3746640 3746570 3746500 3746430 3746360 3746290 3746220 3746640 3746570 3746500 3746430 3746360 3746290 3746220 546930 547000 547070 547140 547210 547280 547350 547420 547490 547560 546930 547000 547070 547140 547210 547280 547350 547420 547490 547560 33° 51' 33'' N
116° 29' 34'' W
33° 51' 33'' N
116° 29' 7'' W
33° 51' 18'' N
116° 29' 34'' W
33° 51' 18'' N
116° 29' 7'' W
N
0 150 300 600 900
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 Feet
0 45 90 180 270
Meters
Map Scale: 1:3,170 if printed on A landscape (11" x 8.5") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
Spoil Area
Stony Spot
Very Stony Spot
Wet Spot
Other
Special Line Features
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:24,000.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause misunderstanding of the detail of mapping and accuracy of soil line placement. The maps do not show the small areas of contrasting soils that could have been shown at a more detailed scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator projection, which preserves direction and shape but distorts distance and area. A projection that preserves area, such as the Albers equal-area conic projection, should be used if more accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as of the version date(s) listed below.
Soil Survey Area: Riverside County, Coachella Valley Area, California
Survey Area Data: Version 14, Sep 1, 2022
Soil map units are labeled (as space allows) for map scales 1:50,000 or larger.
Date(s) aerial images were photographed: Mar 15, 2022—May 28, 2022
The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident.
Soil Map—Riverside County, Coachella Valley Area, California (TTM 38711 & 38712-VERANO)
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
6/6/2023
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI CdC Carsitas gravelly sand, 0 to 9
percent slopes
0.0 0.1%
ChC Carsitas cobbly sand, 2 to 9
percent slopes
26.5 72.1%
CkB Carsitas fine sand, 0 to 5
percent slopes
10.2 27.8%
Totals for Area of Interest 36.7 100.0%
Soil Map—Riverside County, Coachella Valley Area, California TTM 38711 & 38712-VERANO Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
6/6/2023
Riverside County, Coachella Valley Area, California
CdC—Carsitas gravelly sand, 0 to 9 percent slopes
Map Unit Setting
National map unit symbol: hkv0
Elevation: 800 feet
Mean annual precipitation: 4 inches
Mean annual air temperature: 72 to 73 degrees F
Frost-free period: 275 to 325 days
Farmland classification: Not prime farmland
Map Unit Composition
Carsitas and similar soils: 85 percent
Minor components: 15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Carsitas
Setting
Landform: Alluvial fans
Landform position (two-dimensional): Footslope
Landform position (three-dimensional): Tread
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Gravelly alluvium derived from granite Typical profile
H1 - 0 to 10 inches: gravelly sand
H2 - 10 to 60 inches: gravelly sand
Properties and qualities
Slope: 0 to 9 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Excessively drained
Runoff class: Very low
Capacity of the most limiting layer to transmit water (Ksat): High to very high (5.95 to 19.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Calcium carbonate, maximum content: 1 percent
Maximum salinity: Nonsaline to slightly saline (0.0 to 4.0 mmhos/cm)
Available water supply, 0 to 60 inches: Very low (about 3.0 inches) Interpretive groups
Land capability classification (irrigated): 4s
Land capability classification (nonirrigated): 7e
Hydrologic Soil Group: A
Ecological site: R040XD200CA - Rarely Flooded Fans
