11). 2006 PRE-DEVELOPMENT N•Focus Design, Inc.
OMI" 1 DRAINAGE AREA PO sox 85
Kanna
olis
NC 28082 r?11

N F C U S
scare
p
,
I•=200' INTEGRA SPRINGS AT KELLSWATER
SH"Ma TEL: [phone]
Planning Design Engineering
9 • 9n •
PRE KANNAOPUS, NORTH CAROLINA 28061 www.nfocusplanning.org
Appendix E
Hydrograph Report
Hydraflow Hydrographs by Intellsolve v9.23
Hyd. No. 2
Post Pond By-Pass
Hydrograph type = SCS Runoff
Storm frequency = 1 yrs
Time interval = 1 min
Drainage area = 1.930 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 2.88 in
Storm duration = 24 hrs
Q (cfs)
2.00
Post Pond By-Pass
Hyd. No. 2 --1 Year
Tuesday, Jun 2, 2009
Peak discharge = 1.512 cfs
Time to peak = 719 min
Hyd. volume = 3,531 cuft
Curve number = 66
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Q (cfs)
2.00
1.00
0.00 ?
0
120 240 360 480 600 720 840 960
Hyd No. 2
1.00
' 0.00
1080 1200 1320 1440 1560
Time (min)
Hydrograph Report
Hydraflow Hydrographs by Intellsolve v9.23
Hyd. No. 2
Post Pond By-Pass
Hydrograph type = SCS Runoff
Storm frequency = 10 yrs
Time interval = 1 min
Drainage area = 1.930 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 5.07 in
Storm duration = 24 hrs
Peak discharge = 6.361 cfs
Time to peak = 718 min
Hyd. volume = 12,828 cuft
Curve number = 66
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Q (cfs)
7.00
Post Pond By-Pass
Hyd. No. 2 -- 10 Year
6.00
5.00
4.00
3.00
2.00
0.00
0 120 240
Hyd No. 2
1.00
360 480 600
Tuesday, Jun 2, 2009
Q (cfs)
7.00
6.00
5.00
4.00
3.00
2.00
1.00
' 0.00
720 840 960 1080 1200 1320 1440 1560
Time (min)
6
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23
Hyd. No. 2
Post Pond By-Pass
Hydrograph type = SCS Runoff
Storm frequency = 50 yrs
Time interval = 1 min
Drainage area = 1.930 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 6.77 in
Storm duration = 24 hrs
Peak discharge = 10.87 cfs
Time to peak = 718 min
Hyd. volume = 21,854 cuft
Curve number = 66
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Q (cfs)
12.00
10.00
8.00
6.00
4.00
Post Pond By-Pass
Hyd. No. 2 -- 50 Year
2.00
0.00 ' '
0 120 240
Hyd No. 2
360 480 600 720
Tuesday, Jun 2, 2009
Q (cfs)
12.00
10.00
8.00
6.00
4.00
2.00
' F 0.00
840 960 1080 1200 1320 1440 1560
Time (min)
Hydrograph Report
Hydraflow Hydrographs by Intellsolve v9.23
Hyd. No. 2
Post Pond By-Pass
Hydrograph type = SCS Runoff
Storm frequency = 100 yrs
Time interval = 1 min
Drainage area = 1.930 ac
Basin Slope = 0.0%
Tc method = USER
Total precip. = 7.55 in
Storm duration = 24 hrs
Tuesday, Jun 2, 2009
Peak discharge = 13.05 cfs
Time to peak = 718 min
Hyd. volume = 26,313 cuft
Curve number = 66
Hydraulic length = 0 ft
Time of conc. (Tc) = 5.00 min
Distribution = Type II
Shape factor = 484
Q (cfs)
14.00
12.00
10.00
8.00
6.00
Post Pond By-Pass
Hyd. No. 2 --100 Year
4.00
2.00
0.00 - - '
0 120 240 360 480 600 720
Hyd No. 2
840
Q (cfs)
14.00
12.00
10.00
8.00
6.00
4.00
2.00
' - ' 0.00
960 1080 1200 1320 1440 1560
Time (min)
Appendix F
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23 Tuesday, Jun 2, 2009
Hyd. No. 3
Post Pond Runoff
Hydrograph type = SCS Runoff Peak discharge = 52.14 cfs
Storm frequency = 1 yrs Time to peak = 12.00 hrs
Time interval = 1 min Hyd. volume = 126,884 cuft
Drainage area = 20.060 ac Curve number = 88*
Basin Slope = 3.8% Hydraulic length = 1640 ft
Tc method = USER Time of conc. (Tc) = 11.40 min
Total precip. = 2.88 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(13.920 x 98) + (6.140 x 66)] / 20.060
Q (cfs)
60.00
50.00
Post Pond Runoff
Hyd. No. 3 --1 Year
Q (cfs)
60.00
40.00
30.00
20.00
10.00
0.00 ' '
0 2 4
Hyd No. 3
6 8
50.00
40.00
30.00
20.00
10.00
' 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23 Tuesday, Jun 2, 2009
Hyd. No. 3
Post Pond Runoff
Hydrograph type = SCS Runoff Peak discharge = 110.22 cfs
Storm frequency = 10 yrs Time to peak = 12.00 hrs
Time interval = 1 min Hyd. volume = 276,865 cuft
Drainage area = 20.060 ac Curve number = 88*
Basin Slope = 3.8% Hydraulic length = 1640 ft
Tc method = USER Time of conc. (Tc) = 11.40 min
Total precip. = 5.07 in Distribution = Type 11
Storm duration = 24 hrs Shape factor = 484
Composite (Area/CN) = [(13.920 x 98) + (6.140 x 66)j / 20.060
Post Pond Runoff
Q (cfs) Hyd. No. 3 --10 Year Q (cfs)
120.00 120.00
100.00 100.00
80.00 80.00
60.00 60.00
40.00 40.00
20.00 20.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Time (hrs)
Hyd No. 3
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23
Hyd. No. 3
Post Pond Runoff
Hydrograph type = SCS Runoff
Storm frequency = 50 yrs
Time interval = 1 min
Drainage area = 20.060 ac
Basin Slope = 3.8%
Tc method , = USER
Total precip. = 6.77 in
Storm duration = 24 hrs
Tuesday, Jun 2, 2009
Peak discharge = 155.18 cfs
Time to peak = 12.00 hrs
Hyd. volume = 398,028 cuft
Curve number = 88*
Hydraulic length = 1640 ft
Time of conc. (Tc) = 11.40 min
Distribution = Type II
Shape factor = 484
* Composite (Area/CN) = [(13.920 x 98) + (6.140 x 66)j / 20.060
Q (cfs)
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
Post Pond Runoff
Hyd. No. 3 -- 50 Year
Q (cfs)
160.00
0.00 ' '
0 2 4
Hyd No. 3
140.00
120.00
100.00
80.00
60.00
40.00
20.00
' 0.00
6 8 10 12 14 16 18 20 22 24
Time (hrs)
Hydrograph Report
Hydraflow Hydrographs by Inteliso?ve v9.23 Tuesday, Jun 2, 2009
Hyd. No. 3
Post Pond Runoff
Hydrograph type = SCS Runoff Peak discharge = 175.68 cfs
Storm frequency = 100 yrs Time to peak = 12.00 hrs
Time interval = 1 min Hyd. volume = 454,258 cuft
Drainage area = 20.060 ac Curve number = 88*
Basin Slope = 3.8% Hydraulic length = 1640 ft
Tc method = USER Time of conc. (Tc) = 11.40 min
Total precip. = 7.55 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Composite (Area/CN) _ [(13.920 x 98) + (6.140 x 66)] ( 20.060
Post Pond Runoff
Q (cfs) Hyd. No. 3 --100 Year Q (cfs)
180.00 180.00
150.00 150.00
120.00 120.00
90.00 90.00
60.00 60.00
30.00 30.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 3 Time (hrs)
Appendix G
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23
Hyd. No. 6
TPV Full
Hydrograph type = Reservoir
Storm frequency = 1 yrs
Time interval = 1 min
Inflow hyd. No. = 3 - Post Pond Runoff
Reservoir name = TPV FULL
Tuesday, Jun 2, 2009
Peak discharge = 4.407 cfs
Time to peak = 12.65 hrs
Hyd. volume = 126,089 cuft
Max. Elevation = 674.55 ft
Max. Storage = 299,512 cuft
Storage indication method used. Wet pond routing start elevation = 672.50 ft.
Q (cfs)
60.00
TPV Full
Hyd. No. 6 -- 1 Year
50.00
40.00
30.00
20.00
10.00
0.00 ' '
0 4
Hyd No. 6
8 12 16
Hyd No. 3
20 24 28 32 36
LLLLLHILI Total storage used = 299,512 cuft
Q (cfs)
60.00
50.00
40.00
30.00
20.00
10.00
-L- 0.00
40
Time (hrs)
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23 Tuesday, Jun 2, 2009
Hyd. No. 6
TPV Full
Hydrograph type = Reservoir Peak discharge = 28.43 cfs
Storm frequency = 10 yrs Time to peak = 12.20 hrs
Time interval = 1 min Hyd. volume = 275,886 cuft
Inflow hyd. No. = 3 - Post Pond Runoff Max. Elevation = 676.45 ft
Reservoir name = TPV FULL Max. Storage = 366,391 cuft
Storage Indication method used. Wet pond routing start elevation = 672.50 ft.
Q (cfs)
120.00
TPV Full
Hyd. No. 6 --10 Year
100.00
80.00
60.00
40.00
20.00
0.00 ' '
0 3
Hyd No. 6
6 9 12
Hyd No. 3
15 18 21 24 27
LRELIH1 Total storage used = 366,391 cuft
Q (cfs)
120.00
100.00
80.00
60.00
40.00
20.00
.A- 0.00
30
Time (hrs)
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23 Tuesday, Jun 2, 2009
Hyd. No. 6
TPV Full
Hydrograph type = Reservoir Peak discharge = 47.20 cfs
Storm frequency = 50 yrs Time to peak = 12.18 hrs
Time interval = 1 min Hyd. volume = 396,955 cuft
Inflow hyd. No. = 3 - Post Pond Runoff Max. Elevation = 677.59 ft
Reservoir name = TPV FULL Max. Storage = 409,898 cuft
Storage Indication method used. Wet pond routing start elevation = 672.50 ft.
Q (cfs)
160.00
140.00
120.00
100.00
80.00
60.00
40.00 ?s
20.00
0 00
TPV Full
Hyd. No. 6 -- 50 Year
0 3
Hyd No. 6
6 9 12
Hyd No. 3
15 18 21 24 27
LII 11111 Total storage used = 409,898 cuft
Q (cfs)
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
30
Time (hrs)
Hydrograph Report
Hydraflow Hydrographs by Intelisoive v9.23
Hyd. No. 6
TPV Full
Hydrograph type = Reservoir
Storm frequency = 100 yrs
Time interval = 1 min
Inflow hyd. No. = 3 - Post Pond Runoff
Reservoir name = TPV FULL
Tuesday, Jun 2, 2009
Peak discharge = 53.97 cfs
Time to peak = 12.18 hrs
Hyd. volume = 453,144 cuft
Max. Elevation = 678.18 ft
Max. Storage = 433,243 cuft
Storage Indication method used. Wet pond routing start elevation = 672.50 ft.
Q (cfs)
180.00
150.00
120.00
90.00
60.00
30.00
TPV Full
Hyd. No. 6 --100 Year
0.00 ' '
0 3
Hyd No. 6
6 9 12
Hyd No. 3
15 18 21 24 27
U-1 M-I 1"Tl Total storage used = 433,243 cuft
Q (cfs)
180.00
150.00
120.00
90.00
60.00
30.00
."- 0.00
30
Time (hrs)
Appendix H
Pond Report
Hydraflow Hydrographs by Intelisolve v9.23 Tuesday, Jul 21, 2009
Pond No. 1 - SWM-BMP Pond # 1
Pond Data
Contours - User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 660.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cuft) Total storage (cuft)
0.00 660.00 12,227
1.00 661.00 14,128
2.00 662.00 16,189
3.00 663.00 16,273
4.00 664.00 16,357
5.00 665.00 16,442
6.00 666.00 16,526
7.00 667.00 16,611
8.00 668.00 16,696
9.00 669.00 16,781
10.00 670.00 25,752
11.00 671.00 27,363
12.00 672.00 29,026
13.00 673.00 30,742
14.00 674.00 32,512
15.00 675.00 34,336
16.00 676.00 36,216
17.00 677.00 38,152
18.00 678.00 40,144
19.00 679.00 42,198
20.00 680.00 44,337
0
13,165
15,145
16,229
16,313
16,398
16,482
16,567
16,652
16,737
21,105
26,551
28,188
29,877
31,620
33,417
35,268
37,176
39,140
41,163
43,259
0
13,165
28,310
44,539
60,853
77,251
93,733
110,300
126,952
143,688
164,793
191,344
219,532
249,409
281,028
314,445
349,713
386,889
426,029
467,192
510,450
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 24.00 3.30 8.00 0.00 Crest Len (ft) = 12.56 20.00 0.00 0.00
Span (in) = 24.00 3.30 8.00 0.00 Crest El. (ft) = 675.75 678.00 0.00 0.00
No. Barrels = 1 1 2 0 Weir Coeff. = 3.00 3.00 3.33 3.33
Invert El. (ft) = 669.50 669.50 672.50 0.00 Weir Type = Riser Ciplti --- ---
Length (ft) = 88.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope (%) = 1.70 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Contour)
Multi-Stage = n/a Yes Yes No TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (cc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrlRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cult ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 660.00 0.00 0.00 0.00 --- 0.00 0.00 - - --- --- --- 0.000
0.10 1,316 660.10 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
0.20 2,633 660.20 0.00 0.00 0.00 --- 0.00 0.00 - --- --- --- 0.000
0.30 3,949 660.30 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
0.40 5,266 660.40 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
0.50 6,582 660.50 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
0.60 7,899 660.60 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
0.70 9,215 660.70 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
0.80 10,532 660.80 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
0.90 11,848 660.90 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
1.00 13,165 661.00 0.00 0.00 0.00 --- 0.00 0.00 - - --- --- --- 0.000
1.10 14,679 661.10 0.00 0.00 0.00 --- 0.00 0.00 -- --- --- --- 0.000
1.20 16,194 661.20 0.00 0.00 0.00 --- 0.00 0.00 - - --- --- --- 0.000
1.30 17,708 661.30 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
1.40 19,223 661.40 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
1.50 20,737 661.50 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
1.60 22,252 661.60 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
1.70 23,766 661.70 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
1.80 25,281 661.80 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
1.90 26,796 661.90 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
2.00 28,310 662.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
Continues on next page...
SWM-BMP Pond # 1
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cis cfs cis cfs cfs cfs cfs cfs cis cfs
2.10 29,933 662.10 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
2.20 31,556 662.20 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
2.30 33,179 662.30 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
2.40 34,802 662.40 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
2.50 36,425 662.50 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
2.60 38,048 662.60 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
2.70 39,671 662.70 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
2.80 41,294 662.80 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
2.90 42,916 662.90 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
3.00 44,539 663.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
3.10 46,171 663.10 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
3.20 47,802 663.20 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
3.30 49,433 663.30 0.00 0.00 0.00 --- 0.00 0.00 - - --- --- --- 0.000
3.40 51,065 663.40 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
3.50 52,696 663.50 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
3.60 54,327 663.60 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
3.70 55,959 663.70 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
3.80 57,590 663.80 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
3.90 59,221 663.90 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
4.00 60,853 664.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
4.10 62,493 664.10 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
4.20 64,132 664.20 0.00 0.00 0.00 --- 0.00 0.00 - - --- --- --- 0.000
4.30 65,772 664.30 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
4.40 67,412 664.40 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
4.50 69,052 664.50 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
4.60 70,691 664.60 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
4.70 72,331 664.70 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
4.80 73,971 664.80 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
4.90 75,611 664.90 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
5.00 77,251 665.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
5.10 78,899 665.10 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
5.20 80,547 665.20 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
5.30 82,195 665.30 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
5.40 83,844 665.40 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
5.50 85,492 665.50 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
5.60 87,140 665.60 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
5.70 88,788 665.70 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
5.80 90,436 665.80 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
5.90 92,085 665.90 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
6.00 93,733 666.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
6.10 95,390 666.10 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
6.20 97,046 666.20 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
6.30 98,703 666.30 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
6.40 100,360 666.40 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
6.50 102,016 666.50 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
6.60 103,673 666.60 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
6.70 105,330 666.70 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
6.80 106,986 666.80 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
6.90 108,643 666.90 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
7.00 110,300 667.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
7.10 111,965 667.10 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
7.20 113,630 667.20 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
7.30 115,295 667.30 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
7.40 116,961 667.40 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
7.50 118,626 667.50 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
7.60 120,291 667.60 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
7.70 121,956 667.70 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
7.80 123,621 667.80 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
7.90 125,286 667.90 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
8.00 126,952 668.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
8.10 128,625 668.10 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
8.20 130,299 668.20 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
8.30 131,973 668.30 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
8.40 133,646 668.40 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
8.50 135,320 668.50 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
8.60 136,994 668.60 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
8.70 138,667 668.70 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
8.80 140,341 668.80 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
8.90 142,015 668.90 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
9.00 143,688 669.00 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
9.10 145,799 669.10 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
Continues on next page...
SWM-BMP Pond # 1
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Civ B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cult ft cfs cis cfs cfs cfs cis cfs cfs cfs cfs cfs
9.20 147,909 669.20 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
9.30 150,020 669.30 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- -- 0.000
9.40 152,130 669.40 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- -- 0.000
9.50 154,241 669.50 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
9.60 156,351 669.60 0.02 is 0.02 is 0.00 --- 0.00 0.00 --- --- --- --- 0.020
9.70 158,462 669.70 0.07 is 0.07 is 0.00 --- 0.00 0.00 --- --- --- --- 0.070
9.80 160,572 669.80 0.12 is 0.12 is 0.00 --- 0.00 0.00 --- --- --- --- 0.115
9.90 162,683 669.90 0.15 is 0.14 is 0.00 --- 0.00 0.00 --- --- --- --- 0.144
10.00 164,793 670.00 0.17 is 0.17 is 0.00 --- 0.00 0.00 --- --- --- --- 0.167
10.10 167,448 670.10 0.20 1s 0.19 is 0.00 --- 0.00 0.00 -- --- --- --- 0.187
10.20 170,104 670.20 0.21 is 0.21 is 0.00 --- 0.00 0.00 --- --- --- --- 0.206
10.30 172,759 670.30 0.22 is 0.22 is 0.00 --- 0.00 0.00 --- --- --- --- 0.224
10.40 175,414 670.40 0.24 is 0.24 is 0.00 --- 0.00 0.00 --- --- --- --- 0.241
10.50 178,069 670.50 0.27 is 0.26 is 0.00 --- 0.00 0.00 --- --- --- --- 0.256
10.60 180,724 670.60 0.27 is 0.27 is 0.00 --- 0.00 0.00 --- --- --- --- 0.270
10.70 183,379 670.70 0.29 is 0.28 is 0.00 --- 0.00 0.00 --- --- --- --- 0.285
10.80 186,034 670.80 0.30 is 0.30 is 0.00 --- 0.00 0.00 --- --- --- --- 0.298
10.90 188,689 670.90 0.32 is 0.31 is 0.00 --- 0.00 0.00 --- --- --- --- 0.311
11.00 191,344 671.00 0.32 is 0.32 is 0.00 --- 0.00 0.00 --- --- --- --- 0.323
11.10 194,163 671.10 0.35 is 0.33 is 0.00 --- 0.00 0.00 --- --- --- --- 0.335
11.20 196,982 671.20 0.35 is 0.35 is 0.00 --- 0.00 0.00 --- --- --- --- 0.347
11.30 199,800 671.30 0.38 is 0.36 is 0.00 --- 0.00 0.00 --- --- --- --- 0.357
11.40 202,619 671.40 0.38 is 0.37 is 0.00 --- 0.00 0.00 --- --- --- --- 0.368
11.50 205,438 671.50 0.38 is 0.38 is 0.00 --- 0.00 0.00 --- --- --- --- 0.379
11.60 208,257 671.60 0.41 is 0.39 1s 0.00 --- 0.00 0.00 --- --- --- --- 0.389
11.70 211,075 671.70 0.41 is 0.40 is 0.00 --- 0.00 0.00 --- --- --- --- 0.399
11.80 213,894 671.80 0.41 is 0.41 is 0.00 --- 0.00 0.00 --- --- --- --- 0.409
11.90 216,713 671.90 0.44 is 0.42 is 0.00 --- 0.00 0.00 --- --- --- --- 0.418
12.00 219,532 672.00 0.44 is 0.43 is 0.00 --- 0.00 0.00 --- --- --- --- 0.428
12.10 222,519 672.10 0.44 is 0.44 is 0.00 --- 0.00 0.00 --- --- --- --- 0.437
12.20 225,507 672.20 0.45 is 0.45 is 0.00 --- 0.00 0.00 --- --- --- --- 0.446
12.30 228,495 672.30 0.48 is 0.45 is 0.00 --- 0.00 0.00 --- --- --- --- 0.455
12.40 231,482 672.40 0.48 is 0.46 is 0.00 --- 0.00 0.00 --- --- --- --- 0.464
12.50 234,470 672.50 0.48 is 0.47 is 0.00 --- 0.00 0.00 --- --- --- --- 0.472
12.60 237,458 672.60 0.56 is 0.48 is 0.07 is --- 0.00 0.00 --- --- --- --- 0.551
12.70 240,446 672.70 0.78 is 0.48 is 0.27 is --- 0.00 0.00 --- --- --- --- 0.753
12.80 243,433 672.80 1.07 is 0.49 is 0.57 is --- 0.00 0.00 --- --- --- --- 1.059
12.90 246,421 672.90 1.48 is 0.49 is 0.94 is --- 0.00 0.00 --- --- --- --- 1.432
13.00 249,409 673.00 1.90 is 0.49 is 1.36 is --- 0.00 0.00 --- --- --- --- 1.851
13.10 252,571 673.10 2.28 is 0.49 is 1.75 is --- 0.00 0.00 --- --- --- --- 2.245
13.20 255,733 673.20 2.59 is 0.50 is 2.04 is --- 0.00 0.00 --- --- --- --- 2.534
13.30 258,895 673.30 2.81 is 0.50 is 2.30 is --- 0.00 0.00 --- --- --- --- 2.800
13.40 262,056 673.40 3.04 is 0.51 is 2.53 is --- 0.00 0.00 --- --- --- --- 3.039
13.50 265,218 673.50 3.27 is 0.52 is 2.74 is --- 0.00 0.00 --- --- --- --- 3.259
13.60 268,380 673.60 3.52 is 0.52 is 2.94 is --- 0.00 0.00 --- --- --- --- 3.464
13.70 271,542 673.70 3.66 is 0.53 is 3.13 is --- 0.00 0.00 --- --- --- --- 3.656
13.80 274,704 673.80 3.90 is 0.53 is 3.30 is --- 0.00 0.00 --- --- --- --- 3.837
13.90 277,866 673.90 4.03 is 0.54 is 3.47 is --- 0.00 0.00 --- --- --- --- 4.010
14.00 281,028 674.00 4.18 is 0.55 is 3.63 is --- 0.00 0.00 --- --- --- --- 4.176
14.10 284,370 674.10 4.33 is 0.55 is 3.78 is --- 0.00 0.00 --- --- --- --- 4.334
14.20 287,712 674.20 4.58 is 0.56 is 3.93 is --- 0.00 0.00 --- --- --- --- 4.486
14.30 291,053 674.30 4.72 is 0.56 is 4.07 is --- 0.00 0.00 --- --- --- --- 4.633
14.40 294,395 674.40 4.87 is 0.57 is 4.21 is --- 0.00 0.00 --- --- --- --- 4.776
14.50 297,737 674.50 5.01 is 0.58 is 4.34 is --- 0.00 0.00 --- --- --- --- 4.914
14.60 301,078 674.60 5.05 is 0.58 is 4.47 is --- 0.00 0.00 --- --- --- --- 5.049
14.70 304,420 674.70 5.18 is 0.59 is 4.59 is --- 0.00 0.00 --- --- --- --- 5.180
14.80 307,762 674.80 5.31 is 0.59 is 4.71 is --- 0.00 0.00 --- --- --- --- 5.307
14.90 311,103 674.90 5.46 is 0.60 is 4.83 is --- 0.00 0.00 --- --- --- --- 5.431
15.00 314,445 675.00 5.61 is 0.61 is 4.95 is --- 0.00 0.00 --- --- --- --- 5.553
15.10 317,972 675.10 5.76 is 0.61 is 5.06 is --- 0.00 0.00 --- --- --- --- 5.671
15.20 321,498 675.20 5.79 is 0.62 is 5.17 is --- 0.00 0.00 --- --- --- --- 5.788
15.30 325,025 675.30 5.91 is 0.62 is 5.28 is --- 0.00 0.00 --- --- --- --- 5.902
15.40 328,552 675.40 6.06 is 0.63 is 5.38 is --- 0.00 0.00 --- --- --- --- 6.014
15.50 332,079 675.50 6.22 is 0.63 is 5.49 is --- 0.00 0.00 --- --- --- --- 6.123
15.60 335,606 675.60 6.23 is 0.64 is 5.59 is --- 0.00 0.00 --- --- --- --- 6.231
15.70 339,133 675.70 6.37 is 0.65 is 5.69 is --- 0.00 0.00 --- --- --- --- 6.337
15.80 342,659 675.80 6.86 is 0.65 is 5.79 is --- 0.42 0.00 --- --- --- --- 6.857
15.90 346,186 675.90 8.76 is 0.64 is 5.89 is --- 2.18 0.00 --- --- --- --- 8.714
16.00 349,713 676.00 11.33 is 0.63 is 5.98 is --- 4.71 0.00 --- --- --- --- 11.33
16.10 353,431 676.10 14.50 is 0.62 is 6.07 is --- 7.80 0.00 --- --- --- --- 14.50
16.20 357,148 676.20 18.13 is 0.59 is 6.17 is --- 11.37 0.00 --- --- --- --- 18.13
Continues on next page...
SWM-BMP Pond # 1
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Civ C PrfRsr Wr A Wr B Wr C Wr D ExfiI User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
16.30 360,866 676.30 22.17 is 0.55 is 6.26 is --- 15.37 0.00 --- --- --- --- 22.17
16.40 364,584 676.40 26.00 is 0.49 1s 5.77 is --- 19.74 0.00 --- --- --- --- 26.00
16.50 368,301 676.50 29.78 1s 0.42 is 4.90 is --- 24.47 0.00 --- --- --- --- 29,78
16.60 372,019 676.60 33.50 is 0.31 is 3.67 is --- 29.52 0.00 --- --- --- --- 33.50
16.70 375,736 676.70 35.57 is 0.23 is 2.75 is --- 32.59s 0.00 --- --- --- --- 35.57
16.80 379,454 676.80 36.41 is 0.20 is 2.39 is --- 33.82s 0.00 --- --- --- --- 36.41
16.90 383,172 676.90 37.06 is 0.18 is 2.12 is --- 34.75s 0.00 --- --- --- --- 37.05
17.00 386,889 677.00 37.60 is 0.16 is 1.91 is --- 35.52s 0.00 --- --- --- --- 37.59
17.10 390,803 677.10 38.07 is 0.15 is 1.73 is --- 36.19s 0.00 --- - - - - - - 38.06
17.20 394,717 677.20 38.49 is 0.13 is 1.58 is --- 36.78s 0.00 --- --- --- --- 38.49
17.30 398,631 677.30 38.89 is 0.12 is 1.46 is --- 37.30s 0.00 --- --- --- --- 38,88
17.40 402,545 677.40 39.26 is 0.11 is 1.35 is --- 37.79s 0.00 --- --- --- --- 39.25
17.50 406,459 677.50 39.61 is 0.11 is 1.26 is --- 38.24s 0.00 --- --- --- --- 39.60
17.60 410,373 677.60 39.95 is 0.10 is 1.17 is --- 38.67s 0.00 --- --- --- --- 39.95
17.70 414,287 677.70 40.28 is 0.09 is 1.10 is --- 39.07s 0.00 --- - - - - - - 40.27
17.80 418,201 677.80 40.60 is 0.09 is 1.04 is --- 39.47s 0.00 --- --- --- --- 40.60
17.90 422,115 677.90 40.91 1s 0.08 is 0.98 is --- 39.84s 0.00 --- --- --- --- 40.90
18.00 426,029 678.00 41.21 is 0.08 is 0.93 1s --- 40.20s 0.00 --- --- --- --- 41.20
18.10 430,145 678.10 41.51 is 0.07 is 0.88 is --- 40.54s 1.90 --- --- --- --- 43.39
18.20 434,262 678.20 41.80 is 0.07 is 0.84 is --- 40.87s 5.36 --- --- --- --- 47.14
18.30 438,378 678.30 42.09 is 0.07 is 0.80 is --- 41.21 s 9.86 --- --- --- --- 51.93
18.40 442,494 678.40 42.37 is 0.06 is 0.76 is --- 41.55s 15.17 --- --- --- --- 57.54
18.50 446,610 678.50 42.65 is 0.06 is 0.73 is --- 41.83s 21.21 --- --- --- --- 63.82
18.60 450,727 678.60 42.93 is 0.06 is 0.70 is --- 42.17s 27.88 --- --- --- --- 70.80
18.70 454,843 678.70 43.21 1s 0.06 is 0.67 is --- 42.46s 35.13 --- --- --- --- 78.31
18.80 458,959 678.80 43.48 is 0.05 is 0.64 is --- 42.76s 42.92 --- --- --- --- 86.38
18.90 463,075 678.90 43.75 is 0.05 is 0.62 is --- 43.04s 51.21 --- --- --- --- 94.93
19.00 467,192 679.00 44.01 is 0.05 is 0.60 is --- 43.32s 60.00 --- --- --- --- 103.96
19.10 471,518 679.10 44.28 is 0.05 is 0.58 is --- 43.63s 69.22 --- --- --- --- 113.48
19.20 475,843 679.20 44.54 is 0.05 is 0.56 is --- 43.88s 78.87 --- --- --- --- 123.35
19.30 480,169 679.30 44.80 is 0.05 is 0.54 is --- 44.19s 88.93 --- --- --- --- 133.70
19.40 484,495 679.40 45.06 1s 0.04 is 0.52 is --- 44.49s 99.38 --- --- --- --- 144.43
19.50 488,821 679.50 45.32 1s 0.04 is 0.51 is --- 44.72s 110.21 --- --- --- --- 155.49
19.60 493,147 679.60 45.57 is 0.04 is 0.49 is --- 44.96s 121.41 --- --- --- --- 166.91
19.70 497,473 679.70 45.83 is 0.04 is 0.48 is --- 45.26s 132.97 --- --- --- --- 178.75
19.80 501,799 679.80 46.08 is 0.04 is 0.46 is --- 45.54s 144.87 --- --- --- --- 190.91
19.90 506,125 679.90 46.33 1s 0.04 is 0.45 is --- 45.75s 157.11 --- --- --- --- 203.35
20.00 510,450 680.00 46.58 is 0.04 is 0.44 is --- 46.03s 169.71 --- --- --- --- 216.21
..End
Pond Report
Hydraflow Hydrographs by Intelisolve v9.23 Thursday, Jul 16, 2009
Pond No. 5 - Forebay
Pond Data
Contours - User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 659.50 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cuft) Total storage (cuft)
0.00 659.50 2,210 0 0
1.00 660.50 2,661 2,432 2,432
2.00 661.50 3,175 2,914 5,346
3.00 662.50 3,450 3,311 8,658
4.00 663.50 3,472 3,461 12,118
5.00 664.50 3,495 3,483 15,601
6.00 665.50 3,517 3,506 19,107
7.00 666.50 3,540 3,528 22,635
8.00 667.50 3,562 3,551 26,186
9.00 668.50 3,585 3,574 29,759
10.00 669.50 4,568 4,066 33,825
Culvert / Or ifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 0.00 0.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00
Span (in) = 0.00 0.00 0.00 0.00 Crest El. (ft) = 0.00 0.00 0.00 0.00
No. Barrels = 0 0 0 0 Weir Coeff. = 0.00 0.00 0.00 0.00
Invert El. (ft) = 0.00 0.00 0.00 0.00 Weir Type = --- --- --- ---
Length (ft) = 0.00 0.00 0.00 0.00 Multi-Stage = No No No No
Slope (%) = 0.00 0.00 0.00 n/a
N-Value = .000 .000 .000 n/a
Orifice Coeff. = 0.00 0.00 0.00 0.00 Exfil.(in/hr) = 0.000 (by Wet area)
Multi-Stage = n/a No No No TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (tc) and submergence (s).
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cis cis cis cis cis cis cis cis cis cis cis
0.00 0 659.50 --- --- --- --- --- --- --- --- --- --- 0.000
1.00 2,432 660.50 --- --- --- --- --- --- --- --- --- --- 0.000
2.00 5,346 661.50 --- --- --- --- --- --- --- --- --- --- 0.000
3.00 8,658 662.50 --- --- --- --- --- --- --- --- --- --- 0.000
4.00 12,118 663.50 --- --- --- --- --- --- --- --- --- --- 0.000
5.00 15,601 664.50 --- --- --- --- --- --- --- --- --- --- 0.000
6.00 19,107 665.50 --- --- --- --- --- --- --- --- --- --- 0.000
7.00 22,635 666.50 --- --- --- --- --- --- --- --- --- --- 0.000
8.00 26,186 667.50 --- --- --- --- --- --- --- --- --- --- 0.000
9.00 29,759 668.50 --- --- --- --- --- --- --- --- --- --- 0.000
10.00 33,825 669.50 --- --- --- --- --- --- --- --- --- --- 0.000
Pond Report
Hydraflow Hydrographs by Intelisolve v9.23 Thursday, Jul 16, 2009
Pond No. 6 - Main Pond
Pond Data
Contours - User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 659.50 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 659.50 9,096 0 0
1.00 660.50 10,506 9,801 9,801
2.00 661.50 12,014 11,260 21,061
3.00 662.50 12,783 12,398 33,460
4.00 663.50 12,844 12,814 46,273
5.00 664.50 12,906 12,875 59,148
6.00 665.50 12,968 12,937 72,086
7.00 666.50 13,030 12,999 85,085
8.00 667.50 13,092 13,061 98,146
9.00 668.50 13,154 13,123 111,269
10.00 669.50 15,716 14,435 125,704
Culvert / Orifice Structures Weir Structures
[A] [g] [C] [PrfRsr] [A] [g] [C] [D]
Rise (in) = 0.00 0.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00
Span (in) = 0.00 0.00 0.00 0.00 Crest El. (ft) = 0.00 0.00 0.00 0.00
No. Barrels = 0 0 0 0 Weir Coeff. = 0.00 0.00 0.00 0.00
Invert El. (ft) = 0.00 0.00 0.00 0.00 Weir Type = --- --- --- ---
Length (ft) = 0.00 0.00 0.00 0.00 Multi-Stage = No No No No
Slope (%) = 0.00 0.00 0.00 n/a
N-Value = .000 .000 .000 n/a
Orifice Coeff. = 0.00 0.00 0.00 0.00 Exfii.(in/hr) = 0.000 (by Wet area)
Multi-Stage = n/a No No No TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Civ B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cis cfs cfs cis cfs
0.00 0 659.50 --- --- --- --- --- -- °- --- --- --- 0.000
1.00 9,801 660.50 --- --- --- --- --- --- --- --- --- --- 0.000
2.00 21,061 661.50 --- --- --- --- --- --- --- --- --- --- 0.000
3.00 33,460 662.50 --- --- --- --- --- --- --- --- --- --- 0.000
4.00 46,273 663.50 --- --- --- --- --- --- --- --- --- --- 0.000
5.00 59,148 664.50 --- --- --- --- --- --- --- --- --- --- 0.000
6.00 72,086 665.50 --- --- --- --- --- --- --- --- --- --- 0.000
7.00 85,085 666.50 --- --- --- --- --- --- --- --- --- --- 0.000
8.00 98,146 667.50 --- --- --- --- --- --- --- --- --- --- 0.000
9.00 111,269 668.50 --- --- --- --- --- --- --- --- --- --- 0.000
10.00 125,704 669.50 --- --- --- --- --- --- --- --- --- --- 0.000
Appendices
J,t,'ft-e}?A 5fO46S Al VUIAPJWVX- OMMMS
,31oluo W/yfm $rAP V6"-T PE?tt?t?}
3D„ -1--7
7v
?, r} t f
y
N
r
D
0
0. (0 0
uiscriarge (tt-/sec)
Curves may not be extrapolated.
Figure 8.06a Design of outlet protection protection from to round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
j C V i•,Lti?S arO 'Q. by i1,
?jT7Q = (.O
Rev. 12/93
t 1.3
8.06.3
Appendix
Permit No.
(to be provided by DWQ)
??? o=err W ATFRpG
a
NCDENR '
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all of the required information.
1. PRWECT'INFORMATION
Project name Kellswater Commons
Contact person Adam M. Nowocin, PE
Phone number [phone]
Date Jul-09
Drainage area number Drainage Zone # 2
111. DESIGN INFORMATION
Site Characteristics
Drainage area 2,408,868 ftz
Impervious area, post-development 1,806,433 fe
% impervious 74.99 %
Design rainfall depth 1.0 in
Storage Volume: Non-SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1.5" runoff volume
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the pre/post control of the lyr 24hr storm peak flow required?
1-yr, 24-hr rainfall depth
Rational C, pre-development
Rational C, post-development
Rainfall intensity: 1-yr, 24-hr storm
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the perm. pool elevation)
Top of 1 Oft vegetated shelf elevation
Bottom of 10ft vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state-required temp. pool?
Elevation of the top of the additional volume
145,519 ft3 OK
147,480 ft3
OK, volume provided is equal to or in excess of volume required.
ft3
ft3
ft3
0 ft3
ft3
(Y or N)
2.9 in
0.30 (unitless)
0.75 (unitless)
1.36 in/hr OK
22.76 ft3/sec
10.94 ft3/sec
-11.82 ft3/sec
685.60 fmsl
683.50 fmsl
680.90 fmsl
684.00 fmsl
683.00 fmsl Data not needed for calculation option #1, but OK if provided.
673.00 fmsl
672.00 fmsl Data not needed for calculation option #1, but OK if provided.
1.00 it
N (Y or N)
fmsl
Form SW401-Wet Detention Basin-Rev.6-2/20/09 Parts I. & H. Design Summary, Page 1 of 2
Permit No.
(to be provided by DWQ)
111. DESIGN INFORMATION
Surface Areas
Area, temporary pool 75,475 fe
Area REQUIRED, permanent pool 60,222 fe
SAIDA ratio 2.50 (unitless)
Area PROVIDED, permanent pool, Ap--,-l
Area, bottom of 1 Oft vegetated shelf, Abet shelf
Area, sediment cleanout, top elevation (bottom of pond), Atot-pa„ d
Volumes
Volume, temporary pool
Volume, permanent pool, V,,,,,_,,g
Volume, forebay (sum of forebays if more than one forebay)
Forebay % of permanent pool volume
SAIDA Table Data
Design TSS removal
Coastal SAIDA Table Used?
Mountain/Piedmont SAIDA Table Used?
SAIDA ratio
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b)
Volume, permanent pool, V,._pw
Area provided, permanent pool, Ap._pw
Average depth calculated
Average depth used in SAIDA, day, (Round to nearest 0.5ft)
Calculation option 2 used? (See Figure 10-2b)
Area provided, permanent pool, Ap._,w
Area, bottom of 1Oft vegetated shelf, Amt shelf
Area, sediment cleanout, top elevation (bottom of pond), Abets d
"Depth" (distance b/w bottom of 1Oft shelf and top of sediment)
Average depth calculated
Average depth used in SAIDA, d,., (Round to nearest 0.5ft)
Drawdown Calculations
Drawdown through orifice?
Diameter of orifice (if circular)
Area of orifice (if-non-circular)
Coefficient of discharge (CD)
Driving head (Ho)
Drawdown through weir?
Weir type
Coefficient of discharge (C.)
Length of weir (L)
Driving head (H)
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Storage volume discharge rate (through discharge orifice or weir)
Storage volume drawdown time
Additional Information
Vegetated side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpath to width ratio
Length to width ratio
Trash rack for overflow & orifice?
Freeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
Capures all runoff at ultimate build-out?
Drain mechanism for maintenance or emergencies
60,419 ff OK
53,843 ff
23,335 fe
147,480 ft3 OK
405,947 ft3
79,367 ft3
19.6% % OK
90 %
N (Y or N)
Y (Y or N)
2.50 (unitless)
Y (Y or N)
405,947 fe OK
60,419 ff OK
6.72 ft OK
6.5 ft OK
N (Y or N)
ftl
fll
fe
Y (Y or N)
5.00 in
in2
0.60 (unitless)
2.10 ft
N (Y or N)
(unitless)
(unitless)
It
ft
22.76 ft3/sec OK
10.94 ft3/sec OK
0.57 ft3/sec
3.00 days OK, draws down in 2-5 days.
Drawdown time varying from expected value by more than a half day.
3 :1 OK
10 :1 OK
10.0 ft OK
4 :1 OK
4.0 :1 OK
Y (Y or N) OK
1.5 It OK
N (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
8" PVC OUTLET PIPE WITH 8" GATE VALVE
Form SW401-Wet Detention Basin-Rev.6-2/20109 Parts I. & II. Design Summary, Page 2 of 2
//? KA N N A P O L I S PHASE II STORMWATER Permit Number
?aQR e u B L l c w o FZ K S MANAGEMENT PERMIT APPLICATION FORM Project Number
(No.'s to be provided by C.O.K.)
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
Do not use this form for Low Impact Development projects with Wet Ponds designed using Discrete SCS Method for volume calculations.
The Required Items Checklist (Part III) must be printed, filled out and submitted along with all of the required information.
.. - .. ? ?` ?C?€ 53 :: -?.
i' PROJECT INFORMATION ;..?? y( 4Y _ti'k?m t ..r C w S P
Slk?r.
Project name KELLSWATER COMMONS
Drainage structure ID SWM - BMP Pond # 2
Design Engineer N-Focus Design, Inc.
Date Jul-09
IIDESIGN INFORMATION.... :..¢??
Site Characteristics
Receiving stream / tributary name UT to Rocky River
Is structure located in watershed overlay district? NO Name:
Drainage area 55.30 acre
Impervious area 41.47 acre
% impervious 74.99 %
Design rainfall depth 1.00 in
Storage Volume: Non•SR Waters
Runoff coefficient, Ry 0.72 (unitless)
Minimum volume required 145,519.44 ft3
Temporary Volume provided 147,480.00 ft3 OK
Peak Flow Calculations
If this BMP is used for stormwater detention, complete
table below
Rainfall depth (in)
Runoff coefficient, pre-development (unitless)
Runoff coefficient, post-development (unitless)
Rainfall intensity (in/hr)
Pre-development peak flow (ft3/sec)
Post-development peak flow (ft3/sec)
Routed post-development peak flow (ft3/sec)
Maximum pool elevation (ft)
1-yr,
24-hr storm 10-yr,
24-hr storm 50-yr,
24-hr storm 100-yr,
24-hr storm
2.88 5.07 6.77 7.55
69 69 69 69
92 92 92 92
1.36 2.31 2.92 3.17
17.82 72.10 - Q
161.94 321.87 444.47 500.32
10.94 35.22 41.10 61.93
688.19 690.33 691.92 692.47
Wet Pond w/o LID Supplement 10-13-08 Page 1 of 5 I. & II. Design Summary
Basin Elevations and Data
Sediment clean-out bottom elevation
Bottom of pond elevation (sediment cleanout top elev)
Sediment storage depth
Bottom of shelf elevation
Seasonable High Water Table (SHWT) elevation
Permanent pool elevation
Water quality orifice / weir size
Top of shelf elevation
Temporary water quality storage elevation
Stormwater detention outlet size
Stormwater detention outlet elevation (ft)
Stormwater detention outlet size
Stormwater detention outlet elevation (ft)
Emergency spillway elevation (if provided)
Freeboard provided
Top of embankment elevation
Height of embankment
Top width of embankment
Volume and Surface Area Calculations
Permanent pool design depth (design tables)
SA/DA ratio (design tables)
Permanent pool, surface area required
Permanent pool, surface area provided
Permanent pool volume
Surface area at the bottom of pond
Surface area at the bottom of shelf
Volume at the bottom of shelf
Distance between bottom of shelf to bottom of pond
Surface area at the top of shelf
Volume at the top of shelf
Average depth provided (Option 1 calculation)
Average depth provided (Option 2 calculation)
SA/DA ratio (provided)
Forebay volume
Forebay % of permanent pool volume
Temporary pool, surface area provided
Drawdown Calculations
Treatment volume drawdown time
Treatment volume average discharge rate
672.00 ft
673.00 ft
1.00 ft
683.00 ft
680.90 ft
683.50 ft
5.00 in
684.00 ft
685.60 ft
OK
Source: Geoscience Group
Detention Detention Square Emergency
Orifice # 1 Orifice # 2 Riser Spillway
12.00 in 12.00 in 16.00 ft 20.00 ft
685.60 685.60 689.50 692.00
692.00
1.53 ft
694.00 ft
10.00 ft
10.00 ft