Map Unit Description: Carsitas gravelly sand, 0 to 9 percent slopes---Riverside County, Coachella Valley Area, California
TTM 38711 & 38712-VERANO
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
6/6/2023
Hydric soil rating: No
Minor Components
Myoma
Percent of map unit: 4 percent
Hydric soil rating: No
Riverwash
Percent of map unit: 4 percent
Landform: Channels
Hydric soil rating: Yes
Carsitas
Percent of map unit: 4 percent
Hydric soil rating: No
Unnamed, stony or gravelly
Percent of map unit: 3 percent
Hydric soil rating: No
Data Source Information
Soil Survey Area: Riverside County, Coachella Valley Area, California Survey Area Data: Version 14, Sep 1, 2022
Map Unit Description: Carsitas gravelly sand, 0 to 9 percent slopes---Riverside County, Coachella Valley Area, California
TTM 38711 & 38712-VERANO
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
6/6/2023
Riverside County, Coachella Valley Area, California
ChC—Carsitas cobbly sand, 2 to 9 percent slopes
Map Unit Setting
National map unit symbol: hkv3
Elevation: 800 feet
Mean annual precipitation: 4 inches
Mean annual air temperature: 72 to 73 degrees F
Frost-free period: 300 days
Farmland classification: Not prime farmland
Map Unit Composition
Carsitas and similar soils: 85 percent
Minor components: 15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Carsitas
Setting
Landform: Alluvial fans
Landform position (two-dimensional): Summit
Landform position (three-dimensional): Interfluve
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Gravelly alluvium derived from granite Typical profile
H1 - 0 to 10 inches: cobbly sand
H2 - 10 to 60 inches: gravelly sand
Properties and qualities
Slope: 2 to 9 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Excessively drained
Runoff class: Very low
Capacity of the most limiting layer to transmit water (Ksat): High to very high (5.95 to 19.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Calcium carbonate, maximum content: 1 percent
Maximum salinity: Nonsaline to slightly saline (0.0 to 4.0 mmhos/cm)
Available water supply, 0 to 60 inches: Very low (about 3.0 inches) Interpretive groups
Land capability classification (irrigated): 6s
Land capability classification (nonirrigated): 7e
Hydrologic Soil Group: A
Ecological site: R040XD200CA - Rarely Flooded Fans
Map Unit Description: Carsitas cobbly sand, 2 to 9 percent slopes---Riverside County, Coachella Valley Area, California
TTM 38711 & 38712-VERANO
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
6/6/2023
Hydric soil rating: No
Minor Components
Chuckawalla
Percent of map unit: 4 percent
Hydric soil rating: No
Riverwash
Percent of map unit: 4 percent
Landform: Channels
Hydric soil rating: Yes
Carrizo
Percent of map unit: 4 percent
Hydric soil rating: No
Unnamed
Percent of map unit: 3 percent
Hydric soil rating: No
Data Source Information
Soil Survey Area: Riverside County, Coachella Valley Area, California Survey Area Data: Version 14, Sep 1, 2022
Map Unit Description: Carsitas cobbly sand, 2 to 9 percent slopes---Riverside County, Coachella Valley Area, California
TTM 38711 & 38712-VERANO
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
6/6/2023
Riverside County, Coachella Valley Area, California
CkB—Carsitas fine sand, 0 to 5 percent slopes
Map Unit Setting
National map unit symbol: hkv4
Elevation: 800 feet
Mean annual precipitation: 4 inches
Mean annual air temperature: 72 to 73 degrees F
Frost-free period: 275 to 325 days
Farmland classification: Not prime farmland
Map Unit Composition
Carsitas and similar soils: 85 percent
Minor components: 15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Carsitas
Setting
Landform: Alluvial fans
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Tread
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Sandy alluvium derived from granite
Typical profile
H1 - 0 to 10 inches: fine sand
H2 - 10 to 60 inches: gravelly sand
Properties and qualities
Slope: 0 to 5 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Excessively drained
Runoff class: Negligible
Capacity of the most limiting layer to transmit water (Ksat): High to very high (5.95 to 19.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Calcium carbonate, maximum content: 1 percent
Maximum salinity: Nonsaline to slightly saline (0.0 to 4.0 mmhos/cm)
Available water supply, 0 to 60 inches: Low (about 3.1 inches) Interpretive groups
Land capability classification (irrigated): 4e
Land capability classification (nonirrigated): 7e
Hydrologic Soil Group: A
Ecological site: R040XD200CA - Rarely Flooded Fans
Map Unit Description: Carsitas fine sand, 0 to 5 percent slopes---Riverside County, Coachella Valley Area, California
TTM 38711 & 38712-VERANO
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
6/6/2023
Hydric soil rating: No
Minor Components
Myoma
Percent of map unit: 10 percent
Hydric soil rating: No
Coachella
Percent of map unit: 3 percent
Hydric soil rating: No
Unnamed, gravel surface
Percent of map unit: 2 percent
Hydric soil rating: No
Data Source Information
Soil Survey Area: Riverside County, Coachella Valley Area, California Survey Area Data: Version 14, Sep 1, 2022
Map Unit Description: Carsitas fine sand, 0 to 5 percent slopes---Riverside County, Coachella Valley Area, California
TTM 38711 & 38712-VERANO
Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
6/6/2023
APPENDIX 4
HYDRAFLOW UNIT HYDROGRAPH CALCULATIONS
STORAGE REQUIREMENT, 100YR-24HR
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Wednesday, 06 / 7 / 2023 Hyd. No. 25
4090-01 P-A POST DEVT OVERALL UH
Hydrograph type = SCS Runoff Peak discharge = 5.360 cfs Storm frequency = 10 yrs Time to peak = 12.33 hrs
Time interval = 2 min Hyd. volume = 25,638 cuft
Drainage area = 11.130 ac Curve number = 77
Basin Slope = 1.9 % Hydraulic length = 1961 ft
Tc method = LAG Time of conc. (Tc) = 43.83 min
Total precip. = 2.33 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 620
1 0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
6.00 6.00
Q (cfs)
Time (hrs)
4090-01 P-A POST DEVT OVERALL UH
Hyd. No. 25 -- 10 Year
Hyd No. 25
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Wednesday, 06 / 7 / 2023 Hyd. No. 25
4090-01 P-A POST DEVT OVERALL UH
Hydrograph type = SCS Runoff Peak discharge = 19.05 cfs Storm frequency = 100 yrs Time to peak = 12.30 hrs
Time interval = 2 min Hyd. volume = 82,606 cuft
Drainage area = 11.130 ac Curve number = 77
Basin Slope = 1.9 % Hydraulic length = 1961 ft
Tc method = LAG Time of conc. (Tc) = 43.83 min
Total precip. = 4.30 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 620
2 0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
3.00 3.00
6.00 6.00
9.00 9.00
12.00 12.00
15.00 15.00
18.00 18.00
21.00 21.00
Q (cfs)
Time (hrs)
4090-01 P-A POST DEVT OVERALL UH
Hyd. No. 25 -- 100 Year
Hyd No. 25
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Wednesday, 06 / 7 / 2023 Hyd. No. 28
RETENTION BASIN, A
Hydrograph type = Reservoir Peak discharge = 3.944 cfs
Storm frequency = 100 yrs Time to peak = 12.83 hrs
Time interval = 2 min Hyd. volume = 82,602 cuft
Inflow hyd. No. = 25 - 4090-01 P-A POST DEVT OVERALL UHMax. Elevation = 461.39 ft Reservoir name = RETENTION BASIN, A Max. Storage = 34,208 cuft Storage Indication method used. Outflow includes exfiltration. 1 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28