6.70 ft
2.50
60,221.70 ft2
60,419.00 ft2
405,947.00 ft3
23,335.00 ft2
53,843.00 ft2
377,381.00 ft3
10.00 ft
66,712.00 ft2
437,729.00 ft3
6.72 ft
7.64 ft
2.51
79,367.00 ft3
19.55 %
75,475.35 ft2

3.00 days
0.5690 ft3/s
OK
OK
OK
OK
OK
OK
OK
Wet Pond w/o LID Supplement 10-13-08 Page 2 of 5 I. & II. Design Summary
II DESIGN INFORMATION ENS
Additional Information
Design TSS removal 90.00 %
Basin side slopes 3.00 :1 OK
Vegetated shelf slope 10.00 :1 OK
Vegetated shelf width 10.00 ft OK
Length of flowpath to width ratio 4.00 :1 OK
Length to width ratio 4.00 :1 OK
Trash rack for overflow & orifice? Y (Y or N) OK
Vegetated filter provided? N (Y or N) Design must be based on 90% T'S
If "Y", is 10-year storm flow non-erosive? N/A (Y or N)
Recorded drainage easement provided? Y (Y or N) OK
Captures all runoff at ultimate build-out? Y (Y or N) OK
Drain mechanism for maintenance or emergencies PUMP
Wet Pond w/o LID Supplement 10-13-08 Page 3 of 5 I. & II. Design Summary
Appendix J

Table 10-1
Surface Area to Drainage Area Ratio for Permanent Pool Sizing to Achieve 85 Percent TSS
Pollutant Removal Efficiency in the Mountain and Piednimit RPpinns. A&mtPrl frnrn nricrnll_ 1996
NCDENR Stormwater BMP Manual Chapter Revised 09-28-07
Percent
Impervious
Cover

3.0

4.0 Permanent Pool Average Depth (ft)

5.0 6.0 7.0

8.0

9.0
10% 0.59 0.49 0.43 0.35 0.31 0.29 0.26
20% 0.97 0.79 0.70 0.59 0.51 0.46 0.44
30% 1.34 1.08 0.97 0.83 0.70 0.64 0.62
40% 1.73 1.43 1.25 1.05 0.90 0.82 0.77
50% 2.06 1.73 1.50 1.30 1.09 1.00 0.92
60% 2.40 2.03 1.71 1.51 1.29 1.18 1.10
70% 2.88 2.40 2.07 1.79 1.54 1.35 1.26
80% 3.36 2.78 2.38 2.10 1.86 1.60 1.42
90% 3.74 3.10 2.66 2.34 2.11 1.83 1.67
Table 10-2
Surface Area to Drainage Area Ratio for Permanent Pool Sizing to Achieve 85 Percent TSS
Pnllntant RPmnval F.ffirianrv in the C'nastal RPO-inn Arlnnfi-ri frr%, nriar•nll 10RA
Percent
Impervious
Cover

3.0

3.5

4.0 Permanent Pool Average Depth (ft)

4.5 5.0 5.5 6.0

6.5

7.0

7.5'
10% 0.9 0.8 0.7 0.6 0.5 0 0 0 0 0
20% 1.7 1.3 1.2 1.1 1.0 0.9 0.8 0.7 0.6 0.5
30% 2.5 2.2 1.9 1.8 1.6 1.5 1.3 1.2 1.0 0.9
40% 3.4 3.0 2.6 2.4 2.1 1.9 1.6 1.4 1.1 1.0
50% 4.2 3.7 13 3.0 2.7 2.4 2.1 1.8 1.5 1.3
60% 5.0 4.5 3.8 3.5 3.2 2.9 2.6 2.3 2.0 1.6
70% 6.0 5.2 4.5 4.1 3.7 3.3a 2.9 2.5 2.1 1.8
80% 6.8 6.0 5.2 4.7 4.2 3.7 3.2 2.7 2.2 2.0
90% 7.5 6.5 5.8 5.3 4.8 4.3 3.8 3.3 2.8 -1-.3-
100% 8.2 7.4 6.8 6.2 5.6 5.0 4.4 3.8 3.2 2.6
"A
0
Table 10-3
Surface Area to Drainage Area Ratio for Permanent Pool Sizing to Achieve 90 Percent TSS
Pollutant Removal Efficiency in the Mountain and Piedmont Regions, Adapted from Driscoll, 1986

a,3
Percent
Impervious
Cover

3.0

3.5

4.0 Permanent Pool Average Depth (ft)
41&
4.5 5.0 5.5 6.0 6.5 7.0

7.5

8.0

8.5

9.0
10% 0.9 0.8 0.8 0.7 0.6 0.6 0.5 0.5 0.5 0.5 0.4 0.4 0.4
20% 1.5 1.3 1.1 1.0 1.0 0.9 0.9 0.9 0.8 0.8 0.8 0.7 0.7
30% 1.9 1.8 1.7 1.5 1.4 1.4 1.3 1.1 1.0 1.0 1.0 0.9 0.9
40% 2.5 2.3 2.0 1.9 1.8 1.7 1.6 1.6 1.5 1.4 1.3 1.2 1.1
50% 3.0 2.8 2.5 2.3 2.0 1.9 1.9 1.8 1.7 1.6 1.6 1.5 1.5
60% 3.5 3.2 2.8 2.7 2.5 2.4 2.2 2.1 1.9 1.9 1.8 1.8 1.7
70% 4.0 3.7 3.3 3.1 2.8 2.7 2.5 2.4 2.2 2.1 2.0 2.0 1.9
80%
7 4.5 4.1 3.8 3.5 3.3 3.0 2.8 2.7 2.6 2.4 2.3 2.1 2.0
90% 5.0 4.5 4.0 3.8 3.5 3.3 3.0 2.9 2.8 2.7 2.6 2.5 2.4

? t
Wet Detention Basin
10-9
July 2007
Appendix K
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23 Friday, Jul 3, 2009
Hyd. No. 1
Pre-Development
Hydrograph type = SCS Runoff Peak discharge = 17.82 cfs
Storm frequency = 1 yrs Time to peak = 744 min
Time interval = 1 min Hyd. volume = 122,277 cult
Drainage area = 55.300 ac Curve number = 69*
Basin Slope = 3.5% Hydraulic length = 2355 ft
Tc method = LAG Time of conc. (Tc) = 46.16 min
Total precip. = 2.88 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Composite (Area/CN) = [(19.670 x 61) + (35.630 x 74)] / 55.300
Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
0 00
Pre-Development
Hyd. No. 1 -- 1 Year
Q (cfs)
18.00
15.00
12.00
9.00
6.00
3.00
0 00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23 Friday, Jul 3, 2009
Hyd. No. 1
Pre-Development
Hydrograph type = SCS Runoff Peak discharge = 72.10 cfs
Storm frequency = 10 yrs Time to peak = 742 min
Time interval = 1 min Hyd. volume = 404,960 cuft
Drainage area = 55.300 ac Curve number = 69*
Basin Slope = 3.5% Hydraulic length = 2355 ft
Tc method = LAG Time of conc. (Tc) = 46.16 min
Total precip. = 5.07 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
" Composite (Area/CN) = [(19.670 x 61) + (35.630 x 74)] / 55.300
Pre-Development
Q (cfs) Hyd. No. 1 -- 10 Year Q (cfs)
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
80.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23 Friday, Jul 3, 2009
Hyd. No. 1
Pre-Development
Hydrograph type = SCS Runoff Peak discharge = 122.88 cfs
Storm frequency = 50 yrs Time to peak = 742 min
Time interval = 1 min Hyd. volume = 670,689 cuft
Drainage area = 55.300 ac Curve number = 69*
Basin Slope = 3.5% Hydraulic length = 2355 ft
Tc method = LAG Time of conc. (Tc) = 46.16 min
Total precip. = 6.77 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(19.670 x 61) + (35.630 x 74)1/ 55.300
Q (cfs)
140.00
120.00
Pre-Development
Hyd. No. 1 -- 50 Year
Q (cfs)
140.00
100.00
80.00
60.00
40.00
20.00
0.00 -'
0 2 4
Hyd No. 1
6 8
120.00
100.00
80.00
60.00
40.00
20.00
.0- 1 1 1 1 I 1 I 0.00
10 12 14 16 18 20 22 24 26
Time (hrs)
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23 Friday, Jul 3, 2009
Hyd. No. 1
Pre-Development
Hydrograph type = SCS Runoff Peak discharge = 147.43 cfs
Storm frequency = 100 yrs Time to peak = 742 min
Time interval = 1 min Hyd. volume = 800,478 cuft
Drainage area = 55.300 ac Curve number = 69*
Basin Slope = 3.5% Hydraulic length = 2355 ft
Tc method = LAG Time of conc. (Tc) = 46.16 min
Total precip. = 7.55 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(19.670 x 61) + (35.630 x 74)] / 55.300
Pre-Development
Q (cfs) Hyd. No. 1 --100 Year Q (cfs)
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0 00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0 00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)
Appendix L
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23 Friday, Jul 3, 2009
Hyd. No. 2
Post-Development
Hydrograph type = SCS Runoff Peak discharge = 161.94 cfs
Storm frequency = 1 yrs Time to peak = 720 min
Time interval = 1 min Hyd. volume = 400,397 cuft
Drainage area = 55.300 ac Curve number = 91 *
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 11.00 min
Total precip. = 2.88 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(41.470 x 98) + (13.830 x 69)] / 55.300
Post-Development
Q (cfs) Hyd. No. 2 -- 1 Year Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0 00
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0 00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23 Friday, Jul 3, 2009
Hyd. No. 2
Post-Development
Hydrograph type = SCS Runoff Peak discharge = 321.87 cfs
Storm frequency = 10 yrs Time to peak = 720 min
Time interval = 1 min Hyd. volume = 827,525 cuft
Drainage area = 55.300 ac Curve number = 91 *
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 11.00 min
Total precip. = 5.07 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(41.470 x 98) + (13.830 x 69)] / 55.300
Post-Development
Q (cfs) Hyd. No. 2 -- 10 Year Q (cfs)
350.00 350.00
300.00 4 300.00
250.00 250.00
200.00 M 200.00
150.00 150.00
100.00 100.00
50.00 50.00
0.00 0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 2 Time (hrs)
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v923 Friday, Jul 3, 2009
Hyd. No. 2
Post-Development
Hydrograph type = SCS Runoff Peak discharge = 444.47 cfs
Storm frequency = 50 yrs Time to peak = 720 min
Time interval = 1 min Hyd. volume = 1,167,209 cuft
Drainage area = 55.300 ac Curve number = 91 *
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 11.00 min
Total precip. = 6.77 in Distribution - = Type II
Storm duration = 24 hrs Shape factor = 484
Composite (Area/CN) = [(41.470 x 98) + (13.830 x 69)] / 55.300
Q (cfs)
480.00
420.00
Post-Development
Hyd. No. 2 -- 50 Year
Q (cfs)
480.00
360.00
300.00
240.00
180.00
120.00
60.00
0.00 '
0 2 4
Hyd No. 2
6 8
420.00
360.00
300.00
240.00
180.00
120.00
60.00
0.00
10 12 14 16 18 20 22 24
Time (hrs)
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23 Friday, Jul 3, 2009
Hyd. No. 2
Post-Development
Hydrograph type = SCS Runoff Peak discharge = 500.32 cfs
Storm frequency = 100 yrs Time to peak = 720 min
Time interval = 1 min Hyd. volume = 1,324,109 cuft
Drainage area = 55.300 ac Curve number = 91*
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 11.00 min
Total precip. = 7.55 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(41.470 x 98) + (13.830 x 69)] / 55.300
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Appendix M
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23 Friday, Jul 3, 2009
Hyd. No. 4
Routing TPV Full
Hydrograph type = Reservoir Peak discharge = 10.94 cfs
Storm frequency = 1 yrs Time to peak = 772 min
Time interval = 1 min Hyd. volume = 319,794 cuft
Inflow hyd. No. = 2 - Post-Development Max. Elevation = 688.19 ft
Reservoir name = SWM / BMP # 2 Max. Storage = 777,185 cuft
Storage Indication method used. Wet pond routing start elevation = 685.60 ft.
Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
0 2 4
Hyd No. 4
Routing TPV Full
Hyd. No. 4 --1 Year Q (cfs)
180.00
160.00
140.00
120.00
100.00
80.00
60.00
40.00
20.00
0.00
6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 2 ILFH LLD Total storage used = 777,185 cuft
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23 Friday, Jul 3, 2009
Hyd. No. 4
Routing TPV Full
Hydrograph type = Reservoir Peak discharge = 35.22 cfs
Storm frequency = 10 yrs Time to peak = 747 min
Time interval = 1 min Hyd. volume = 746
921 cuft
Inflow hyd. No. = 2 - Post-Development Max. Elevation ,
= 690.33 ft
Reservoir name = SWM / BMP # 2 Max. Storage = 1,000,516 cuft
Storage Indication method used. Wet pond routing start elevation = 685.60 ft.
Routing TPV Full
Q (cfs) Hyd. No. 4 --10 Year Q (cfs)
350.00
300.00
250.00
200.00
150.00
100.00
50.00
0.00
350.00
300.00
250.00
200.00
150.00
100.00
50.00
0 00
0 3 6 9 12 15 18 21 24 27 30
Time (hrs)
Hyd No. 4 Hyd No. 2 11LB-1IlT.I Total storage used = 1,000,516 cuft
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23 Friday, Jul 3, 2009
Hyd. No. 4
Routing TPV Full
Hydrograph type = Reservoir Peak discharge = 41.10 cfs
Storm frequency = 50 yrs Time to peak = 752 min
Time interval = 1 min Hyd. volume = 1,086,605 cuft
Inflow hyd. No. = 2 - Post-Development Max. Elevation = 691.92 ft
Reservoir name = SWM / BMP # 2 Max. Storage = 1,188,756 cuft
Storage Indication method used. Wet pond routing start elevation = 685.60 ft.
Q (cfs)
480.00
480.00
420
00
. 420.00
360
00
. 360.00
300
00
. 300.00
240
00
. 240.00
180
00
. - 180.00
120
00
. 120.00
60
00 ..______..... _ ?_?._..?__.?_ .. __._.__..?_._ . ...., -__.,. _...._ . _..?.... .
. ------ .__. 60.00
0.00
n nn
0 3
Hyd No. 4
Routing TPV Full
Hyd. No. 4 -- 50 Year Q (cfs)
6 9 12
Hyd No. 2
15 18 21 24 27 30
Time (hrs)
[HUM Total storage used = 1,188,756 cuft
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23 Friday, Jul 3, 2009
Hyd. No. 4
Routing TPV Full
Hydrograph type = Reservoir Peak discharge = 61.93 cfs
Storm frequency = 100 yrs Time to peak = 742 min
Time interval = 1 min Hyd. volume = 1,243,506 cuft
Inflow hyd. No. = 2 - Post-Development Max. Elevation = 692.47 ft
Reservoir name = SWM / BMP # 2 Max. Storage = 1,259,096 cuft
Storage Indication method used. Wet pond routing start elevation = 685.60 ft
Q (cfs)
560.00
490.00
420.00
350.00
280.00
210.00
140.00
70.00
0.00
Routing TPV Full
Hyd. No. 4 --100 Year Q (cfs)