Q (cfs)
0.00 0.00
3.00 3.00
6.00 6.00
9.00 9.00
12.00 12.00
15.00 15.00
18.00 18.00
21.00 21.00
Q (cfs)
Time (hrs)
RETENTION BASIN, A
Hyd. No. 28 -- 100 Year
Hyd No. 28 Hyd No. 25 Total storage used = 34,208 cuft
Pond Report 2
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Wednesday, 06 / 7 / 2023 Pond No. 2 - RETENTION BASIN, A
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 459.00 ft Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 459.00 9,349 0 0
1.00 460.00 13,312 11,271 11,271
2.00 461.00 17,404 15,311 26,582
3.00 462.00 21,623 19,473 46,055
4.00 463.00 25,971 23,761 69,817
5.00 464.00 30,446 28,176 97,993
6.00 465.00 35,050 32,718 130,711
7.00 466.00 39,781 37,387 168,098
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 0.00 0.00 0.00 0.00
Span (in) = 0.00 0.00 0.00 0.00
No. Barrels = 1 0 0 0
Invert El. (ft) = 459.00 0.00 0.00 0.00
Length (ft) = 0.00 0.00 0.00 0.00
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
Multi-Stage = n/a No No No
Crest Len (ft) = 0.00 0.00 0.00 0.00
Crest El. (ft) = 0.00 0.00 0.00 0.00
Weir Coeff. = 3.33 3.33 3.33 3.33
Weir Type = --- --- --- ---
Multi-Stage = No No No No
Exfil.(in/hr) = 8.940 (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 0 459.00 --- --- --- --- --- --- --- --- 0.000 --- 0.000
0.10 1,127 459.10 --- --- --- --- --- --- --- --- 0.275 --- 0.275
0.20 2,254 459.20 --- --- --- --- --- --- --- --- 0.551 --- 0.551
0.30 3,381 459.30 --- --- --- --- --- --- --- --- 0.826 --- 0.826
0.40 4,508 459.40 --- --- --- --- --- --- --- --- 1.102 --- 1.102
0.50 5,636 459.50 --- --- --- --- --- --- --- --- 1.377 --- 1.377
0.60 6,763 459.60 --- --- --- --- --- --- --- --- 1.653 --- 1.653
0.70 7,890 459.70 --- --- --- --- --- --- --- --- 1.928 --- 1.928
0.80 9,017 459.80 --- --- --- --- --- --- --- --- 2.204 --- 2.204
0.90 10,144 459.90 --- --- --- --- --- --- --- --- 2.479 --- 2.479
1.00 11,271 460.00 --- --- --- --- --- --- --- --- 2.755 --- 2.755
1.10 12,802 460.10 --- --- --- --- --- --- --- --- 2.840 --- 2.840
1.20 14,333 460.20 --- --- --- --- --- --- --- --- 2.924 --- 2.924
1.30 15,864 460.30 --- --- --- --- --- --- --- --- 3.009 --- 3.009
1.40 17,396 460.40 --- --- --- --- --- --- --- --- 3.094 --- 3.094
1.50 18,927 460.50 --- --- --- --- --- --- --- --- 3.178 --- 3.178
1.60 20,458 460.60 --- --- --- --- --- --- --- --- 3.263 --- 3.263
1.70 21,989 460.70 --- --- --- --- --- --- --- --- 3.348 --- 3.348
1.80 23,520 460.80 --- --- --- --- --- --- --- --- 3.432 --- 3.432
1.90 25,051 460.90 --- --- --- --- --- --- --- --- 3.517 --- 3.517
2.00 26,582 461.00 --- --- --- --- --- --- --- --- 3.602 --- 3.602
2.10 28,529 461.10 --- --- --- --- --- --- --- --- 3.689 --- 3.689
2.20 30,477 461.20 --- --- --- --- --- --- --- --- 3.776 --- 3.776
2.30 32,424 461.30 --- --- --- --- --- --- --- --- 3.864 --- 3.864
2.40 34,371 461.40 --- --- --- --- --- --- --- --- 3.951 --- 3.951
2.50 36,319 461.50 --- --- --- --- --- --- --- --- 4.038 --- 4.038
2.60 38,266 461.60 --- --- --- --- --- --- --- --- 4.125 --- 4.125
2.70 40,213 461.70 --- --- --- --- --- --- --- --- 4.213 --- 4.213
2.80 42,161 461.80 --- --- --- --- --- --- --- --- 4.300 --- 4.300
2.90 44,108 461.90 --- --- --- --- --- --- --- --- 4.387 --- 4.387
3.00 46,055 462.00 --- --- --- --- --- --- --- --- 4.475 --- 4.475
3.10 48,432 462.10 --- --- --- --- --- --- --- --- 4.565 --- 4.565
3.20 50,808 462.20 --- --- --- --- --- --- --- --- 4.655 --- 4.655
3.30 53,184 462.30 --- --- --- --- --- --- --- --- 4.745 --- 4.745
3.40 55,560 462.40 --- --- --- --- --- --- --- --- 4.835 --- 4.835 Continues on next page...
3 RETENTION BASIN, 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 cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
3.50 57,936 462.50 --- --- --- --- --- --- --- --- 4.925 --- 4.925
3.60 60,312 462.60 --- --- --- --- --- --- --- --- 5.015 --- 5.015
3.70 62,688 462.70 --- --- --- --- --- --- --- --- 5.105 --- 5.105
3.80 65,065 462.80 --- --- --- --- --- --- --- --- 5.195 --- 5.195
3.90 67,441 462.90 --- --- --- --- --- --- --- --- 5.285 --- 5.285
4.00 69,817 463.00 --- --- --- --- --- --- --- --- 5.375 --- 5.375
4.10 72,635 463.10 --- --- --- --- --- --- --- --- 5.467 --- 5.467
4.20 75,452 463.20 --- --- --- --- --- --- --- --- 5.560 --- 5.560
4.30 78,270 463.30 --- --- --- --- --- --- --- --- 5.652 --- 5.652
4.40 81,087 463.40 --- --- --- --- --- --- --- --- 5.745 --- 5.745
4.50 83,905 463.50 --- --- --- --- --- --- --- --- 5.838 --- 5.838
4.60 86,723 463.60 --- --- --- --- --- --- --- --- 5.930 --- 5.930
4.70 89,540 463.70 --- --- --- --- --- --- --- --- 6.023 --- 6.023
4.80 92,358 463.80 --- --- --- --- --- --- --- --- 6.115 --- 6.115
4.90 95,175 463.90 --- --- --- --- --- --- --- --- 6.208 --- 6.208
5.00 97,993 464.00 --- --- --- --- --- --- --- --- 6.301 --- 6.301
5.10 101,265 464.10 --- --- --- --- --- --- --- --- 6.396 --- 6.396
5.20 104,537 464.20 --- --- --- --- --- --- --- --- 6.491 --- 6.491
5.30 107,808 464.30 --- --- --- --- --- --- --- --- 6.586 --- 6.586
5.40 111,080 464.40 --- --- --- --- --- --- --- --- 6.682 --- 6.682
5.50 114,352 464.50 --- --- --- --- --- --- --- --- 6.777 --- 6.777
5.60 117,624 464.60 --- --- --- --- --- --- --- --- 6.872 --- 6.872
5.70 120,895 464.70 --- --- --- --- --- --- --- --- 6.968 --- 6.968
5.80 124,167 464.80 --- --- --- --- --- --- --- --- 7.063 --- 7.063
5.90 127,439 464.90 --- --- --- --- --- --- --- --- 7.158 --- 7.158
6.00 130,711 465.00 --- --- --- --- --- --- --- --- 7.253 --- 7.253
6.10 134,449 465.10 --- --- --- --- --- --- --- --- 7.351 --- 7.351
6.20 138,188 465.20 --- --- --- --- --- --- --- --- 7.449 --- 7.449
6.30 141,927 465.30 --- --- --- --- --- --- --- --- 7.547 --- 7.547
6.40 145,665 465.40 --- --- --- --- --- --- --- --- 7.645 --- 7.645
6.50 149,404 465.50 --- --- --- --- --- --- --- --- 7.743 --- 7.743
6.60 153,143 465.60 --- --- --- --- --- --- --- --- 7.841 --- 7.841
6.70 156,882 465.70 --- --- --- --- --- --- --- --- 7.939 --- 7.939
6.80 160,620 465.80 --- --- --- --- --- --- --- --- 8.037 --- 8.037
6.90 164,359 465.90 --- --- --- --- --- --- --- --- 8.134 --- 8.134
7.00 168,098 466.00 --- --- --- --- --- --- --- --- 8.232 --- 8.232 ...End
Hydrograph Report
1 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Wednesday, 06 / 7 / 2023 Hyd. No. 28
RETENTION BASIN, A
Hydrograph type = Reservoir Peak discharge = 3.944 cfs
Storm frequency = 100 yrs Time to peak = 12.83 hrs
Time interval = 2 min Hyd. volume = 82,602 cuft
Inflow hyd. No. = 25 - 4090-01 P-A POST DEVT OVERALL UHReservoir name = RETENTION BASIN, Max. Elevation = 461.39 ft Max. Storage = 34,208 cuft
Storage Indication method used. Outflow includes exfiltration.