0 3 6
Hyd No. 4
9 12
Hyd No. 2
560.00
490.00
420.00
~~ 350.00
_ . ...._.?. _._._____..__ 280.00
cm _"? ??? 210.00
------ ----- - ---------
140.00
70.00
0.00
15 18 21 24 27 30
LLTTTLT_TI] Total storage used = 1,259,096 cuft Time (hrs)
Appendix N
Pond Report
Hydraflow Hydrographs by Intelisolve v9.23 Friday, Jul 3, 2009
Pond No. 1 - SWM / BMP # 2
Pond Data
Contours - User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 673.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cuft)
0.00 673.00 23,335 0 0
2.00 675.00 28,611 51,946 51,946
4.00 677.00 34,300 62,911 114,857
6.00 679.00 40,402 74,702 189,559
8.00 681.00 46,916 87,318 276,877
10.00 683.00 53,843 100,759 377,636
10.50 683.50 60,419 28,566 406,202
11.00 684.00 66,712 31,783 437,984
12.00 685.00 73,003 69,858 507,842
13.00 686.00 79,795 76,399 584,241
14.00 687.00 87,012 83,404 667,644
15.00 688.00 94,498 90,755 758,399
16.00 689.00 102,137 98,318 856,717
17.00 690.00 109,882 106,010 962,726
18.00 691.00 117,733 113,808 1,076,534
19.00 692.00 125,703 121,718 1,198,252
20.00 693.00 133,795 129,749 1,328,001
21.00 694.00 142,204 137,999 1,466,000
Culvert / Orifice Structures
[A] [B] [C] [PrfRsr]
Rise (in) = 24.00 2.50 12.00 0.00
Span (in) = 24.00 2.50 12.00 0.00
No. Barrels = 1 1 2 0
Invert El. (ft) = 683.50 683.50 685.60 0.00
Length (ft) = 80.00 0.00 0.00 0.00
Slope (%) = 1.87 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60
Multi-Stage = n/a Yes Yes No
Weir Structures
[A] [B] [C] [D]
Crest Len (ft) = 16.00 20.00 0.00 0.00
Crest El. (ft) = 689.50 692.00 0.00 0.00
Weir Coeff. = 3.00 3.00 3.33 3.33
Weir Type = Riser Ciplti -- --
Multi-Stage = Yes No No No
Exfil.(in/hr) = 0.000 (by Contour)
TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 673.00 0.00 0.00 0.00 --- 0.00 0.00 -- ---
0.20 5,195 673.20 0.00 0.00 0.00 --- 0.00 0.00 --- ---
0.40 10,389 673.40 0.00 0.00 0.00 --- 0.00 0.00 ---
0.60 15,584 673.60 0.00 0.00 0.00 --- 0.00 0.00 --- ---
0.80 20,778 673.80 0.00 0.00 0.00 --- 0.00 0.00 -- ---
1.00 25,973 674.00 0.00 0.00 0.00 --- 0.00 0.00 --- ---
1.20 31,168 674.20 0.00 0.00 0.00 --- 0.00 0.00 --- -
1.40 36,362 674.40 0.00 0.00 0.00 --- 0.00 0.00 - ---
1.60 41,557 674.60 0.00 0.00 0.00 --- 0.00 0.00 --- ---
1.80 46,751 674.80 0.00 0.00 0.00 --- 0.00 0.00 --- -
2.00 51,946 675.00 0.00 0.00 0.00 --- 0.00 0.00 -- --
2.20 58,237 675.20 0.00 0.00 0.00 --- 0.00 0.00 ---
2.40 64,528 675.40 0.00 0.00 0.00 -- 0.00 0.00 --- ---
2.60 70,819 675.60 0.00 0.00 0.00 -- 0.00 0.00 ---
2.80 77,110 675.80 0.00 0.00 0.00 -- 0.00 0.00 --- --
3.00 83,402 676.00 0.00 0.00 0.00 --- 0.00 0.00 --- ---
3.20 89,693 676.20 0.00 0.00 0.00 -- 0.00 0.00
3.40 95,984 676.40 0.00 0.00 0.00 --- 0.00 0.00 ---
3.60 102,275 676.60 0.00 0.00 0.00 --- 0.00 0.00 --- ---
3.80 108,566 676.80 0.00 0.00 0.00 - 0.00 0.00 ---
4.00 114,857 677.00 0.00 0.00 0.00 --- 0.00 0.00 --- ---
4.20 122,327 677.20 0.00 0.00 0.00 --- 0.00 0.00 --- ---
4.40 129,797 677.40 0.00 0.00 0.00 --- 0.00 0.00
4.60 137,268 677.60 0.00 0.00 0.00 --- 0.00 0.00 --- ---
--- --- 0.000
--- --- 0.000
°- - 0.000
-- -- 0.000
--- --- 0.000
--- --- 0.000
-- --- 0.000
--- --- 0.000
- --- 0.000
- --- 0.000
--- --- 0.000
- --- 0.000
- --- 0.000
- - - - 0.000
- - -- 0.000
- - - - 0.000
--- - - 0.000
- - -- 0.000
--- - - 0.000
--- - - 0.000
- - - - 0.000
- - 0.000
--- --- 0.000
-- - - 0.000
Continues on next page.
SWM/BMP#2
Stage / Storage / Discharge Table
Stage Storage Elevation Civ A Civ B Civ C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
4.80 144,738 677.80 0.00 0.00 0.00 --- 0.00 0.00 -- --- --- -- 0
000
5.00 152,208 678.00 0.00 0.00 0.00 - 0.00 0.00 --- -- - --- .
0
000
5.20 159,678 678.20 0.00 0.00 0.00 --- 0.00 0.00 --- --- - --- .
0
000
5.40 167,148 678.40 0.00 0.00 0.00 --- 0.00 0.00 --- --- -- -- .
0
000
5.60 174,619 678.60 0.00 0.00 0.00 -- 0.00 0.00 -- -- -- -- .
0
000
5.80 182,089 678.80 0.00 0.00 0.00 -- 0.00 0.00 -- -- -- -- .
0
000
6.00 189,559 679.00 0.00 0.00 0.00 -- 0.00 0.00 --- --- -- .
0
000
6.20 198,291 679.20 0.00 0.00 0.00 -- 0.00 0.00 - - --- - .
0
000
6.40 207,023 679.40 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- .
0
000
6.60 215,754 679.60 0.00 0.00 0.00 --- 0.00 0.00 --- - --- -- .
0
000
6.80 224,486 679.80 0.00 0.00 0.00 -- 0.00 0.00 -- -- --- --- .
0
000
7.00 233,218 680.00 0.00 0.00 0.00 --- 0.00 0.00 --- -- - --- .
0
000
7.20 241,950 680.20 0.00 0.00 0.00 -- 0.00 0.00 --- --- -- .
0
000
7.40 250,682 680.40 0.00 0.00 0.00 --- 0.00 0.00 .
0
000
7.60 259,413 680.60 0.00 0.00 0.00 --- 0.00 0.00 --- -- -- --- .
0
000
7.80 268,145 680.80 0.00 0.00 0.00 - - 0.00 0.00 --- .
0
000
8.00 276,877 681.00 0.00 0.00 0.00 - - 0.00 0.00 -__ ___ .
0
000
8.20 286,953 681.20 0.00 0.00 0.00 -- 0.00 0.00 --- -- - --- .
0
000
8.40 297,029 681.40 0.00 0.00 0.00 --- 0.00 0.00 --- --- -- --- .
0
000
8.60 307,105 681.60 0.00 0.00 0.00 --- 0.00 0.00 --- --- -- --- .
0
000
8.80 317,181 681.80 0.00 0.00 0.00 -- 0.00 0.00 --- --- -- -- .
0
000
9.00 327,257 682.00 0.00 0.00 0.00 -- 0.00 0.00 -- --- - .
0
000
9.20 337,332 682.20 0.00 0.00 0.00 -- 0.00 0.00 --- - - -- - .
0
000
9.40 347,408 682.40 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- -- .
0
000
9.60 357,484 682.60 0.00 0.00 0.00 -- 0.00 0.00 --- --- --- -- .
0
000
9.80 367,560 682.80 0.00 0.00 0.00 --- 0.00 0.00 -- --- --- --- .
0
000
10.00 377,636 683.00 0.00 0.00 0.00 --- 0.00 0.00 --- -- - --- .
0
000
10.05 380,493 683.05 0.00 0.00 0.00 --- 0.00 0.00 --- --- -- --- .
0
000
10.10 383,349 683.10 0.00 0.00 0.00 --- 0.00 0.00 -- --- --- -- .
0
000
10.15 386,206 683.15 0.00 0.00 0.00 --- 0.00 0.00 --- - -- --- .
0
000
10.20 389,062 683.20 0.00 0.00 0.00 -- 0.00 0.00 --- --- --- - .
0
000
10.25 391,919 683.25 0.00 0.00 0.00 --- 0.00 0.00 -- - --- --- .
0
000
10.30 394,775 683.30 0.00 0.00 0.00 --- 0.00 0.00 --_ .
0
000
10.35 397,632 683.35 0.00 0.00 0.00 --- 0.00 0.00 -- - -- -- .
0
000
10.40 400,489 683.40 0.00 0.00 0.00 --- 0.00 0.00 --- --- -- - .
0
000
10.45 403,345 683.45 0.00 0.00 0.00 - - 0.00 0.00 -- -- - -- .
0
000
10.50 406,202 683.50 0.00 0.00 0.00 -- 0.00 0.00 --- --- -- --- .
0
000
10.55 409,380 683.55 0.001C 0.00 is 0.00 - 0.00 0.00 -- --- -- --- .
0
005
10.60 412,558 683.60 0.02 iC 0.02 is 0.00 --- 0.00 0.00 --- -- -- .
0
018
10.65 415,736 683.65 0.04 is 0.04 is 0.00 --- 0.00 0.00 --- - -- --- .
0
035
10.70 418,915 683.70 0.06 is 0.05 is 0.00 --- 0.00 0.00 --- - - - .
0
051
10.75 422,093 683.75 0.06 is 0.06 is 0.00 --- 0.00 0.00 -- -- -- .
0
063
10.80 425,271 683.80 0.07 is 0.07 is 0.00 --- 0.00 0.00 -- - - --- .
0
073
10.85 428,450 683.85 0.08 is 0.08 iC 0.00 --- 0.00 0.00 --- --- --- --- .
0
081
10.90 431,628 683.90 0.09 is 0.09 is 0.00 --- 0.00 0.00 --- --- - --- .
0
087
10.95 434,806 683.95 0.09 is 0.09 is 0.00 - - 0.00 0.00 --- --- -- --- .
0
094
11.00 437,984 684.00 0.11 1C 0.10 is 0.00 -- 0.00 0.00 --- --- --- --- .
0
101
11.10 444,970 684.10 0.12 is 0.11 is 0.00 -- 0.00 0.00 --- --- -- --- .
0
112
11.20 451,956 684.20 0.13 is 0.12 is 0.00 -- 0.00 0.00 - --- - --- .
0
123
11.30 458,942 684.30 0.13 is 0.13 is 0.00 - 0.00 0.00 --- --- --- --- .
0
133
11.40 465,927 684.40 0.15 is 0.14 is 0.00 --- 0.00 0.00 --- --- --- -- .
0
142
11.50 472,913 684.50 0.15 1C 0.15 is 0.00 --- 0.00 0.00 -- --- - --- .
0
151
11.60 479,899 684.60 0.16 is 0.16 is 0.00 -- 0.00 0.00 --- --- --- --- .
0
159
11.70 486,885 684.70 0.17 is 0.17 is 0.00 --- 0.00 0.00 --- --- --- -- .
0
167
11.80 493,870 684.80 0.18 is 0.17 iC 0.00 --- 0.00 0.00 --- --- --- --- .
0
175
11.90 500,856 684.90 0.18 is 0.18 is 0.00 --- 0.00 0.00 --- --- --- --- .
0
182
12.00 507,842 685.00 0.20 is 0.19 is 0.00 --- 0.00 0.00 --- --- -- --- ,
0
189
12.10 515,482 685.10 0.20 is 0.20 is 0.00 --- 0.00 0.00 --- --- --- .
0
196
12.20 523,122 685.20 0.20 is 0.20 is 0.00 --- 0.00 0.00 --- --- - --- .
0
203
12.30 530,761 685.30 0.22 is 0.21 iC 0.00 --- 0.00 0.00 --- --- --- --- .
0
209
12.40 538,401 685.40 0.22 is 0.22 is 0.00 --- 0.00 0.00 --- --- --- --- .
0
215
12.50 546,041 685.50 0.22 is 0.22 is 0.00 --- 0.00 0.00 -- --- --- -- .
0
221
12.60 553,681 685.60 0.23 is 0.23 is 0.00 --- 0.00 0.00 - --- --- --- .
0
227
12.70 561,321 685.70 0.32 iC 0.23 is 0.09 is --- 0.00 0.00 --- --- --- --- ,
0
319
12.80 568,961 685.80 0.60 is 0.23 is 0.36 is --- 0.00 0.00 --- --- --- --- .
0
587
12.90 576,601 685.90 1.01 is 0.23 is 0.74 is --- 0.00 0.00 --- .
0
976
13.00 584,241 686.00 1.56 is 0.23 is 1.29 is --- 0.00 0.00 --- --- --- - .
1
522
13.10 592,581 686.10 2.18 is 0.23 is 1.89 iC --- 0.00 0.00 - - -- -- ,
2
123
13.20 600,922 686.20 2.83 is 0.23 is 2.60 is --- 0.00 0.00 --- --- --- -- .
2
834
13.30 609,262 686.30 3.64 is 0.23 is 3.38 is --- 0.00 0.00 --- --- --- --- .
3
608
13.40 617,602 686.40 4.34 is 0.23 is 4.10 is --- 0.00 0.00 --- --- --- -- .
4.336
Continues on next page...
SWM/BMP#2
Stage / Storage / Discharge Table
Stage Storage Elevation Civ A Civ B Civ C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cis
13.50 625,943 686.50 5.16 is 0.23 is 4.83 is -- 0.00 0.00 -- ?_ _- -_ 5.061
13.60 634,283 686.60 5.02 is 0.24 is 0.00 --- 0.00 0.00 0.240
13.70 642,623 686.70 6.10 is 0.24 is 5.86 is -- 0.00 0.00 - --- -- -- 6.096
13.80 650,964 686.80 6.57 is 0.24 is 6.33 is --- 0.00 0.00 ___ 6.569
13.90 659,304 686.90 7.01 is 0.25 is 6.76 is - 0.00 0.00 -- -- -- --- 7.009
14.00 667,644 687.00 7.48 is 0.25 is 7.17 is -- 0.00 0.00 -- --- -- -- 7.423
14.10 676,720 687.10 7.81 is 0.25 is 7.56 is --- 0.00 0.00 -- --- -- -- 7.815
14.20 685,795 687.20 8.28 is 0.26 is 7.93 is --- 0.00 0.00 --- --- - -- 8.187
14.30 694,871 687.30 8.60 is 0.26 is 8.28 is -- 0.00 0.00 --- -- - --- 8.543
14.40 703,946 687.40 8.91 is 0.26 is 8.62 is --- 0.00 0.00 -- - --- --- 8.885
14.50 713,022 687.50 9.23 is 0.27 is 8.95 is --- 0.00 0.00 --- -- - --- 9.214
14.60 722,097 687.60 9.54 is 0.27 is 9.26 is - 0.00 0.00 --- 9.532
14.70 731,173 687.70 9.84 is 0.27 is 9.57 is --- 0.00 0.00 - -- --- -- 9.839
14.80 740,248 687.80 10.15 is 0.28 is 9.86 is --- 0.00 0.00 10.14
14.90 749,324 687.90 10.44 is 0.28 is 10.15 is --- 0.00 0.00 10.43
15.00 758,399 688.00 10.73 is 0.28 is 10.42 is -- 0.00 0.00 --- --- --- --- 10.71
15.10 768,231 688.10 11.02 is 0.29 is 10.69 is -- 0.00 0.00 10.98
15.20 778,063 688.20 11.29 is 0.29 is 10.96 is -- 0.00 0.00 --- --- --- --- 11.25
15.30 787,895 688.30 11.56 is 0.29 is 11.22 is --- 0.00 0.00 --- --- --- --- 11.51
15.40 797,726 688.40 11.82 is 0.30 is 11.47 is - 0.00 0.00 --- -- --- -- 11.77
15.50 807,558 688.50 12.07 is 0.30 is 11.72 is -- 0.00 0.00 --- --- --- -- 12.02
15.60 817,390 688.60 12.32 is 0.30 is 11.96 is --- 0.00 0.00 -- --- --- -- 12.26
15.70 827,222 688.70 12.55 is 0.31 is 12.19 is --- 0.00 0.00 --- --- -- -- 12.50
15.80 837,053 688.80 12.77 is 0.31 is 12.43 is --- 0.00 0.00 --- --- -- -- 12.74
15.90 846,885 688.90 12.99 is 0.31 is 12.65 is --- 0.00 0.00 --- -- --- --- 12.97
16.00 856,717 689.00 13.20 is 0.32 is 12.88 is --- 0.00 0.00 --- -- - --- -13.20
16.10 867,318 689.10 13.42 is 0.32 is 13.10 is - 0.00 0.00 --- -- -- -- 13.42
16.20 877,919 689.20 13.65 is 0.32 is 13.32 is --- 0.00 0.00 -- -- - -- 13.64
16.30 888,520 689.30 13.90 is 0.33 is 13.53 is -- 0.00 0.00 ___ ___ 13.86
16.40 899,121 689.40 14.07 is 0.33 is 13.74 is --- 0.00 0.00 --- --- --- -- 14.07
16.50 909,721 689.50 14.31 is 0.33 is 13.94 is --- 0.00 0.00 --- -- --- -- 14.28
16.60 920,322 689.60 15.99 is 0.33 is 14.15 is -- 1.52 0.00 -- --- -- --- 15.99
16.70 930,923 689.70 18.95 is 0.31 is 14.35 is --- 4.29 0.00 --- -- --- --- 18.95
16.80 941,524 689.80 21.76 is 0.29 is 13.59 is -- 7.88 0.00 --- --- -- --- 21.76
16.90 952,125 689.90 24.84 is 0.27 is 12.43 is --- 12.13 0.00 -- -- -- --- 24.84
17.00 962,726 690.00 28.06 is 0.24 is 10.85 is --- 16.97 0.00 -- -- --- --- 28.06
17.10 974,107 690.10 31.24 is 0.19 is 8.74 is --- 22.31 0.00 --- -- -- -- 31.23
17.20 985,488 690.20 34.02 is 0.13 is 6.05.ic --- 27.84s 0.00 -- --- --- --- 34.02
17.30 996,869 690.30 35.02 is 0.11 is 5.01 is --- 29.89s 0.00 --- -- --- -- 35.02
17.40 1,008,249 690.40 35.70 is 0.09 is 4.34 is --- 31.26s 0.00 -- --- --- - 35.70
17.50 1,019,630 690.50 36.25 is 0.08 is 3.83 is --- 32.34s 0.00 --- --- --- --- 36.25
17.60 1,031,011 690.60 36.72 is 0.07 is 3.42 is - 33.23s 0.00 --- - - -- -- 36.72
17.70 1,042,392 690.70 37.15 is 0.07 is 3.09 is --- 34.00s 0.00 -- --- --- - 37.15
17.80 1,053,772 690.80 37.54 is 0.06 is 2.81 is --- 34.68s 0.00 - - --- - --- 37.54
17.90 1,065,153 690.90 37.92 is 0.06 is 2.57 is --- 35.28s 0.00 - - - - - -- 37.91
18.00 1,076,534 691.00 38.27 is 0.05 is 2.37 is --- 35.84s 0.00 --- --- -- --- 38.26
18.10 1,088,706 691.10 38.61 is 0.05 is 2.19 is --- 36.35s 0.00 --- -- -- -- 38.59
18.20 1,100,877 691.20 38.94 is 0.04 is 2.04 is --- 36.85s 0.00 -- - - -- --- 38.93
18.30 1,113,049 691.30 39.26 is 0.04 is 1.91 is --- 37.30s 0.00 --- --- --- - - 39.25
18.40 1,125,221 691.40 39.57 is 0.04 is 1.79 is --- 37.72s 0.00 --- - --- - 39.55
18.50 1,137,393 691.50 39.87 is 0.04 is 1.68 is -- 38.14s 0.00 - - --- --- --- 39.86
18.60 1,149,564 691.60 40.18 is 0.03 is 1.59 is --- 38.54s 0.00 -- --- --- 40.16
18.70 1,161,736 691.70 40.47 is 0.03 is 1.50 is --- 38.92s 0.00 --- --- -- - 40.46
18.80 1,173,908 691.80 40.76 is 0.03 is 1.43 is --- 39.30s 0.00 --- --- -- --- 40.75
18.90 1,186,080 691.90 41.05 is 0.03 is 1.36 is --- 39.64s 0.00 - -- -- --- 41.03
19.00 1,198,252 692.00 41.34 is 0.03 is 1.29 is --- 39.99s 0.00 --- - - --- 41.32
19.10 1,211,227 692.10 41.62 is 0.03 is 1.24 is --- 40.31 s 1.90 --- - --- - 43.47
19.20 1,224,202 692.20 41.90 is 0.03 is 1.18 is -- 40.66s 5.37 --- --- --- - 47.24
19.30 1,237,176 692.30 42.18 is 0.02 is 1.13 is --- 41.00s 9.86 -- --- --- - 52.01
19.40 1,250,151 692.40 42.46 is 0.02 is 1.09 is - - 41.30 s 15.17 - --- --- --- 57.59
19.50 1,263,126 692.50 42.73 is 0.02 is 1.04 is - 41.58s 21.21 - --- --- --- 63.85
19.60 1,276,101 692.60 43.00 is 0.02 is 1.01 is --- 41.96s 27.88 --- - --- --- 70.87
19.70 1,289,076 692.70 43.27 is 0.02 is 0.97 is --- 42.25s 35.13 --- - --- - 78.37
19.80 1,302,051 692.80 43.53 is 0.02 is 0.94 is -- 42.49 s 42.92 --- -- - 86.37
19.90 1,315,026 692.90 43.80 is 0.02 is 0.91 is --- 42.83s 51.21 - --- --- --- 94.97
20.00 1,328,001 693.00 44.06 is 0.02 is 0.88 is --- 43.12s 60.00 -- --- --- -- 104.01
20.10 1,341,801 693.10 44.32 is 0.02 is 0.85 is --- 43.35s 69.22 113.44
20.20 1,355,601 693.20 44.58 is 0.02 is 0.82 is -- 43.70s 78.87 - --- --- - 123.41
20.30 1,369,401 693.30 44.84 is 0.02 is 0.80 is --- 43.88s 88.93 133.62
20.40 1,383,201 693.40 45.09 is 0.02 is 0.77 is --- 44.25s 99.38 --- --- -- --- 144.42
20.50 1,397,001 693.50 45.35 is 0.02 is 0.75 is --- 44.53s 110.21 --- --- - --- 155.52
Continues on next page...
SWM / BMP # 2
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A
ft cuft ft cfs
20.60 1,410,801 693.60 45.60 1s
20.70 1,424,601 693.70 45.851c
20.80 1,438,401 693.80 46.12 is
20.90 1,452,201 693.90 46.37 is
21.00 1,466,000 694.00 46.62 is
...End
Civ B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
cfs cfs cfs cfs cfs cfs cfs cfs cfs cis
0.02 1s 0.73 is -- 44.80s 121.42 - - -- --- 166.97
0.00 is 0.00 is --- 0.00S 132.97 -- -- -- --- 178.82
0.00 0.00 -- 0.00 144.87 - - -- -- 191.00
0.00 0.00 --- 0.00 157.11 --- -- -- -- 203.48
0.00 0.00 --- 0.00 169.71 --- - -- - 216.32
Pond Report
Hydraflow Hydrographs by Intelisolve v9.23 Friday, Jul 3, 2009
Pond No. 10 - BMP # 2 FOREBAY
Pond Data
Contours - User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 673.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cuft) Total storage (cult)
0.00 673.00 3,808 0 0
1.00 674.00 4,389 4,099 4,099
2.00 675.00 5,011 4,700 8,799
3.00 676.00 5,675 5,343 14,142
4.00 677.00 6,380 6,028 20,169
5.00 678.00 7,127 6,754 26,923
6.00 679.00 7,915 7,521 34,444
7.00 680.00 8,745 8,330 42,774
8.00 681.00 9,616 9,181 51,954
9.00 682.00 10,528 10,072 62,026
10.00 683.00 11,483 11,006 73,032
10.50 683.50 13,857 6,335 79,367
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 0.00 0.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00
Span (in) = 0.00 0.00 0.00 0.00 Crest El. (ft) = 0.00 0.00 0.00 0.00
No. Barrels = 0 0 0 0 Weir Coeff. = 0.00 0.00 0.00 0.00
Invert El. (ft) = 0.00 0.00 0.00 0.00 Weir Type
Length (ft) = 0.00 0.00 0.00 0.00 Multi-Stage = No No No No
Slope (%) = 0.00 0.00 0.00 n/a
N-Value = .000 .000 .000 n/a
Orifice Coeff. = 0.00 0.00 0.00 0.00 Exfil.(in/hr) = 0.000 (by Contour)
Multi-Stage = n/a No No No TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice condi tions (ic) and submergence (s).
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Civ B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 673.00 --- --- --- --- --- --- --- --- --- - 0.000
1.00 4,099 674.00 --- --- --- --- --- --- -- - - --- 0.000
2.00 8,799 675.00 --- - - -- --- -- -- -- -- -- --- 0.000
3.00 14,142 676.00 --- --- --- --- --- --- - -- - --- 0.000
4.00 20,169 677.00 -- --- --- --- --- --- --- -- --- --- 0.000
5.00 26,923 678.00 -- - -- --- --- --- --- --- --- 0.000
6.00 34,444 679.00 --- --- --- --- --- -- -- --- -- 0.000
7.00 42,774 680.00 -- - -- --- -- --- --- - 0.000
8.00 51,954 681.00 --- --- - -- --- --- --- --- --- --- 0.000
9.00 62,026 682.00 -- --- --- - --- - -- -- --- 0.000
10.00 73,032 683.00 --- --- --- --- --- --- - -- -- -- 0.000
10.50 79,367 683.50 --- --- --- --- _-_ --_ -_- --- 0.000
Pond Report
Hydraflow Hydrographs by Intelisolve v9.23 Friday, Jul 3, 2009
Pond No. 11 - BMP # 2 MAIN POOL
Pond Data
Contours - User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 673.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cuft)
0.00 673.00 19,527 0 0
1.00 674.00 21,533 20,530 20,530
2.00 675.00 23,600 22,567 43,097
3.00 676.00 25,730 24,665 67,762
4.00 677.00 27,920 26,825 94,587
5.00 678.00 30,173 29,047 123,633
6.00 679.00 32,487 31,330 154,963
7.00 680.00 34,863 33,675 188,638
8.00 681.00 37,300 36,082 224,720
9.00 682.00 39,800 38,550 263,270
10.00 683.00 42,360 41,080 304,350
10.50 683.50 46,562 22,231 326,580
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 0.00 0.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00
Span (in) = 0.00 0.00 0.00 0.00 Crest El. (ft) = 0.00 0.00 0.00 0.00
No. Barrels = 0 0 0 0 Weir Coeff. = 0.00 0.00 0.00 0.00
Invert El. (ft) = 0.00 0.00 0.00 0.00 Weir Type = --- --- --- ---
Length (ft) = 0.00 0.00 0.00 0.00 Multi-Stage = No No No No
Slope (%) = 0.00 0.00 0.00 n/a
N-Value = .000 .000 .000 n/a
Orifice Coeff. = 0.00 0.00 0.00 0.00 Exfil.(in/hr) = 0.000 (b y Contour)
Multi-Stage = n/a No No No TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exffl User Total
ft cuft ft cfs cfs cfs cfs cfs cis cfs cfs cfs cis cfs
0.00 0 673.00 --- - - - --- --- --- --- --- 0.000
1.00 20,530 674.00 --- --- --- --- ___ ___ ___ ___ --_ 0.000
2.00 43,097 675.00 --- --- --- --- --- --- --- --- -- 0.000
3.00 67,762 676.00 --- --- - --- --- - --- --- --- 0.000
4.00 94,587 677.00 - --- --- --- --- --- --- --- -- -- 0.000
5.00 123,633 678.00 --- --- ___ ___ ___ 0.000
6.00 154,963 679.00 -- --- --- -- --- --- --- --- --- --- 0.000
7.00 188,638 680.00 --- --- --- --- --- --- --- --- --- --- 0.000
8.00 224,720 681.00 --- --- --- --- --- --- --- --- --- --- 0.000
9.00 263,270 682.00 - -- - - - -- -- --- --- --- -- 0.000
10.00 304,350 683.00 --- --- --- --- --- --- --- --- --- --- 0.000
10.50 326,580 683.50 --- --- --- --- --- --- --- --- -- --- 0.000
Pond Report
Hydraflow Hydrographs by Intelisolve v9.23 Friday, Jul 3, 2009
Pond No. 12 - BMP # 2 _ PERMANENT POOL
Pond Data
Contours - User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 673.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 673.00 23,335 0 0
1.00 674.00 25,922 24,629 24,629
2.00 675.00 28,611 27,267 51,895
3.00 676.00 31,405 30,008 81,903
4.00 677.00 34,300 32,853 114,756
5.00 678.00 37,300 35,800 150,556
6.00 679.00 40,402 38,851 189,407
7.00 680.00 43,608 42,005 231,412
8.00 681.00 46,916 45,262 276,674
9.00 682.00 50,328 48,622 325,296
10.00 683.00 53,843 52,086 377,381
10.50 683.50 60,419 28,566 405,947
11.00 684.00 66,712 31,783 437,729
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 0.00 0.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00
Span (in) = 0.00 0.00 0.00 0.00 Crest El. (ft) = 0.00 0.00 0.00 0.00
No. Barrels = 0 0 0 0 Weir Coeff. = 0.00 0.00 0.00 0.00
Invert El. (ft) = 0.00 0.00 0.00 0.00 Weir Type = --- -- ___ ---
Length (ft) = 0.00 0.00 0.00 0.00 Multi-Stage = No No No No
Slope (%) = 0.00 0.00 0.00 n/a
N-Value = .000 .000 .000 n/a
Orifice Coeff. = 0.00 0.00 0.00 0.00 Exfil.(In/hr) = 0.000 (by Contour)
Multi-Stage = n/a No No No TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and subm ergence (a).
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cult ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 673.00 --- -- --- --- --- --- --- - -- -- 0
000
1.00 24,629 674.00 --- --- --- --- --- --- --- -- - - --- .
0
000
2.00 51,895 675.00 --- --- --- --- -__ --- .
0.000
3.00 81,903 676.00 -- --- --- --_ -__ _-_ 0
000
4.00 114,756 677.00 -__ -__ -__ _-_ _-_ .
0.000
5.00 150,556 678.00 --- --- --- -__ ___ 0.000
6.00 189,407 679.00 --- -- --- --- --- --- --- --- --- -- 0.000
7.00 231,412 680.00 --- -- --- --- --- --- -- - -- --- 0.000
8.00 276,674 681.00 --- --- --- --- --- --- --- 0.000
9.00 325,296 682.00 --- --- --- --- - --- --- -- --- --- 0.000
10.00 377,381 683.00 ___ ___ --_ -__ --- 0.000
10.50 405,947 683.50 --- -- --- _-_ -__ _-_ _-_ 0
000
11.00 437,729 684.00 --- --- --- --- -- --- --- - --- --- .
0.000
Pond Report
Hydraflow Hydrographs by Intelisolve v9.23 Friday, Jul 3, 2009
Pond No. 13 - BMP # 2 Detention Basin
Pond Data
Contours - User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 683.50 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cuft) Total storage (cuft)
0.00 683.50 60,419 0 0
0.50 684.00 66,712 31,783 31,783
1.50 685.00 73,003 69,858 101,640
2.50 686.00 79,795 76,399 178,039
3.50 687.00 87,012 83,404 261,443
4.50 688.00 94,498 90,755 352,198
5.50 689.00 102,137 98,318 450,515
6.50 690.00 • 109,882 106,010 556,525
7.50 691.00 117,733 113,808 670,332
8.50 692.00 125,703 121,718 792,050
9.50 693.00 133,795 129,749 921,799
10.50 694.00 142,204 138,000 1,059,799
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 0.00 0.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00
Span (in) = 0.00 0.00 0.00 0.00 Crest El. (ft) = 0.00 0.00 0.00 0.00
No. Barrels = 0 0 0 0 Weir Coeff. = 0.00 0.00 0.00 0.00
Invert El. (ft) = 0.00 0.00 0.00 0.00 Weir Type = -- --- ---
Length (ft) = 0.00 0.00 0.00 0.00 Multi-Stage = No No No No
Slope (%) = 0.00 0.00 0.00 n/a
N-Value = .000 .000 .000 n/a
Orifice Coeff. = 0.00 0.00 0.00 0.00 Exffl.(in/hr) = 0.000 (b y Contour)
Multi-Stage = n/a No No No TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge Table
Stage Storage Elevation Civ A Civ B Civ C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 683.50 --- --- --- --- --- --- --- --- --- 0
000
0.50 31,783 684.00 --- --- -- --- --- --- --- -- --- - .
0.000
1.50 101,640 685.00 --- --- -- --- -- --- --- --- --- --- 0.000
2.50 178,039 686.00 --- --- --- --- --- --- --- --- --- --- 0.000
3.50 261,443 687.00 --- - --- --- --- --- --- --- - --- 0.000
4.50 352,198 688.00 --- --- - --- --- -- --- - - - -- 0.000
5.50 450,515 689.00 --- --- --- ___ _-- ___ _-- 0.000
6.50 556,525 690.00 --- --- --- --- -- --- --- --- --- --- 0.000
7.50 670,332 691.00 --- --- --- --- --- --- --- --- --- --- 0.000
8.50 792,050 692.00 --- --- --- --- --- --- - --- --- - 0.000
9.50 921,799 693.00 --- -- --- --- --- --- --- --- --- --- 0.000
10.50 1,059,799 694.00 --- -- --- --- -- --- --- --- --- --- 0.000
1992 3.18

3 ?
4
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CL. F- ar OF
O LO -j -
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~ 4• 4J
O w (D
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cnz odo
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- - -' - -.. -

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Source: USDA-SCS
Plate 3.18-3
III - 164
Appendix 0
Permit
(to be provided by DWQ)
AyArAyNCDNR
STORMWATER MANAGEMENT PERMIT APPLICATION FORM
401 CERTIFICATION APPLICATION FORM
WET DETENTION BASIN SUPPLEMENT
This form must be filled out, printed and submitted.
The Required Items Checklist (Part 111) must be printed, filled out and submitted along with all of the required information.
I. ;PROJECT INFORMATION
Project name Kellswater Commons
Contact person Adam M. Nowocin, PE
Phone number [phone]
Date Jul-09
Drainage area number Drainage Zone # 3
IL DESIGN.INFARMATION
Site Characteristics
Drainage area 489,614 ff2
Impervious area, post-development 342,817 fe
% impervious 70.02 %
Design rainfall depth 1.0 in
Storage Volume: Non•SA Waters
Minimum volume required
Volume provided
Storage Volume: SA Waters
1.5' runoff volume
Pre-development 1-yr, 24-hr runoff
Post-development 1-yr, 24-hr runoff
Minimum volume required
Volume provided
Peak Flow Calculations
Is the pre/post control of the lyr 24hr storm peak flow required?
1-yr, 24-hr rainfall depth
Rational C, pre-development
Rational C, post-development
Rainfall intensity: 1-yr, 24-hr storm
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Pre/Post 1-yr, 24-hr peak flow control
Elevations
Temporary pool elevation
Permanent pool elevation
SHWT elevation (approx. at the perm. pool elevation)
Top of 1 Oft vegetated shelf elevation
Bottom of 1Oft vegetated shelf elevation
Sediment cleanout, top elevation (bottom of pond)
Sediment cleanout, bottom elevation
Sediment storage provided
Is there additional volume stored above the state-required temp. pool?
Elevation of the top of the additional volume
27,745 ft3 Insufficient required volume.
29,575 ft3
OK, volume provided is equal to or in excess of volume required.
ft3
-fts
_ ft3
0 ft3
ft3
Y (Y or N)
2.9 in
0.30 (unitless)
0.72 (unitess)
1.36 in/hr OK
4.63 ft3/sec
3.91 ft3/sec
-0.72 ft3/sec
713.00 fmsl
711.50 fmsl
688.00 fmsl
712.00 fmsl
711.00 fmsl Data not needed for calculation option #1, but OK if provided.
705.00 fmsl
704.00 fmsl Data not needed for calculation option #1, but OK if provided.
1.00 ft
N (Y or N)
fmsl
Form SW401-Wet Detention Basin-Rev.6-2/20109 Parts I. & II. Design Summary, Page 1 of 2
Permit
(to be provided by DWQ)
I_-i SIGN'INFORMATION
Surface Areas
Area, temporary pool 21,452 fe
Area REQUIRED, permanent pool 16,157 ftz
SAIDA ratio 3.30 (unitless)
Area PROVIDED, permanent pool, Apermyod 16,693 fC OK
Area, bottom of 1Oft vegetated shelf, Abt q 13,724 ff
Area, sediment cleanout, top elevation (bottom of pond), Abot p d 7,084 fe
Volumes
Volume, temporary pool 29,575 ft3 OK
Volume, permanent pool, Vperm_pW 68,857 ft3
Volume, forebay (sum of forebays if more than one forebay) 12,507 ft3
Forebay % of permanent pool volume 18.2% % OK
SAIDA Table Data
Design TSS removal 90%
Coastal SAIDA Table Used? N (Y or N)
Mountain/Piedmont SAIDA Table Used? Y (Y or N)
SAIDA ratio 3.30 (unitless)
Average depth (used in SAIDA table):
Calculation option 1 used? (See Figure 10-2b) Y (Y or N)
Volume, permanent pool, V rf
_pw 68,857 ft3 OK
Area provided, permanent pool, Aperm_pw 16,693 ft? OK
Average depth calculated 4.12 ft OK
Average depth used in SAIDA, da,, (Round to nearest 0.5ft) 4.0 ft OK
Calculation option 2 used? (See Figure 10-2b) N (Y or N)
Area provided, permanent pool, Apefm_pwl ft2
Area, bottom of 1 Oft vegetated shelf, Abt Aelf fe
Area, sediment cleanout, top elevation (bottom of pond), kt-pond fe
"Depth" (distance b/w bottom of 1 Oft shelf and top of sediment) ft
Average depth calculated it
Average depth used in SAIDA, da,, (Round to nearest 0.5ft) ft
Drawdown Calculations
Drawdown through orifice?
Diameter of orifice (if circular)
Area of orifice (if-non-circular)
Coefficient of discharge (Co)
Driving head (He)
Drawdown through weir?
Weir type
Coefficient of discharge (C.)
Length of weir (L)
Driving head (H)
Pre-development 1-yr, 24-hr peak flow
Post-development 1-yr, 24-hr peak flow
Storage volume discharge rate (through discharge orifice or weir)
Storage volume drawdown time
Additional Information
Vegetated side slopes
Vegetated shelf slope
Vegetated shelf width
Length of flowpath to width ratio
Length to width ratio
Trash rack for overflow & orifice?
Freeboard provided
Vegetated filter provided?
Recorded drainage easement provided?
Capures all runoff at ultimate build-out?
Drain mechanism for maintenance or emergencies
Form SW401-Wet Detention Basin-Rev.6-2/20/09
Y (Y or N)
2.50 in
in2
0.60 (unitless)
1.50 ft
N (Y or N)
(unitless)
(unitless)
It
ft
4.63 ft3/sec OK
3.91 ft3/sec OK
0.11 ft3/sec
3.00 days OK, draws down in 2-5 days.
- Drawdown time varying from expected value by more than a half day.
3 :1 OK
10 :1 OK
10.0 ft OK
3 :1 OK
3.0 :1 OK
Y (Y or N) OK
2.7 it OK
N (Y or N) OK
Y (Y or N) OK
Y (Y or N) OK
6" PVC OUTLET PIPE WITH A 6" GATE VALVE
Parts I. & II. Design Summary, Page 2 of 2
``C KA N N A P O L I S PHASE II STORMWATER Permit Number
'aRR n u a L i c w o EZ K S MANAGEMENT PERMIT APPLICATION FORM Project Number
WET DETENTION BASIN SUPPLEMENT
(No.'s to be provided by C.O.K.)
This form must be filled out, printed and submitted.
Do not use this form for Low Impact Development projects with Wet Ponds designed using Discrete SCS Method for volume calculations.
The Required Items Checklist (Part lll) must be printed, filled out and submitted along with all of the required information.
V'rAO OJECT I( FORMATION {w o?
Project name KELLSWATER COMMONS
Drainage structure ID SWM - BMP Pond # 3
Design Engineer N-Focus Design, Inc.
Date Jul-09
Site Characteristics
Receiving stream / tributary name
Is structure located in watershed overlay district?
Drainage area
Impervious area
% impervious
Design rainfall depth
Storage Volume: Non-SR Waters
Runoff coefficient, RV
Minimum volume required
Temporary Volume provided
UT to Rocky River
NO Name:
11.24 acre
7.87 acre
70.00 %
1.00 in
0.68 (unitless)
27,744.82 ft3
29,575.00 ft3
Peak Flow Calculations
If this BMP is used for stormwater detention, complete
table below
Rainfall depth (in)
Runoff coefficient, pre-development (unitless)
Runoff coefficient, post-development (unitless)
Rainfall intensity (in/hr)
Pre-development peak flow (ft3/sec)
Post-development peak flow (ft3/sec)
Routed post-development peak flow (ft3/sec)
Maximum pool elevation (ft)
OK
1-yr,
24-hr storm 10-yr,
24-hr storm 50-yr,
24-hr storm 100-yr,
24-hr storm
2.88 5.07 6.77 7.55
67 67 67 67
89 89 89 89
1.36 2.31 2.92 3.17
4.40 19.66
30.45 63.03 88.15 99.59
3.91 16.40 28.47 32.12
714.57 716.00 716.88 717.26
Wet Pond w/o LID Supplement 10-13-08 Page 1 of 5 I. & II. Design Summary
Basin Elevations and Data
Sediment clean-out bottom elevation
Bottom of pond elevation (sediment cleanout top elev)
Sediment storage depth
Bottom of shelf elevation
Seasonable High Water Table (SHWT) elevation
Permanent pool elevation
Water quality orifice / weir size
Top of shelf elevation
Temporary water quality storage elevation
Stormwater detention outlet size
Stormwater detention outlet elevation (ft)
Stormwater detention outlet size
Stormwater detention outlet elevation (ft)
Emergency spillway elevation (if provided)
Freeboard provided
Top of embankment elevation
Height of embankment
Top width of embankment
Volume and Surface Area Calculations
Permanent pool design depth (design tables)
SA/DA ratio (design tables)
Permanent pool, surface area required
Permanent pool, surface area provided
Permanent pool volume
Surface area at the bottom of pond
Surface area at the bottom of shelf
Volume at the bottom of shelf
Distance between bottom of shelf to bottom of pond
Surface area at the top of shelf
Volume at the top of shelf
Average depth provided (Option 1 calculation)
Average depth provided (Option 2 calculation)
SA/DA ratio (provided)
Forebay volume
Forebay % of permanent pool volume
Temporary pool, surface area provided
Drawdown Calculations
Treatment volume drawdown time
Treatment volume average discharge rate
704.00 ft
705.00 ft
1.00 ft
711.00 ft
688.00 ft
711.50 ft
2.50
712.00 ft
713.00 ft
OK
Source: Geoscience Group
Detention Detention Square Emergency
Orifice # 1 Orifices # 2 Riser Spillway
12 in 4-12 in 16ft 20 ft
713.00 715.00 716.50 718.00
718.00
2.74 ft
720.00 ft
10.00 ft
10.00 ft

4.00 ft
3.30
16,157.28 ft2
16,693.00 ft2
68,857.00 ft3
7,084.00 ft2
13,724.00 ft2
61,253.00 ft3
6.00 ft
19,568.00 ft2
77,923.00 ft3
4.13 ft
5.00 ft
3.41
12,507.00 ft3
18.16 %
21,452.00 ft2

3.00 days
0.1141 ft3/s
OK
OK
OK
OK
OK
OK
OK
Wet Pond w/o LID Supplement 10-13-08 Page 2 of 5 I. & II. Design Summary
11 DESIGN INFORMATION

ii?? }y 4>.?
""3,
Additional Information
Design TSS removal 90.00 %
Basin side slopes 3.00 :1 OK
Vegetated shelf slope 10.00 :1 OK
Vegetated shelf width 10.00 ft OK
Length of flowpath to width ratio 3.00 :1 OK
Length to width ratio 3.00 :1 OK
Trash rack for overflow & orifice? Y (Y or N) OK
Vegetated filter provided? N (Y or N) Design must be based on 90% TS
If "Y", is 10-year storm flow non-erosive? N/A (Y or N)
Recorded drainage easement provided? Y (Y or N) OK
Captures all runoff at ultimate build-out? Y (Y or N) OK
Drain mechanism for maintenance or emergencies Outlet Pipe with Gate Valve
Wet Pond w/o LID Supplement 10-13-08 Page 3 of 5 I. & II. Design Summary
Appendix P

?Sw/,J/amro -# 's
NCDENR Stormwater BMP Manual Chapter Revised 09-28-07
( r'
Table 10-1
Surface Area to Drainage Area Ratio for Permanent Pool Sizing to Achieve 85 Percent TSS
Pollutant Removal Efficiency in the Mountain and Piedmrmt Regions. Arianteri frnm l)ricrnil _ 19Rh
Percent
Impervious
Cover

3.0

4.0 Permanent Pool Average Depth (ft)

5.0 6.0 7.0

8.0

9.0
10% 0.59 0.49 0.43 0.35 0.31 0.29 0.26
20% 0.97 0.79 0.70 0.59 0.51 0.46 0.44
30% 1.34 1.08 0.97 0.83 0.70 0.64 0.62
40% 1.73 1.43 1.25 1.05 0.90 0.82 0.77
50% 2.06 1.73 1.50 1.30 1.09 1.00 0.92
60% 2.40 2.03 1.71 1.51 1.29 1.18 1.10
70% 2.88 2.40 2.07 1.79 1.54 1.35 1.26
80% 3.36 2.78 2.38 2.10 1.86 1.60 1.42
90% 3.74 3.10 2.66 2.34 2.11 1.83 1.67
Table 10-2
Surface Area to Drainage Area Ratio for Permanent Pool Sizing to Achieve 85 Percent TSS
Pollutant Removal F.ffirienrv in the Cnastal RPainn_ Ariantari frnm Dricrnli_ 1A9h