Hydrograph Discharge Table ( Printed values >= 1.00% of Qp.) Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
10.07 0.132 459.01 ----- ----- ----- ----- ----- ----- ----- ----- 0.040 0.039
10.10 0.139 459.02 ----- ----- ----- ----- ----- ----- ----- ----- 0.042 0.042
10.13 0.146 459.02 ----- ----- ----- ----- ----- ----- ----- ----- 0.045 0.045
10.17 0.153 459.02 ----- ----- ----- ----- ----- ----- ----- ----- 0.048 0.048
10.20 0.161 459.02 ----- ----- ----- ----- ----- ----- ----- ----- 0.051 0.051
10.23 0.168 459.02 ----- ----- ----- ----- ----- ----- ----- ----- 0.055 0.055
10.27 0.177 459.02 ----- ----- ----- ----- ----- ----- ----- ----- 0.058 0.058
10.30 0.185 459.02 ----- ----- ----- ----- ----- ----- ----- ----- 0.062 0.062
10.33 0.194 459.02 ----- ----- ----- ----- ----- ----- ----- ----- 0.065 0.065
10.37 0.203 459.03 ----- ----- ----- ----- ----- ----- ----- ----- 0.069 0.069
10.40 0.213 459.03 ----- ----- ----- ----- ----- ----- ----- ----- 0.073 0.073
10.43 0.223 459.03 ----- ----- ----- ----- ----- ----- ----- ----- 0.077 0.077
10.47 0.233 459.03 ----- ----- ----- ----- ----- ----- ----- ----- 0.082 0.082
10.50 0.244 459.03 ----- ----- ----- ----- ----- ----- ----- ----- 0.086 0.086
10.53 0.255 459.03 ----- ----- ----- ----- ----- ----- ----- ----- 0.091 0.091
10.57 0.267 459.03 ----- ----- ----- ----- ----- ----- ----- ----- 0.096 0.096
10.60 0.279 459.04 ----- ----- ----- ----- ----- ----- ----- ----- 0.101 0.101
10.63 0.291 459.04 ----- ----- ----- ----- ----- ----- ----- ----- 0.106 0.106
10.67 0.304 459.04 ----- ----- ----- ----- ----- ----- ----- ----- 0.112 0.112
10.70 0.318 459.04 ----- ----- ----- ----- ----- ----- ----- ----- 0.118 0.118 Continues on next page...
2 RETENTION BASIN, A
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
10.73 0.332 459.04 ----- ----- ----- ----- ----- ----- ----- ----- 0.123 0.123
10.77 0.347 459.05 ----- ----- ----- ----- ----- ----- ----- ----- 0.130 0.130
10.80 0.362 459.05 ----- ----- ----- ----- ----- ----- ----- ----- 0.136 0.136
10.83 0.378 459.05 ----- ----- ----- ----- ----- ----- ----- ----- 0.143 0.143
10.87 0.395 459.05 ----- ----- ----- ----- ----- ----- ----- ----- 0.150 0.150
10.90 0.413 459.06 ----- ----- ----- ----- ----- ----- ----- ----- 0.157 0.157
10.93 0.431 459.06 ----- ----- ----- ----- ----- ----- ----- ----- 0.165 0.165
10.97 0.450 459.06 ----- ----- ----- ----- ----- ----- ----- ----- 0.173 0.173
11.00 0.471 459.07 ----- ----- ----- ----- ----- ----- ----- ----- 0.181 0.181
11.03 0.492 459.07 ----- ----- ----- ----- ----- ----- ----- ----- 0.190 0.190
11.07 0.514 459.07 ----- ----- ----- ----- ----- ----- ----- ----- 0.199 0.199
11.10 0.537 459.08 ----- ----- ----- ----- ----- ----- ----- ----- 0.208 0.208
11.13 0.561 459.08 ----- ----- ----- ----- ----- ----- ----- ----- 0.218 0.218
11.17 0.587 459.08 ----- ----- ----- ----- ----- ----- ----- ----- 0.229 0.229
11.20 0.615 459.09 ----- ----- ----- ----- ----- ----- ----- ----- 0.239 0.239
11.23 0.644 459.09 ----- ----- ----- ----- ----- ----- ----- ----- 0.251 0.251
11.27 0.675 459.10 ----- ----- ----- ----- ----- ----- ----- ----- 0.262 0.262