Percent
Impervious
Cover

3.0

3.5

4.0 Permanent Pool Average Depth (ft)

4.5 5.0 5.5 6.0

6.5

7.0

7.5'
10% 0.9 0.8 0.7 0.6 0.5- 0 0 0 0 0
20% 1.7 1.3 1.2 1.1 1.0 0.9 0.8 0.7 0.6 0.5
30% 2.5 2.2 1.9 1.8 1.6 1.5 1.3 1.2 1.0 0.9
40% 3.4 3.0 2.6 2.4 2.1 1.9 1.6 1.4 1.1 1.0
50% 4.2 3.7 3.3 3.0 2.7 2.4 2.1 1.8 1.5 1.3
60% 5.0 4.5 3.8 3.5 3.2 2.9 2.6 2.3 2.0 1.6
70% 6.0 5.2 4.5 4.1 3.7 3.3a 2.9 2.5 2.1 1.8
80% 6.8 6.0 5.2 4.7 4.2 3.7 3.2 2.7 2.2 2.0
90% 7.5 6.5 5.8 5.3 4.8 4.3 3.8 3.3 2.8 -k73--
100% 8.2 7.4 6.8 6.2 5.6 5.0 4.4 3.8 2.6
Table 10-3
Surface Area to Drainage Area Ratio for Permanent Pool Sizing to Achieve 90 Percent TSS
Pollutant Removal Efficiency in the Mountain and Piedrnont Regions, Adapted from Driscoll, 1986
Percent
Impervious
Cover

3.0

3.5 Permanent Pool Average Depth (ft)
ox
4.0 4.5 5.0 5.5 6.0 6.5 7.0

7.5

8.0

8.5

9.0
10% 0.9 0.8 0.8 0.7 0.6 0.6 0.5 0.5 0.5 0.5 0.4 0.4 0.4
20% 1.5 1.3 1.1 1.0 1.0 0.9 0.9 0.9 0.8 0.8 0.8 0.7 0.7
30% 1.9 1.8 1.7 1.5 1.4 1.4 1.3 1.1 1.0 1.0 1.0 0.9 0.9
40% 2.5 2.3 2.0 1.9 1.8 1.7 1.6 1.6 1.5 1.4 1.3 1.2 1.1
50% 3.0 2.8 2.5 2.3 2.0 1.9 1.9 1.8 1.7 1.6 1.6. 1.5 1.5
60% 3.5 3.2 2.8 2.7 2.5 2.4 2.2 2.1 1.9 1.9 1.8 1.8 1.7
70% 4.0 3,Z 3.2 3.1 2.8 2.7 2.5 2.4 2.2 2.1 2.0 2.0 1.9
_
_ __
80% 4.5 4.1 3.8 3.5 3.3 3.0 2.8 2.7 2.6 2.4 2.3 2.1 2.0
90% 5.0 4.5 4.0 3.8 3.5 3.3 3.0 2.9 2.8 2.7 2.6 2.5 2.4
3.Y1
OA : //.a`/Ac Y. -Z Pv, Cover = 70
Wet Detention Basin 10-9 July 2007

a.-I
Appendix Q
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23 Thursday, Jul 9, 2009
Hyd. No. 1
Pre-Development
Hydrograph type = SCS Runoff Peak discharge = 4.404 cfs
Storm frequency = 1 yrs Time to peak = 732 min
Time interval = 1 min Hyd. volume = 21,648 cuft
Drainage area = 11.240 ac Curve number = 67*
Basin Slope = 3.3% Hydraulic length = 1074 ft
Tc method = LAG Time of conc. (Tc) = 26.99 min
Total precip. = 2.88 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(6.140 x 61) + (5.100 x 74)] 111.240
Pre-Development
Q (cfs) Hyd. No. 1 --1 Year
5.00
4.00
3.00
2.00
1.00
0.00
Q (efs)
5.00
4.00
3.00
2.00
1.00
0 00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Time (hrs)
Hyd No. 1
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23 Thursday, Jul 9, 2009
Hyd. No. 1
Pre-Development
Hydrograph type = SCS Runoff Peak discharge = 19.66 cfs
Storm frequency = 10 yrs Time to peak = 730 min
Time interval = 1 min Hyd. volume = 76,152 cuft
Drainage area = 11.240 ac Curve number = 67*
Basin Slope = 3.3% Hydraulic length = 1074 ft
Tc method = LAG Time of conc. (Tc) = 26.99 min
Total precip. = 5.07 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Composite (Area/CN) = [(6.140 x 61) + (5.100 x 74)] / 11.240
Pre-Development
Q (cfs) Hyd. No. 1 --10 Year Q (cfs)
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0.00
21.00
18.00
15.00
12.00
9.00
6.00
3.00
0 00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23 Thursday, Jul 9, 2009
Hyd. No. 1
Pre-Development
Hydrograph type = SCS Runoff Peak discharge = 34.15 cfs
Storm frequency = 50 yrs Time to peak = 730 min
Time interval = 1 min Hyd. volume = 128,483 cuft
Drainage area = 11.240 ac Curve number = 67*
Basin Slope = 3.3% Hydraulic length = 1074 ft
Tc method = LAG Time of conc. (Tc) = 26.99 min
Total precip. = 6.77 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(6.140 x 61) + (5.100 x 74)] / 11.240
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00
Pre-Development
Hyd. No. 1 -- 50 Year
Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0 00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23 Thursday, Jul 9, 2009
Hyd. No. 1
Pre-Development
Hydrograph type = SCS Runoff Peak discharge = 41.24 cfs
Storm frequency = 100 yrs Time to peak = 729 min
Time interval = 1 min Hyd. volume = 154,234 cuft
Drainage area = 11.240 ac Curve number = 67*
Basin Slope = 3.3% Hydraulic length = 1074 ft
Tc method = LAG Time of conc. (Tc) = 26.99 min
Total precip. = 7.55 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(6.140 x 61) + (5.100 x 74)] / 11.240
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0.00
Pre-Development
Hyd. No. 1 --100 Year
Q (cfs)
50.00
40.00
30.00
20.00
10.00
0 00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 1 Time (hrs)
Appendix R
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23 Thursday, Jul 9, 2009
Hyd. No. 2
Post-Development
Hydrograph type = SCS Runoff Peak discharge = 30.45 cfs
Storm frequency = 1 yrs Time to peak = 720 min
Time interval = 1 min Hyd. volume = 74,409 cuft
Drainage area = 11.240 ac Curve number = 89*
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 10.20 min
Total precip. = 2.88 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(7.868 x 98) + (1.842 x 61) + (1.530 x 74)] / 11.240
Post-Development
Q (cfs) Hyd. No. 2 --1 Year Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0 00
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0 00
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Hyd No. 2 Time (hrs)
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23 Thursday, Jul 9, 2009
Hyd. No. 2
Post-Development
Hydrograph type = SCS Runoff Peak discharge = 63.03 cfs
Storm frequency = 10 yrs Time to peak = 720 min
Time interval = 1 min Hyd. volume = 159,432 cuft
Drainage area = 11.240 ac Curve number = 89*
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 10.20 min
Total precip. = 5.07 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(7.868 x 98) + (1.842 x 61) + (1.530 x 74)] / 11.240
Post-Development
Q (cfs) Hyd. No. 2 --10 Year Q (cfs)
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0.00
70.00
60.00
50.00
40.00
30.00
20.00
10.00
0 00
0 2 4 6 8 10 12 14 16 18 20 22 24
Hyd No. 2 Time (hrs)
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23 Thursday, Jul 9, 2009
Hyd. No. 2
Post-Development
Hydrograph type = SCS Runoff Peak discharge = 88.15 cfs
Storm frequency = 50 yrs Time to peak = 720 min
Time interval = 1 min Hyd. volume = 227,738 cult
Drainage area = 11.240 ac Curve number = 89*
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 10.20 min
Total precip. = 6.77 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(7.868 x 98) + (1.842 x 61) + (1.530 x 74)] / 11.240
Post-Development
Q (cfs) Hyd. No. 2 -- 50 Year Q (cfs)
90.00
------- -------
80.00
70.00
60.00
50.00
40.00
---- ------- --
30.00
20.00
10.00
0.00 -
0 2 4
Hyd No. 2
90.00
80.00
70.00
---------- --- ---
60.00
50.00
-- -------- ---
40.00
30.00
20.00
10.00
0.00
6 8 10 12 14 16 18 20 22 24
Time (hrs)
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23 Thursday, Jul 9, 2009
Hyd. No. 2
Post-Development
Hydrograph type = SCS Runoff Peak discharge = 99.59 cfs
Storm frequency = 100 yrs Time to peak = 720 min
Time interval = 1 min Hyd. volume = 259,385 cuft
Drainage area = 11.240 ac Curve number = 89*
Basin Slope = 0.0% Hydraulic length = 0 ft
Tc method = USER Time of conc. (Tc) = 10.20 min
Total precip. = 7.55 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
* Composite (Area/CN) = [(7.868 x 98) + (1.842 x 61) + (1.530 x 74)] / 11.240
Post-Development
Q (Cfs) Hyd. No. 2 -- 100 Year
100.00
80.00
60.00
40.00
20.00
0.00
Q (cfs)
100.00
80.00
60.00
40.00
20.00
0.00
0 2 4 6 8 10 12 14 16 18 20 22 24
Time (hrs)
Hyd No. 2
Appendix S
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23 Thursday, Jul 9, 2009
Hyd. No. 4
Routing TPV Full
Hydrograph type = Reservoir Peak discharge = 3.905 cfs
Storm frequency = 1 yrs Time to peak = 744 min
Time interval = 1 min Hyd. volume = 73,626 cuft
Inflow hyd. No. = 2 - Post-Development Max. Elevation = 714.57 ft
Reservoir name = SWM / BMP # 3 - FULL Max. Storage = 134,702 cuft
Storage Indication method used. Wet pond routing start elevation = 713.00 ft
Routing TPV Full
Q (cfs) Hyd. No. 4 --1 Year Q (cfs)
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0.00
35.00
30.00
25.00
20.00
15.00
10.00
5.00
0 00
0 4 8 12 16 20 24 28 32 36
Time (hrs)
Hyd No. 4 Hyd No. 2 EHTJ Cm Total storage used = 134,702 cuft
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23 Thursday, Jul 9, 2009
Hyd. No. 4
Routing TPV Full
Hydrograph type = Reservoir Peak discharge = 16.40 cfs
Storm frequency = 10 yrs Time to peak = 732 min
Time interval = 1 min Hyd. volume = 158,570 cuft
Inflow hyd. No. = 2 - Post-Development Max. Elevation = 716.00 ft
Reservoir name = SWM / BMP # 3 - FULL Max. Storage = 171,564 cuft
Storage Indication method used. Wet pond routing start elevation = 713.00 ft
Routing TPV Full
Q (cfs) Hyd. No. 4 --10 Year Q (cfs)
70.00 70.00
60.00 60.00
50.00 50.00
40.00 40.00
30.00 30.00
20.00 20.00
10.00 10.00
0.00 0.00
0 3 6 9 12 15 18 21 24 27 30
Time (hrs)
Hyd No. 4 Hyd No. 2 LBMLI Total storage used = 171,564 cuft
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23 Thursday, Jul 9, 2009
Hyd. No. 4
Routing TPV Full
Hydrograph type = Reservoir Peak discharge = 28.47 cfs
Storm frequency = 50 yrs Time to peak = 730 min
Time interval = 1 min Hyd. volume = 226
841 cuft
Inflow hyd. No. = 2 - Post-Development Max. Elevation ,
= 716.88 ft
Reservoir name = SWM / BMP # 3 - FULL Max. Storage = 196,784 cuft
Storage Indication method used. Wet pond routing start elevation = 713.00 ft
Q (cfs)
Q (cfs)
90.00

80
00
90.00
.
70
00 80.00
.
60
00 70.00
.
50
00 60.00
.
40
00 50.00
.
30
00 40.00
.
20
00 _.._.___.__.__._. __-.?_w._.__._ ._.._....___._ ___.... _..__._......._._. 30.00
.
10.00

0.00

.. _._.._..