11.30 0.709 459.10 ----- ----- ----- ----- ----- ----- ----- ----- 0.275 0.275
11.33 0.744 459.10 ----- ----- ----- ----- ----- ----- ----- ----- 0.288 0.288
11.37 0.782 459.11 ----- ----- ----- ----- ----- ----- ----- ----- 0.302 0.302
11.40 0.823 459.11 ----- ----- ----- ----- ----- ----- ----- ----- 0.316 0.316
11.43 0.867 459.12 ----- ----- ----- ----- ----- ----- ----- ----- 0.331 0.331
11.47 0.913 459.13 ----- ----- ----- ----- ----- ----- ----- ----- 0.348 0.348
11.50 0.963 459.13 ----- ----- ----- ----- ----- ----- ----- ----- 0.365 0.365
11.53 1.018 459.14 ----- ----- ----- ----- ----- ----- ----- ----- 0.383 0.383
11.57 1.087 459.15 ----- ----- ----- ----- ----- ----- ----- ----- 0.402 0.402
11.60 1.178 459.15 ----- ----- ----- ----- ----- ----- ----- ----- 0.423 0.423
11.63 1.298 459.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.447 0.447 Continues on next page...
3 RETENTION BASIN, A
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
11.67 1.459 459.17 ----- ----- ----- ----- ----- ----- ----- ----- 0.474 0.474
11.70 1.671 459.18 ----- ----- ----- ----- ----- ----- ----- ----- 0.505 0.505
11.73 1.946 459.20 ----- ----- ----- ----- ----- ----- ----- ----- 0.543 0.543
11.77 2.301 459.21 ----- ----- ----- ----- ----- ----- ----- ----- 0.589 0.589
11.80 2.769 459.23 ----- ----- ----- ----- ----- ----- ----- ----- 0.645 0.645
11.83 3.388 459.26 ----- ----- ----- ----- ----- ----- ----- ----- 0.715 0.715
11.87 4.205 459.29 ----- ----- ----- ----- ----- ----- ----- ----- 0.804 0.804
11.90 5.268 459.33 ----- ----- ----- ----- ----- ----- ----- ----- 0.918 0.918
11.93 6.568 459.39 ----- ----- ----- ----- ----- ----- ----- ----- 1.063 1.062
11.97 8.018 459.45 ----- ----- ----- ----- ----- ----- ----- ----- 1.243 1.243
12.00 9.514 459.53 ----- ----- ----- ----- ----- ----- ----- ----- 1.460 1.460
12.03 11.00 459.62 ----- ----- ----- ----- ----- ----- ----- ----- 1.714 1.714
12.07 12.44 459.73 ----- ----- ----- ----- ----- ----- ----- ----- 2.003 2.003
12.10 13.83 459.84 ----- ----- ----- ----- ----- ----- ----- ----- 2.325 2.325
12.13 15.14 459.97 ----- ----- ----- ----- ----- ----- ----- ----- 2.677 2.677
12.17 16.34 460.08 ----- ----- ----- ----- ----- ----- ----- ----- 2.823 2.823
12.20 17.41 460.19 ----- ----- ----- ----- ----- ----- ----- ----- 2.916 2.916
12.23 18.27 460.31 ----- ----- ----- ----- ----- ----- ----- ----- 3.015 3.015
12.27 18.85 460.43 ----- ----- ----- ----- ----- ----- ----- ----- 3.118 3.118
12.30 19.05 << 460.55 ----- ----- ----- ----- ----- ----- ----- ----- 3.223 3.223
12.33 18.79 460.68 ----- ----- ----- ----- ----- ----- ----- ----- 3.326 3.326
12.37 18.07 460.79 ----- ----- ----- ----- ----- ----- ----- ----- 3.426 3.426
12.40 17.05 460.90 ----- ----- ----- ----- ----- ----- ----- ----- 3.520 3.520
12.43 15.91 461.00 ----- ----- ----- ----- ----- ----- ----- ----- 3.605 3.605
12.47 14.73 461.08 ----- ----- ----- ----- ----- ----- ----- ----- 3.668 3.668
12.50 13.53 461.14 ----- ----- ----- ----- ----- ----- ----- ----- 3.724 3.724
12.53 12.31 461.20 ----- ----- ----- ----- ----- ----- ----- ----- 3.773 3.773
12.57 11.10 461.25 ----- ----- ----- ----- ----- ----- ----- ----- 3.816 3.816 Continues on next page...