r---------_..__.. 20.00
10.00

0 00
0 3
Hyd No. 4
Routing TPV Full
Hyd. No. 4 -- 50 Year
6 9 12
Hyd No. 2
15 18 21 24 27
1111M Total storage used = 196,784 cuft
30
Time (hrs)
Hydrograph Report
Hydraflow Hydrographs by Intelisolve v9.23
Hyd. No. 4
Routing TPV Full
Hydrograph type = Reservoir
Storm frequency = 100 yrs
Time interval = 1 min
Inflow hyd. No. = 2 - Post-Development
Reservoir name = SWM / BMP # 3 - FULL
Thursday, Jul 9, 2009
Peak discharge = 32.12 cfs
Time to peak = 730 min
Hyd. volume = 258,474 cuft
Max. Elevation = 717.26 ft
Max. Storage = 208,061 cuft
Storage Indication method used. Wet pond routing start elevation = 713.00 ft.
Q (cfs
100.00
80.00
60.00
40.00
20.00
Routing TPV Full
Hyd. No. 4 --100 Year
Q (cfs)
100.00
80.00
60.00
40.00
20.00
0.00 0 00
0 3
Hyd No. 4
6 9 12 15 18 21 24
®® Hyd No. 2 QIBM Total storage used = 208,061 cuft
27
Time (hrs)
Appendix T
Pond Report
Hydraflow Hydrographs by Intelisolve v9.23 Thursday, Jul 9, 2009
Pond No. 1 - SWM / BMP # 3
Pond Data
Contours - User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 705.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 705.00 7,084 0 0
1.00 706.00 8,024 7,554 7,554
2.00 707.00 9,029 8,527 16,081
3.00 708.00 10,103 9,566 25,647
4.00 709.00 11,243 10,673 36,320
5.00 710.00 12,450 11,847 48,166
6.00 711.00 13,724 13,087 61,253
6.50 711.50 16,693 7,604 68,857
7.00 712.00 19,568 9,065 77,923
8.00 713.00 21,452 20,510 98,433
9.00 714.00 23,397 22,425 120,857
10.00 715.00 25,404 24,401 145,258
11.00 716.00 27,472 26,438 171,696
12.00 717.00 29,601 28,537 200,232
13.00 718.00 31,792 30,697 230,929
14.00 719.00 34,045 32,919 263,847
15.00 720.00 36,359 35,202 299,049
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 24.00 2.50 12.00 0.00 Crest Len (ft) = 16.00 20.00 0.00 0.00
Span (in) = 24.00 2.50 12.00 0.00 Crest El. (ft) = 716.50 718.00 0.00 0.00
No. Barrels = 1 1 1 1 Weir Coeff. = 3.00 3.00 3.33 3.33
Invert El. (ft) = 711.50 711.50 713.00 0.00 Weir Type = Riser Ciplti -- ---
Length (ft) = 80.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope (%) = 1.87 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Contour)
Multi-Stage = n/a Yes Yes No TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet loci control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Civ B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 705.00 0.00 0.00 0.00 --- 0.00 0.00 --- ---
0.10 755 705.10 0.00 0.00 0.00 --- 0.00 0.00 --- ---
0.20 1,511 705.20 0.00 0.00 0.00 --- 0.00 0.00 --- ---
0.30 2,266 705.30 0.00 0.00 0.00 -- 0.00 0.00 --- ---
0.40 3,022 705.40 0.00 0.00 0.00 --- 0.00 0.00 --- ---
0.50 3,777 705.50 0.00 0.00 0.00 --- 0.00 0.00 --- -
0.60 4,532 705.60 0.00 0.00 0.00 -- 0.00 0.00 --- ---
0.70 5,288 705.70 0.00 0.00 0.00 -- 0.00 0.00 --- ---
0.80 6,043 705.80 0.00 0.00 0.00 -- 0.00 0.00 --- ---
0.90 6,799 705.90 0.00 0.00 0.00 --- 0.00 0.00 - --
1.00 7,554 706.00 0.00 0.00 0.00 --- 0.00 0.00 --- ---
1.10 8,407 706.10 0.00 0.00 0.00 --- 0.00 0.00 -- --
1.20 9,259 706.20 0.00 0.00 0.00 --- 0.00 0.00 -- ---
1.30 10,112 706.30 0.00 0.00 0.00 --- 0.00 0.00 --- ---
1.40 10,965 706.40 0.00 0.00 0.00 --- 0.00 0.00 --- ---
1.50 11,817 706.50 0.00 0.00 0.00 --- 0.00 0.00 - --
1.60 12,670 706.60 0.00 0.00 0.00 --- 0.00 0.00 - ---
1.70 13,523 706.70 0.00 0.00 0.00 --- 0.00 0.00 --- ---
1.80 14,375 706.80 0.00 0.00 0.00 -- 0.00 0.00 --- ---
1.90 15,228 706.90 0.00 0.00 0.00 -- 0.00 0.00 ---
2.00 16,081 707.00 0.00 0.00 0.00 --- 0.00 0.00 -- ---
2.10 17,037 707.10 0.00 0.00 0.00 --- 0.00 0.00 --- ---
2.20 17,994 707.20 0.00 0.00 0.00 --- 0.00 0.00 --- ---
2.30 18,950 707.30 0.00 0.00 0.00 --- 0.00 0.00 -- --
2.40 19,907 707.40 0.00 0.00 0.00 --- 0.00 0.00 --- -
--- --- 0.000
- - - 0.000
-- - - 0.000
--- --- 0.000
-- - - 0.000
--- - - 0.000
- - - 0.000
--- --- 0.000
- -- 0.000
- - --- 0.000
--- --- 0.000
--- --- 0.000
--- - --- 0.000
--- --- 0.000
-- -- 0.000
-- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
-- - 0.000
--- - 0.000
--- --- 0.000
-- -- 0.000
--- -- 0.000
--- --- 0.000
Continues on next page...
SWM/BMP#3
Stage / Storage / Discharge Table
Stage Storage Elevation Civ A Civ B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cis cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
2.50 20,864 707.50 0.00 0.00 0.00 --- 0.00 0.00 --- --- -- --- 0.000
2.60 21,820 707.60 0.00 0.00 0.00 --- 0.00 0.00 0.000
2.70 22,777 707.70 0.00 0.00 0.00 --- 0.00 0.00 --- -- - - 0.000
2.80 23,733 707.80 0.00 0.00 0.00 --- 0.00 0.00 -- - - -- 0.000
2.90 24,690 707.90 0.00 0.00 0.00 --- 0.00 0.00 -- - - -- 0.000
3.00 25,647 708.00 0.00 0.00 0.00 - 0.00 0.00 - - --- --- 0.000
3.10 26,714 708.10 0.00 0.00 0.00 --- 0.00 0.00 -- - - 0.000
3.20 27,781 708.20 0.00 0.00 0.00 --- 0.00 0.00 -- -- - -- 0.000
3.30 28,848 708.30 0.00 0.00 0.00 --- 0.00 0.00 --- -- - --- 0.000
3.40 29,916 708.40 0.00 0.00 0.00 --- 0.00 0.00 --- - -- --- 0.000
3.50 30,983 708.50 0.00 0.00 0.00 --- 0.00 0.00 --- - -- -- 0.000
3.60 32,050 708.60 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- 0.000
3.70 33,118 708.70 0.00 0.00 0.00 -- 0.00 0.00 - -- --- - 0.000
3.80 34,185 708.80 0.00 0.00 0.00 --- 0.00 0.00 W --- --- -- 0.000
3.90 35,252 708.90 0.00 0.00 0.00 --- 0.00 0.00 --- -- -- - 0.000
4.00 36,320 709.00 0.00 0.00 0.00 -- 0.00 0.00 -- - -- --- 0.000
4.10 37,504 709.10 0.00 0.00 0.00 -- 0.00 0.00 --- 0.000
4.20 38,689 709.20 0.00 0.00 0.00 -- 0.00 0.00 --- -- - - 0.000
4.30 39,873 709.30 0.00 0.00 0.00 --- 0.00 0.00 0.000
4.40 41,058 709.40 0.00 0.00 0.00 --- 0.00 0.00 --- --- -- --- 0.000
4.50 42,243 709.50 0.00 0.00 0.00 --- 0.00 0.00 - -- - - 0.000
4.60 43,427 709.60 0.00 0.00 0.00 --- 0.00 0.00 --- --- -- -- 0.000
4.70 44,612 709.70 0.00 0.00 0.00 - 0.00 0.00 -- -- -- --- 0.000
4.80 45,797 709.80 0.00 0.00 0.00 w 0.00 0.00 --- - -- -- 0.000
4.90 46,981 709.90 0.00 0.00 0.00 --- 0.00 0.00 --- --- -- - 0.000
5.00 48,166 710.00 0.00 0.00 0.00 --- 0.00 0.00 -- - -- - 0.000
5.10 49,475 710.10 0.00 0.00 0.00 --- 0.00 0.00 0.000
5.20 50,783 710.20 0.00 0.00 0.00 --- 0.00 0.00 -- - - -- 0.000
5.30 52,092 710.30 0.00 0.00 0.00 --- 0.00 0.00 --- - -- - 0.000
5.40 53,401 710.40 0.00 0.00 0.00 --- 0.00 0.00 -- - -- -- 0.000
5.50 54,710 710.50 0.00 0.00 0.00 --- 0.00 0.00 -- - -- -- 0.000
5.60 56,018 710.60 0.00 0.00 0.00 --- 0.00 0.00 --- - -- -- 0.000
5.70 57,327 710.70 0.00 0.00 0.00 --- 0.00 0.00 -- - - - 0.000
5.80 58,636 710.80 0.00 0.00 0.00 --- 0.00 0.00 --- - - -- 0.000
5.90 59,944 710.90 0.00 0.00 0.00 --- 0.00 0.00 -- --- --- --- 0.000
6.00 61,253 711.00 0.00 0.00 0.00 --- 0.00 0.00 --- -- -- - 0.000
6.05 62,013 711.05 0.00 0.00 0.00 --- 0.00 0.00 --- -- --- --- 0.000
6.10 62,774 711.10 0.00 0.00 0.00 --- 0.00 0.00 -- - -- -- 0.000
6.15 63,534 711.15 0.00 0.00 0.00 -- 0.00 0.00 --- --- --- --- 0.000
6.20 64,295 711.20 0.00 0.00 0.00 --- 0.00 0.00 - -- -- --- 0.000
6.25 65,055 711.25 0.00 0.00 0.00 --- 0.00 0.00 --- -- --- --- 0.000
6.30 65,816 711.30 0.00 0.00 0.00 --- 0.00 0.00 --- -- - - 0.000
6.35 66,576 711.35 0.00 0.00 0.00 --- 0.00 0.00 --- -- - - 0.000
6.40 67,336 711.40 0.00 0.00 0.00 -- 0.00 0.00 --- --- --- - 0.000
6.45 68,097 711.45 0.00 0.00 0.00 --- 0.00 0.00 -- -- --- --- 0.000
6.50 68,857 711.50 0.00 0.00 0.00 -- 0.00 0.00 - - -- - 0.000
6.55 69,764 711.55 0.00 iC 0.00 1C 0.00 --- 0.00 0.00 --- --- --- --- 0.005
6.60 70,670 711.60 0.02 1s 0.02 is 0.00 --- 0.00 0.00 --- --- --- --- 0.018
6.65 71,577 711.65 0.04 iC 0.04 is 0.00 --- 0.00 0.00 --- -- -- -- 0.035
6.70 72,483 711.70 0.06 is 0.05 is 0.00 --- 0.00 0.00 --- --- --- --- 0.051
6.75 73,390 711.75 0.06 1s 0.06 is 0.00 --- 0.00 0.00 --- -- -- - 0.063
6.80 74,296 711.80 0.07 is 0.07 iC 0.00 --- 0.00 0.00 --- -- - --- 0.073
6.85 75,203 711.85 0.08 is 0.08 is 0.00 --- 0.00 0.00 --- --- --- - 0.081
6.90 76,109 711.90 0.09 is 0.09 is 0.00 --- 0.00 0.00 -- --- --- - 0.087
6.95 77,016 711.95 0.09 iC 0.09 is 0.00 -- 0.00 0.00 --- -- -- - 0.094
7.00 77,923 712.00 0.11 is 0.1010 0.00 --- 0.00 0.00 --- - -- - 0.101
7.10 79,974 712.10 0.12 is 0.11 is 0.00 -- 0.00 0.00 -- - -- -- 0.112
7.20 82,025 712.20 0.13 1s 0.12 is 0.00 --- 0.00 0.00 --- --- --- -- 0.123
7.30 84,076 712.30 0.13 is 0.13 is 0.00 -- 0.00 0.00 --- --- - -- 0.133
7.40 86,127 712.40 0.15 is 0.14 is 0.00 --- 0.00 0.00 -- --- --- - 0.142
7.50 88,178 712.50 0.15 is 0.15 1s 0.00 -- 0.00 0.00 --- --- --- --- 0.151
7.60 90,229 712.60 0.16 is 0.16 is 0.00 --- 0.00 0.00 --- - - - 0.159
7.70 92,280 712.70 0.17 is 0.17 is 0.00 --- 0.00 0.00 -- -- -- -- 0.167
7.80 94,331 712.80 0.18 is 0.17 is 0.00 --- 0.00 0.00 --- --- --- -- 0.175
7.90 96,382 712.90 0.18 is 0.1810 0.00 --- 0.00 0.00 --- --- -- - 0.182
8.00 98,433 713.00 0.20 iC 0.19 iC 0.00 --- 0.00 0.00 -- --- --- -- 0.189
8.10 100,675 713.10 0.24 is 0.19 is 0.04 is --- 0.00 0.00 --- --- -- -- 0.239
8.20 102,917 713.20 0.38 is 0.20 iC 0.18 is --- 0.00 0.00 -- - -- - 0.376
8.30 105,160 713.30 0.60 is 0.20 is 0.37 is --- 0.00 0.00 --- - --- --- 0.573
8.40 107,402 713.40 0.85 is 0.20 iC 0.64 is --- 0.00 0.00 --- --- --- -- 0.848
8.50 109,645 713.50 1.20 is 0.21 is 0.95 iC -- 0.00 0.00 - --- --- -- 1.150
Continues on next page...
SWM/BMP#3
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Civ B Civ C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
8.60 111,887 713.60 1.56 is 0.21 is 1.30 is --- 0.00 0.00 1.508
8.70 114,130 713.70 1.90 is 0.21 is 1.69 is --- 0.00 0.00 ___ ___ W 1.898
8.80 116,372 713.80 2.28 is 0.21 is 2.05 is --- 0.00 0.00 --- --- --- --- 2.264
8.90 118,615 713.90 2.70 is 0.22 is 2.40 is --- 0.00 0.00 --- -- --- -- 2.620
9.00 120,857 714.00 2.92 is 0.22 is 2.67 is -- 0.00 0.00 2.894
9.10 123,297 714.10 3.15 is 0.22 is 2.93 is -- 0.00 0.00 3.153
9.20 125,737 714.20 3.39 is 0.23 is 3.16 is --- 0.00 0.00 --- --- -- --- 3.392
9.30 128,177 714.30 3.64 is 0.23 is 3.38 is -- 0.00 0.00 -- --- -- -- 3.614
9.40 130,617 714.40 3.90 is 0.24 is 3.59 is --- 0.00 0.00 --- --- --- -- 3.823
9.50 133,057 714.50 4.03 is 0.24 is 3.78 is --- 0.00 0.00 --- --- --- --- 4.022
9.60 135,497 714.60 4.30 is 0.24 is 3.97 is --- 0.00 0.00 --- -- --- --- 4.210
9.70 137,937 714.70 4.44 is 0.25 is 4.14 is --- 0.00 0.00 -- -- -- --- 4.391
9.80 140,377 714.80 4.58 is 0.25 is 4.31 is --- 0.00 0.00 - --- -- -- 4.565
9.90 142,817 714.90 4.73 is 0.26 is 4.47 is --- 0.00 0.00 -- --- - --- 4.732
10.00 145,258 715.00 4.89 is 0.26 is 4.63 is --- 0.00 0.00 -- - --- -- 4.893
10.10 147,901 715.10 5.05 is 0.27 is 4.78 is --- 0.00 0.00 --- -- --- --- 5.049
10.20 150,545 715.20 5.31 is 0.27 is 4.93 is --- 0.00 0.00 --- -- --- --- 5.201
10.30 153,189 715.30 5.35 is 0.27 is 5.07 is - 0.00 0.00 --- --- --- --- 5.348
10.40 155,833 715.40 5.49 is 0.28 is 5.21 is -- 0.00 0.00 ___ 5.491
10.50 158,477 715.50 5.63 is 0.28 is 5.35 is --- 0.00 0.00 --- --- --- --- 5.630
10.60 161,120 715.60 5.77 is 0.29 is 5.48 is --- 0.00 0.00 --- -- -- --- 5.767
10.70 163,764 715.70 5.91 is 0.29 is 5.61 is -- 0.00 0.00 -- --- --- --- 5.900
10.80 166,408 715.80 6.06 is 0.30 is 5.73 is --- 0.00 0.00 --- - - --- 6.030
10.90 169,052 715.90 6.22 is 0.30 is 5.86 is --- 0.00 0.00 --- -- --- --- 6.157
11.00 171,696 716.00 6.37 is 0.30 is 5.98 is -- 0.00 0.00 --- --- --- - 6.281
11.10 174,549 716.10 6.40 is 0.31 is 6.10 is --- 0.00 0.00 -- - --- - 6.404
11.20 177,403 716.20 6.53 is 0.31 is 6.21 is -- 0.00 0.00 --- -- --- -- 6.524
11.30 180,257 716.30 6.69 is 0.31 is 6.33 is --- 0.00 0.00 --- -- --- --- 6.642
11.40 183,110 716.40 6.85 is 0.32 is 6.44 is --- 0.00 0.00 --- --- -- -- 6.757
11.50 185,964 716.50 6.87 is 0.32 is 6.55 is --- 0.00 0.00 - -- --- -- 6.871
11.60 188,817 716.60 8.60 is 0.32 is 6.66 is --- 1.52 0.00 -- -- -- --- 8.493
11.70 191,671 716.70 11.43 is 0.31 is 6.76 is -- 4.29 0.00 --- - -- -- 11.36
11.80 194,525 716.80 15.05 is 0.30 is 6.87 is --- 7.88 0.00 --- --- -- --- 15.05
11.90 197,378 716.90 18.80 is 0.28 is 6.39 is --- 12.13 0.00 --- - -- --- 18.80
12.00 200,232 717.00 22.85 is 0.24 is 5.63 is -- 16.97 0.00 --- --- --- --- 22.85
12.10 203,302 717.10 27.00 is 0.20 is 4.50 is --- 22.31 0.00 -- --- --- -- 27.00
12.20 206,371 717.20 30.61 is 0.13 is 2.94 is -- 27.55s 0.00 --- --- -- -- 30.61
12.30 209,441 717.30 31.70 is 0.10 is 2.41 is --- 29.18s 0.00 --- -- --- --- 31.70
12.40 212,511 717.40 32.44 is 0.09 is 2.07 is --- 30.28s 0.00 --- --- --- --- 32.44
12.50 215,580 717.50 33.03 is 0.08 is 1.82 is -- 31.13s 0.00 -- --- --- 33.03
12.60 218,650 717.60 33.54 is 0.07 is 1.61 is --- 31.85 s 0.00 -- -- --- --- 33.54
12.70 221,720 717.70 34.00 is 0.06 is 1.45 is -- 32.48s 0.00 --- --- -- --- 34.00
12.80 224,789 717.80 34.42 is 0.06 is 1.32 is -- 33.04s 0.00 --- --- --- --- 34.42
12.90 227,859 717.90 34.82 is 0.05 is 1.20 is --- 33.55s 0.00 --- --- --- --- 34.81
13.00 230,929 718.00 35.19 is 0.05 is 1.11 is --- 34.04s 0.00 --- --- --- -- 35.19
13.10 234,220 718.10 35.56 is 0.04 is 1.02 is --- 34.47s 1.90 --- --- --- --- 37.44
13.20 237,512 718.20 35.91 is 0.04 is 0.95 is --- 34.92s 5.37 --- -- - - --- 41.28
13.30 240,804 718.30 36.25 is 0.04 is 0.89 is --- 35.31 s 9.86 --- -- --- --- 46.09
13.40 244,096 718.40 36.59 is 0.04 is 0.83 is --- 35.69s 15.17 --- --- --- -- 51.74
13.50 247,388 718.50 36.91 is 0.03 is 0.78 is -- 36.09s 21.21 --- -- --- -- 58.12
13.60 250,680 718.60 37.24 is 0.03 is 0.74 is --- 36.44s 27.88 ___ ___ ___ ___ 65.09
13.70 253,971 718.70 37.56 is 0.03 is 0.70 is --- 36.80s 35.13 --- --- --- --- 72.65
13.80 257,263 718.80 37.87 is 0.03 is 0.66 is --- 37.13s 42.92 --- --- --- --- 80.74
13.90 260,555 718.90 38.18 is 0.03 is 0.63 is --- 37.48s 51.21 -- -- --- --- 89.35
14.00 263,847 719.00 38.49 is 0.03 is 0.60 is --- 37.82s 60.00 --- --- --- -- 98.44
14.10 267,367 719.10 38.79 is 0.02 is 0.57 is --- 38.14s 69.22 --- --- --- --- 107.96
14.20 270,887 719.20 39.09 is 0.02 is 0.55 is --- 38.46s 78.87 --- --- - --- 117.90
14.30 274,408 719.30 39.38 is 0.02 is 0.53 is -- 38.80s 88.93 --- --- --- --- 128.27
14.40 277,928 719.40 39.68 is 0.02 is 0.51 is --- 39.11s 99.38 --- --- -- -- 139.02
14.50 281,448 719.50 39.97 is 0.02 is 0.49 is --- 39.39s 110.21 --_ 150.11
14.60 284,968 719.60 40.26 is 0.02 is 0.47 is --- 39.68s 121.42 --- --- --- --- 161.59
14.70 288,488 719.70 40.54 is 0.02 is 0.45 is --- 40.02s 132.97 --- --- --- --- 173.47
14.80 292,009 719.80 40.83 is 0.02 is 0.44 is --- 40.31 s 144.87 --- --- --- --- 185.64
14.90 295,529 719.90 41.11 is 0.02 is 0.42 is --- 40.60s 157.11 --- -- --- --- 198.15
15.00 299,049 720.00 41.39 is 0.02 is 0.41 is --- 40.84s 169.71 --- --- --- --- 210.97
...End
Pond Report
Hydraflow Hydrographs by Intellsolve v9.23 Thursday, Jul 9, 2009
Pond No. 2 - SWM / BMP # 3 - FULL
Pond Data
Contours - User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 705.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cult)
0.00 705.00 7,084 0 0
1.00 706.00 8,024 7,554 7,554
2.00 707.00 9,029 8,527 16,081
3.00 708.00 10,103 9,566 25,647
4.00 709.00 11,243 10,673 36,320
5.00 710.00 12,450 11,847 48,166
6.00 711.00 13,724 13,087 61,253
6.50 711.50 16,693 7,604 68,857
7.00 712.00 19,568 9,065 77,923
8.00 713.00 21,452 20,510 98,433
9.00 714.00 23,397 22,425 120,857
10.00 715.00 25,404 24,401 145,258
11.00 716.00 27,472 26,438 171,696
12.00 717.00 29,601 28,537 200,232
13.00 718.00 31,792 30,697 230,929
14.00 719.00 34,045 32,919 263,847
15.00 720.00 36,359 35,202 299,049
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 24.00 12.00 12.00 0.00 Crest Len (ft) = 16.00 20.00 0.00 0.00
Span (in) = 24.00 12.00 12.00 0.00 Crest El. (ft) = 716.50 718.00 0.00 0.00
No. Barrels = 1 1 4 0 Weir Coeff. = 3.00 3.00 3.33 3.33
Invert El. (ft) = 711.50 713.00 715.00 0.00 Weir Type = Riser Ciplti --- ---
Length (ft) = 80.00 0.00 0.00 0.00 Multi-Stage = Yes No No No
Slope (%) = 1.87 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Contour)
Multi-Stage = n/a Yes Yes No TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (tc) and submergence (s).
Stage / Storage / Discharge Table
Stage Storage Elevation Civ A Civ B Civ C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft tuft ft cfs cis cis cfs cis cis cfs cfs cfs cfs cfs
0.00 0 705.00 0.00 0.00 0.00 - - 0.00 0.00 --- ---
0.10 755 705.10 0.00 0.00 0.00 --- 0.00 0.00 --- ---
0.20 1,511 705.20 0.00 0.00 0.00 --- 0.00 0.00 -- --
0.30 2,266 705.30 0.00 0.00 0.00 -- 0.00 0.00 --- ---
0.40 3,022 705.40 0.00 0.00 0.00 --- 0.00 0.00 - - - -
0.50 3,777 705.50 0.00 0.00 0.00 --- 0.00 0.00 -- --
0.60 4,532 705.60 0.00 0.00 0.00 --- 0.00 0.00 ---
0.70 5,288 705.70 0.00 0.00 0.00 --- 0.00 0.00 ---
0.80 6,043 705.80 0.00 0.00 0.00 --- 0.00 0.00 - - ---
0.90 6,799 705.90 0.00 0.00 0.00 --- 0.00 0.00 - - ---
1.00 7,554 706.00 0.00 0.00 0.00 --- 0.00 0.00 -- ---
1.10 8,407 706.10 0.00 0.00 0.00 --- 0.00 0.00 - - ---
1.20 9,259 706.20 0.00 0.00 0.00 --- 0.00 0.00 -- ---
1.30 10,112 706.30 0.00 0.00 0.00 --- 0.00 0.00 --- ---
1.40 10,965 706.40 0.00 0.00 0.00 --- 0.00 0.00 -- --
1.50 11,817 706.50 0.00 0.00 0.00 --- 0.00 0.00 -- --
1.60 12,670 706.60 0.00 0.00 0.00 --- 0.00 0.00 --- ---
1.70 13,523 706.70 0.00 0.00 0.00 -- 0.00 0.00 --- -
1.80 14,375 706.80 0.00 0.00 0.00 --- 0.00 0.00 -- --
1.90 15,228 706.90 0.00 0.00 0.00 --- 0.00 0.00 ---
2.00 16,081 707.00 0.00 0.00 0.00 --- 0.00 0.00 -- ---
2.10 17,037 707.10 0.00 0.00 0.00 --- 0.00 0.00 -- ---
2.20 17,994 707.20 0.00 0.00 0.00 --- 0.00 0.00 --- ---
2.30 18,950 707.30 0.00 0.00 0.00 -- 0.00 0.00 --- ---
2.40 19,907 707.40 0.00 0.00 0.00 --- 0.00 0.00 --- ---
-- - 0.000
- --- 0.000
--- --- 0.000
0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
-- -- 0.000
- --- 0.000
- - --- 0.000
--- --- 0.000
--- --- 0.000
--- --- 0.000
-- - 0.000
--- --- 0.000
°-- -- 0.000
--- - 0.000
- -- 0.000
-- - - 0.000
--- --- 0.000
- - - 0.000
--- --- 0.000
--- --- 0.000
Continues on next page...
SWM / BMP # 3 - FULL
Stage / Storage / Discharge Table
Stage Storage Elevation Civ A Clv B Civ C PrfRsr Wr A Wr B Wr C MID Exfll User Total
ft cult ft cis cfs cis cfs cfs cfs cis cis cis cfs cis
2.50 20,864 707.50 0.00 0.00 0.00 --- 0.00 0.00 --- 0.000
2.60 21,820 707.60 0.00 0.00 0.00 - 0.00 0.00 --- --- -- - - 0.000
2.70 22,777 707.70 0.00 0.00 0.00 - 0.00 0.00 -- --- -- -- 0.000
2.80 23,733 707.80 0.00 0.00 0.00 -- 0.00 0.00 --- --- --- --- 0.000
2.90 24,690 707.90 0.00 0.00 0.00 -- 0.00 0.00 - - - --- --- 0.000
3.00 25,647 708.00 0.00 0.00 0.00 -- 0.00 0.00 -- --- -- --- 0.000
3.10 26,714 708.10 0.00 0.00 0.00 -- 0.00 0.00 --- --- - - -- 0.000
3.20 27,781 708.20 0.00 0.00 0.00 - - 0.00 0.00 -- -- --- - - 0.000
3.30 28,848 708.30 0.00 0.00 0.00 --- 0.00 0.00 0.000
3.40 29,916 708.40 0.00 0.00 0.00 --- 0.00 0.00 -- --- --- -- 0.000
3.50 30,983 708.50 0.00 0.00 0.00 --- 0.00 0.00 -- -- -- --- 0.000
3.60 32,050 708.60 0.00 0.00 0.00 - 0.00 0.00 - - --- - - --- 0.000
3.70 33,118 708.70 0.00 0.00 0.00 - 0.00 0.00 -- -- --- -- 0.000
3.80 34,185 708.80 0.00 0.00 0.00 - 0.00 0.00 - - - - - --- 0.000
3.90 35,252 708.90 0.00 0.00 0.00 -- 0.00 0.00 - - - - --- --- 0.000
4.00 36,320 709.00 0.00 0.00 0.00 --- 0.00 0.00 - - --- --- --- 0.000
4.10 37,504 709.10 0.00 0.00 0.00 -- 0.00 0.00 -- --- --- -- 0.000
4.20 38,689 709.20 0.00 0.00 0.00 --- 0.00 0.00 - --- --- --- 0.000
4.30 39,873 709.30 0.00 0.00 0.00 --- 0.00 0.00 - - --- --- --- 0.000
4.40 41,058 709.40 0.00 0.00 0.00 - 0.00 0.00 - - - - -- -- 0.000
4.50 42,243 709.50 0.00 0.00 0.00 - 0.00 0.00 -- - - --- --- 0.000
4.60 43,427 709.60 0.00 0.00 0.00 - 0.00 0.00 - --- - - --- 0.000
4.70 44,612 709.70 0.00 0.00 0.00 --- 0.00 0.00 -- --- -- -- 0.000
4.80 45,797 709.80 0.00 0.00 0.00 -- 0.00 0.00 --- 0.000
4.90 46,981 709.90 0.00 0.00 0.00 -- 0.00 0.00 --- --- -- --- 0.000
5.00 48,166 710.00 0.00 0.00 0.00 -- 0.00 0.00 -- - --- --- 0.000
5.10 49,475 710.10 0.00 0.00 0.00 --- 0.00 0.00 -- -- --- --- 0.000
5.20 50,783 710.20 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
5.30 52,092 710.30 0.00 0.00 0.00 -- 0.00 0.00 -- --- --- --- 0.000
5.40 53,401 710.40 0.00 0.00 0.00 --- 0.00 0.00 -- --- --- --- 0.000
5.50 54,710 710.50 0.00 0.00 0.00 -- 0.00 0.00 --- --- - -- 0.000
5.60 56,018 710.60 0.00 0.00 0.00 --- 0.00 0.00 - -- --- -- 0.000
5.70 57,327 710.70 0.00 0.00 0.00 --- 0.00 0.00 __- --_ _-- 0.000
5.80 58,636 710.80 0.00 0.00 0.00 --- 0.00 0.00 - --- --- --- 0.000
5.90 59,944 710.90 0.00 0.00 0.00 --- 0.00 0.00 - --- - - 0.000
6.00 61,253 711.00 0.00 0.00 0.00 --- 0.00 0.00 -- --- --- --- 0.000
6.05 62,013 711.05 0.00 0.00 0.00 --- 0.00 0.00 -_ M -_ -_ 0.000
6.10 62,774 711.10 0.00 0.00 0.00 -- 0.00 0.00 --- --- --- --- 0.000
6.15 63,534 711.15 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- - - 0.000
6.20 64,295 711.20 0.00 0.00 0.00 --- 0.00 0.00 - --- - --- 0.000
6.25 65,055 711.25 0.00 0.00 0.00 --- 0.00 0.00 - --- --- -- 0.000
6.30 65,816 711.30 0.00 0.00 0.00 --- 0.00 0.00 - --- --- --- 0.000
6.35 66,576 711.35 0.00 0.00 0.00 --- 0.00 0.00 - - --- --- 0.000
6.40 67,336 711.40 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
6.45 68,097 711.45 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
6.50 68,857 711.50 0.00 0.00 0.00 --- 0.00 0.00 -- - - --- --- 0.000
6.55 69,764 711.55 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
6.60 70,670 711.60 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
6.65 71,577 711.65 0.00 0.00 0.00 --- 0.00 0.00 --- -- --- --- 0.000
6.70 72,483 711.70 0.00 0.00 0.00 --- 0.00 0.00 - - --- --- 0.000
6.75 73,390 711.75 0.00 0.00 0.00 --- 0.00 0.00 - - - -- 0.000
6.80 74,296 711.80 0.00 0.00 0.00 --- 0.00 0.00 --- - --- --- 0.000
6.85 75,203 711.85 0.00 0.00 0.00 --- 0.00 0.00 --- --- -- --- 0.000
6.90 76,109 711.90 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
6.95 77,016 711.95 0.00 0.00 0.00 --- 0.00 0.00 - - - - --- 0.000
7.00 77,923 712.00 0.00 0.00 0.00 --- 0.00 0.00 -- - --- --- 0.000
7.10 79,974 712.10 0.00 0.00 0.00 -- 0.00 0.00 - -- --- --- 0.000
7.20 82,025 712.20 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
7.30 84,076 712.30 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- -- 0.000
7.40 86,127 712.40 0.00 0.00 0.00 --- 0.00 0.00 --- -- --- --- 0.000
7.50 88,178 712.50 0.00 0.00 0.00 --- 0.00 0.00 - --- --- --- 0.000
7.60 90,229 712.60 0.00 0.00 0.00 --- 0.00 0.00 -- --- --- --- 0.000
7.70 92,280 712.70 0.00 0.00 0.00 --- 0.00 0.00 -- -- - --- 0.000
7.80 94,331 712.80 0.00 0.00 0.00 --- 0.00 0.00 --- - -- -- 0.000
7.90 96,382 712.90 0.00 0.00 0.00 --- 0.00 0.00 --- --- --- --- 0.000
8.00 98,433 713.00 0.00 0.00 0.00 -- 0.00 0.00 --- --- --- --- 0.000
8.10 100,675 713.10 0.05 is 0.04 is 0.00 - 0.00 0.00 --- -- --- --- 0.044
8.20 102,917 713.20 0.18 is 0.18 is 0.00 - 0.00 0.00 --- -- --- --- 0.178
8.30 105,160 713.30 0.38 is 0.37 is 0.00 --- 0.00 0.00 --- --- -- --- 0.372
8.40 107,402 713.40 0.64 is 0.64 is 0.00 --- 0.00 0.00 --- - --- --- 0.645
8.50 109,645 713.50 0.95 is 0.95 is 0.00 --- 0.00 0.00 --- - -- -- 0.945
Continues on next page...
SWM / BMP # 3 - FULL
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cult ft cfs cfs cfs cfs cis cis cfs cfs cis cis cis
8.60 111,887 713.60 1.34 is 1.30 is 0.00 - 0.00 0.00 --- - -- -- 1.301
8.70 114,130 713.70 1.73 is 1.69 is 0.00 -- 0.00 0.00 1.688
8.80 116,372 713.80 2.08 is 2.05 is 0.00 0.00 0.00 2.051
8.90 118,615 713.90 2.40 is 2.40 is 0.00 -- 0.00 0.00 - --- -- -- 2.404
9.00 120,857 714.00 2.70 is 2.67 is 0.00 --- 0.00 0.00 - --- --- --- 2.674
9.10 123,297 714.10 2.93 is 2.93 is 0.00 -- 0.00 0.00 --- -- -- 2.929
9.20 125,737 714.20 3.16 is 3.16 is 0.00 -- 0.00 0.00 --- --- -- -- 3.163
9.30 128,177 714.30 3.39 is 3.38 is 0.00 --- 0.00 0.00 --- -- --- 3.382
9.40 130,617 714.40 3.64 is 3.59 is 0.00 --- 0.00 0.00 -- -- -- --- 3.587
9.50 133,057 714.50 3.78 is 3.78 is 0.00 --- 0.00 0.00 --- --- --- --- 3.781
9.60 135,497 714.60 4.03 is 3.97 is 0.00 -- 0.00 0.00 -- --- -- -- 3.965
9.70 137,937 714.70 4.17 is 4.14 is 0.00 --- 0.00 0.00 --- --- --- --- 4.142
9.80 140,377 714.80 4.31 is 4.31 is 0.00 --- 0.00 0.00 ___ 4.311
9.90 142,817 714.90 4.47 is 4.47 is 0.00 --- 0.00 0.00 --- -- -- -- 4.474
10.00 145,258 715.00 4.72 is 4.63 is 0.00 --- 0.00 0.00 --- -- --- --- 4.631
10.10 147,901 715.10 5.01 is 4.78 is 0.18 is --- 0.00 0.00 --- - --- -- 4.959
10.20 150,545 715.20 5.64 is 4.93 is 0.71 is -- 0.00 0.00 --- - -- -- 5.641
10.30 153,189 715.30 6.56 is 5.07 is 1.49 is --- 0.00 0.00 -- --- --- - 6.561
10.40 155,833 715.40 7.80 is 5.21 is 2.58 is --- 0.00 0.00 - -- --- -- 7,792
10.50 158,477 715.50 9.23 is 5.35 is 3.78 is -- 0.00 0.00 --- --- --- --- 9,128
10.60 161,120 715.60 10.73 is 5.48 is 5.20 is --- 0.00 0.00 -- -- --- --- 10.68
10.70 163,764 715.70 12.36 is 5.61 is 6.75 is -- 0.00 0.00 -- --- --- --- 12.36
10.80 166,408 715.80 13.97 is 5.73 is 8.21 is --- 0.00 0.00 --- - - - -- 13.94
10.90 169,052 715.90 15.43 is 5.81 is 9.62 is -- 0.00 0.00 --- -- - --- 15.43
11.00 171,696 716.00 16.45 is 5.76 is 10.69 is --- 0.00 0.00 --- -- -- --- 16.45
11.10 174,549 716.10 17.42 is 5.70 is 11.72 is --- 0.00 0.00 --- --- --- -- 17.42
11.20 177,403 716.20 18.31 is 5.65 is 12.65 is --- 0.00 0.00 -- -- --- --- 18.31
11.30 180,257 716.30 19.14 is 5.61 is 13.53 is -- 0.00 0.00 --- --- -- -- 19.13
11.40 183,110 716.40 19.91 is 5.57 is 14.35 is --- 0.00 0.00 -- - -- --- 19.91
11.50 185,964 716.50 20.65 is 5.53 is 15.12 is --- 0.00 0.00 --- --- - --- 20.65
11.60 188,817 716.60 22.56 is 5.18 is 15.86 is --- 1.51 0.00 --- --- -- --- 22.56
11.70 191,671 716.70 25.32 is 4.47 is 16.57 is --- 4.29 0.00 --- --- -- - 25.32
11.80 194,525 716.80 27.26 is 3.88 is 15.51 is --- 7.88 0.00 --- -- -- -- 27,26
11.90 197,378 716.90 28.79 is 3.33 is 13.33 is -- 12.13 0.00 --- --- --- --- 28,79
12.00 200,232 717.00 30.27 is 2.66 is 10.64 is -- 16.96s 0.00 --- --- --- -- 30.27
12.10 203,302 717.10 31.16 is 2.26 is 9.03 is --- 19.87s 0.00 -- --- --- -- 31.16
12.20 206,371 717.20 31.82 is 1.98 is 7.91 is -- 21.93s 0.00 31.82
12.30 209,441 717.30 32.38 is 1.76 is 7.03 is --- 23.58s 0.00 --- --- - --- 32.38
12.40 212,511 717.40 32.88 is 1.58 is 6.32 is --- 24.97s 0.00 - -- -- -- 32.87
12.50 215,580 717.50 33.33 is 1.43 is 5.72 is --- 26.17s 0.00 -- - -- -- 33.32
12.60 218,650 717.60 33.75 is 1.31 is 5.22 is --- 27.22s 0.00 -- --- --- --- 33.75
12.70 221,720 717.70 34.15 is 1.20 is 4.80 is --- 28.16s 0.00 --- --- --- -- 34.15
12.80 224,789 717.80 34.54 is 1.11 is 4.43 is --- 28.99s 0.00 --- --- --- --- 34.53
12.90 227,859 717.90 34.91 is 1.03 is 4.11 is --- 29.76s 0.00 --- --- --- --- 34.90
13.00 230,929 718.00 35.26 is 0.96 is 3.83 is --- 30.47s 0.00 --- -- --- --- 35.25
13.10 234,220 718.10 35.61 is 0.89 is 3.58 is --- 31.12s 1.90 --- --- --- -- 37.49
13.20 237,512 718.20 35.95 is 0.84 is 3.36 is --- 31.74s 5.36 -- -- -- --- 41.31
13.30 240,804 718.30 36.29 is 0.79 is 3.16 is --- 32.31 s 9.86 -- --- --- --- 46.12
13.40 244,096 718.40 36.62 is 0.75 is 2.99 is --- 32.86s 15.17 --- --- --- -- 51.77
13.50 247,388 718.50 36.94 is 0.71 is 2.83 is -- 33.37s 21.21 --- -- --- --- 58.12
13.60 250,680 718.60 37.26 is 0.67 is 2.69 is --- 33.88s 27.88 --- --- --- --- 65.11
13.70 253,971 718.70 37.57 is 0.64 is 2.56 is --- 34.35s 35.13 --- --- --- --- 72,67
13.80 257,263 718.80 37.88 is 0.61 is 2.44 is --- 34.79s 42.92 --- --- --- --- 80.75
13.90 260,555 718.90 38.19 is 0.58 is 2.33 is --- 35.25s 51.21 -- --- --- -- 89,38
14.00 263,847 719.00 38.50 is 0.56 is 2.23 is --- 35.65s 60.00 --- -- -- --- 98.43
14.10 267,367 719.10 38.80 is 0.54 is 2.14 is -- 36.11s 69.22 --- --- --- --- 108.00
14.20 270,887 719.20 39.10 is 0.51 is 2.05 is --- 36.46s 78.87 --- --- -- --- 117.90
14.30 274,408 719.30 39.39 is 0.49 is 1.97 is --- 36.86s 88.93 --- --- --- - 128.25
14.40 277,928 719.40 39.68 is 0.48 is 1.90 is -- 37.25s 99.38 --- -- - -- 139.01
14.50 281,448 719.50 39.97 is 0.46 is 1.84 is --- 37.66s 110.21 --- --- --- --- 150.17
14.60 284,968 719.60 40.26 is 0.44 is 1.78 is --- 38.04s 121.41 --- --- --- -- 161.68
14.70 288,488 719.70 40.55 is 0.43 is 1.71 is --- 38.31s 132.97 --- --- --- --- 173.43
14.80 292,009 719.80 40.83 is 0.41 is 1.66 is --- 38.68s 144.87 --- --- --- --- 185.63
14.90 295,529 719.90 41.11 is 0.40 is 1.60 is --- 38.97s 157.11 --- --- --- --- 198.09
15.00 299,049 720.00 41.39 is 0.39 is 1.56 is -- 39.37s 169.71 - --- --- -- 211.02
...End
Pond Report
Hydraflow Hydrographs by Intelisolve v9.23 Thursday, Jul 9, 2009
Pond No. 10 - BMP # 3 FOREBAY
Pond Data
Contours - User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 705.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cult) Total storage (cuft)
0.00 705.00 853 0 0
1.00 706.00 1,115 984 984
2.00 707.00 1,411 1,263 2,247
3.00 708.00 1,743 1,577 3,824
4.00 709.00 2,109 1,926 5,750
5.00 710.00 2,510 2,310 8,060
6.00 711.00 2,946 2,728 10,788
6.50 711.50 3,932 1,720 12,507
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 0.00 0.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00
Span (in) = 0.00 0.00 0.00 0.00 Crest El. (ft) = 0.00 0.00 0.00 0.00
No. Barrels = 0 0 0 0 Weir Coeff. = 3.33 3.33 3.33 3.33
Invert El. (ft) = 0.00 0.00 0.00 0.00 Weir Type = - -- -- --
Length (ft) = 0.00 0.00 0.00 0.00 Multi-Stage = No No No No
Slope (%) = 0.00 0.00 0.00 n/a
N-Value = .013 .013 .013 n/a
Orifice Coeff. = 0.60 0.60 0.60 0.60 Exfil.(in/hr) = 0.000 (by Contour)
Multi-Stage = n/a No No No TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (Ic) and submergence (s).
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrtRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cult ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cis
0.00 0 705.00 --- -- --- --- - --- --- - --- - 0.000
1.00 984 706.00 --- --- --- --- --- --- --- --- --- -- 0.000
2.00 2,247 707.00 -- -- --- --- --- --- --- --- --- --- 0.000
3.00 3,824 708.00 --- --- --- -- --- --- --- -- --- --- 0.000
4.00 5,750 709.00 --- - --- --- --- -- -- -- - - 0.000
5.00 8,060 710.00 --- --- --- --- -_- __- W _ ___ ___ 0.000
6.00 10,788 711.00 --- -- --- --- --- --- --- - - - 0.000
6.50 12,507 711.50 --- --- -- --- --- - -- --- --- - 0.000
Pond Report
Hydraflow Hydrographs by Intelisolve v9.23 Thursday, Jul 9, 2009
Pond No. 11 - BMP # 3 _ MAIN POOL
Pond Data
Contours - User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 705.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cult) Total storage (cuft)
0.00 705.00 6,231 0 0
1.00 706.00 6,909 6,570 6,570
2.00 707.00 7,618 7,264 13,834
3.00 708.00 8,360 7,989 21,823
4.00 709.00 9,134 8,747 30,570
5.00 710.00 9,940 9,537 40,107
6.00 711.00 10,778 10,359 50,466
6.50 711.50 12,761 5,885 56,350
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 0.00 0.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00
Span (in) = 0.00 0.00 0.00 0.00 Crest El. (ft) = 0.00 0.00 0.00 0.00
No. Barrels = 0 0 0 0 Weir Coeff. = 0.00 0.00 0.00 0.00
Invert El. (ft) = 0.00 0.00 0.00 0.00 Weir Type = --- - - --- --
Length (ft) = 0.00 0.00 0.00 0.00 Multi-Stage = No No No No
Slope (%) = 0.00 0.00 0.00 n/a
N-Value = .000 .000 .000 n/a
Orifice Coeff. = 0.00 0.00 0.00 0.00 Exfil.(in/hr) = 0.000 (by Contour)
Multi-Stage = n/a No No No TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cis cfs cis cfs cfs cis cis cfs cfs cfs cfs
0.00 0 705.00 --- --- ___ __- ___ ___ ___ 0.000
1.00 6,570 706.00 --- --- -- -- --- --- --- --- ___ 0.000
2.00 13,834 707.00 --- --- --- --- --- --- --- --- - 0.000
3.00 21,823 708.00 --- --- --- --- -- --- --- - --- --- 0.000
4.00 30,570 709.00 --- --- _-_ ___ --- 0.000
5.00 40,107 710.00 --- - --- - - --- --- - - -- --- --- 0.000
6.00 50,466 711.00 --- --- --- --- --- --- --- - --- 0.000
6.50 56,350 711.50 --- --- --- --- - - --- --- --- -- --- 0.000
Pond Report
Hydraflow Hydrographs by Intelisolve v9.23 Thursday, Jul 9, 2009
Pond No. 12 - BMP # 3 _ PERMANENT POOL
Pond Data
Contours - User-defined contour a reas. Average end area method used for volume cal culation. Begining Elevation = 705.00 ft
Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sgft) Incr. Storage (cuft) Total storage (cuft)
0.00 705.00 7,084 0 0
1.00 706.00 8,024 7,554 7,554
2.00 707.00 9,029 8,527 16,081
3.00 708.00 10,103 9,566 25,647
4.00 709.00 11,243 10,673 36,320
5.00 710.00 12,450 11,847 48,166
6.00 711.00 13,724 13,087 61,253
6.50 711.50 16,693 7,604 68,857
7.00 712.00 19,568 9,065 77,923
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 0.00 0.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00
Span (in) = 0.00 0.00 0.00 0.00 Crest El. (ft) = 0.00 0.00 0.00 0.00
No. Barrels = 0 0 0 0 Weir Coeff. = 0.00 0.00 0.00 0.00
Invert El. (ft) = 0.00 0.00 0.00 0.00 Weir Type = -- --- --- ---
Length (ft) = 0.00 0.00 0.00 0.00 Multi-Stage = No No No No
Slope (%) = 0.00 0.00 0.00 n/a
N-Value = .000 .000 .000 n/a
Orifice Coeff. = 0.00 0.00 0.00 0.00 Exfil.(in/hr) = 0.000 (by Contour)
Multi-Stage = n/a No No No TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (Ic) and submergence (s).
Stage / Storage / Discharge Table
Stage Storage Elevation Civ A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft tuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
0.00 0 705.00 - --- --- ___ ___ ___ ___ ___ ___ ___ 0.000
1.00 7,554 706.00 -- - --- --- --- --- --- -- --- -- 0.000
2.00 16,081 707.00 --- --- --- --- --- --- --- --- --- -- 0.000
3.00 25,647 708.00 --- --- --- --- --- --- --- -- -- -- 0.000
4.00 36,320 709.00 -- --- --- --- --- --- --- --- --- --- 0.000
5.00 48,166 710.00 --- --- --- -- --- --- -- --- --- --- 0.000
6.00 61,253 711.00 --- --- -__ ___ 0.000
6.50 68,857 711.50 -- --- --- --- --- -- --- - --- --- 0.000
7.00 77,923 712.00 --- --- --- --- --- --- --- --- --- - - 0.000
Pond Report
Hydraflow Hydrographs by Intelisolve v9.23 Thursday, Jul 9, 2009
Pond No. 13 - BMP # 3 Detention Basin
Pond Data
Contours - User-defined contour areas. Average end area method used for volume calculation. Begining Elevation = 711.50 It
Stage / Storage Table
Stage (ft) Elevation (ft)
0.00 711.50
0.50 712.00
1.50 713.00
2.50 714.00
3.50 715.00
4.50 716.00
5.50 717.00
6.50 718.00
7.50 719.00
8.50 720.00
Contour area (sgft)
16,693
19,568
21,452
23,397
25,404
27,472
29,601
31,792
34,045
36,359
Incr. Storage (cult)
0
9,065
20,510
22,425
24,401
26,438
28,537
30,697
32,919
35,202
Total storage (cult)
0
9,065
29,575
52,000
76,400
102,838
131,375
162,071
194,990
230,192
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 0.00 0.00 0.00 0.00 Crest Len (ft) = 0.00 0.00 0.00 0.00
Span (in) = 0.00 0.00 0.00 0.00 Crest El. (ft) = 0.00 0.00 0.00 0.00
No. Barrels = 0 0 0 0 Weir Coeff. = 0.00 0.00 0.00 0.00
Invert El. (ft) = 0.00 0.00 0.00 0.00 Weir Type =
Length (ft) = 0.00 0.00 0.00 0.00 Multi-Stage = No No No No
Slope (%) = 0.00 0.00 0.00 n/a
N-Value = .000 .000 .000 n/a
Orifice Coeff. = 0.00 0.00 0.00 0.00 Exfil.(in/hr) = 0.000 (by Contour)
Multi-Stage = n/a No No No TW Elev. (ft) = 0.00
Note: Culvert/Orifice outflows are analyzed under inlet (ic) and outlet (oc) control. Weir risers checked for orifice conditions (ic) and submergence (s).
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total
ft cuft ft cfs cis cfs cis cfs cfs cis cfs cfs cfs cfs
0.00 0 711.50 0.000
0.50 9,065 712.00 --- --- -- --- - --- --- --- -- --- 0.000
1.50 29,575 713.00 --- -- --- --- --- --- --- --- --- 0.000
2.50 52,000 714.00 --- --- --- --- --- -- --- --- --- 0.000
3.50 76,400 715.00 --- --- --- -__ ___ 0.000
4.50 102,838 716.00 --- - --- --- --- --- -- --- --- --- 0.000
5.50 131,375 717.00 - --- --- - --- --- -- --- --- --- 0.000
6.50 162,071 718.00 --- --- - --- --- --- --- --- --- --- 0.000
7.50 194,990 719.00 --- --- --- -- --- --- --- --- --- --- 0.000
8.50 230,192 720.00 --- --- --- - - --- --- --- --- --- --- 0.000
i
/9.01

30
Outlet IW = Do + La
pip@ i
diameter (Dq).
t.a
'QRWhI 1 water < 0.5Do
`ya??til.
o? P 60" ,
ve4r
.1 wX%\ 5p i

?! a
.1
a
0
1 LO
3 5 10 20 50 100 200 500 1000
Discharge (ft3/sec)
Curves may not be extrapolated. ?-b(10 = lg t1o C-
Figure 8.06a Design of outlet protection protecti`o'n` from a round pipe flowing full, minimum tailwater condition (Tw < 0.5 diameter).
0/0 , q 1,1 f ,
<< t
D ° Ts-,
8
, / 13{
Rev. 12/93 ® 8.06.3
o0
Appendices