4 RETENTION BASIN, A
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
12.60 9.899 461.29 ----- ----- ----- ----- ----- ----- ----- ----- 3.852 3.852
12.63 8.725 461.32 ----- ----- ----- ----- ----- ----- ----- ----- 3.881 3.881
12.67 7.596 461.35 ----- ----- ----- ----- ----- ----- ----- ----- 3.904 3.904
12.70 6.544 461.37 ----- ----- ----- ----- ----- ----- ----- ----- 3.921 3.921
12.73 5.611 461.38 ----- ----- ----- ----- ----- ----- ----- ----- 3.932 3.932
12.77 4.839 461.39 ----- ----- ----- ----- ----- ----- ----- ----- 3.939 3.939
12.80 4.280 461.39 ----- ----- ----- ----- ----- ----- ----- ----- 3.943 3.943
12.83 3.926 461.39 << ----- ----- ----- ----- ----- ----- ----- ----- 3.944 3.944 <<
12.87 3.706 461.39 ----- ----- ----- ----- ----- ----- ----- ----- 3.943 3.943
12.90 3.539 461.39 ----- ----- ----- ----- ----- ----- ----- ----- 3.941 3.941
12.93 3.385 461.39 ----- ----- ----- ----- ----- ----- ----- ----- 3.939 3.939
12.97 3.244 461.38 ----- ----- ----- ----- ----- ----- ----- ----- 3.935 3.935
13.00 3.116 461.38 ----- ----- ----- ----- ----- ----- ----- ----- 3.931 3.931
13.03 2.999 461.37 ----- ----- ----- ----- ----- ----- ----- ----- 3.926 3.926
13.07 2.893 461.37 ----- ----- ----- ----- ----- ----- ----- ----- 3.921 3.921
13.10 2.796 461.36 ----- ----- ----- ----- ----- ----- ----- ----- 3.915 3.915
13.13 2.708 461.35 ----- ----- ----- ----- ----- ----- ----- ----- 3.909 3.909
13.17 2.629 461.34 ----- ----- ----- ----- ----- ----- ----- ----- 3.903 3.903
13.20 2.557 461.34 ----- ----- ----- ----- ----- ----- ----- ----- 3.896 3.896
13.23 2.491 461.33 ----- ----- ----- ----- ----- ----- ----- ----- 3.888 3.888
13.27 2.431 461.32 ----- ----- ----- ----- ----- ----- ----- ----- 3.881 3.881
13.30 2.376 461.31 ----- ----- ----- ----- ----- ----- ----- ----- 3.873 3.873
13.33 2.325 461.30 ----- ----- ----- ----- ----- ----- ----- ----- 3.864 3.864
13.37 2.276 461.29 ----- ----- ----- ----- ----- ----- ----- ----- 3.856 3.856
13.40 2.230 461.28 ----- ----- ----- ----- ----- ----- ----- ----- 3.847 3.847
13.43 2.186 461.27 ----- ----- ----- ----- ----- ----- ----- ----- 3.839 3.839
13.47 2.143 461.26 ----- ----- ----- ----- ----- ----- ----- ----- 3.830 3.830 Continues on next page...
5 RETENTION BASIN, A
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
13.50 2.103 461.25 ----- ----- ----- ----- ----- ----- ----- ----- 3.820 3.820
13.53 2.063 461.24 ----- ----- ----- ----- ----- ----- ----- ----- 3.811 3.811
13.57 2.026 461.23 ----- ----- ----- ----- ----- ----- ----- ----- 3.802 3.802
13.60 1.989 461.22 ----- ----- ----- ----- ----- ----- ----- ----- 3.792 3.792
13.63 1.954 461.21 ----- ----- ----- ----- ----- ----- ----- ----- 3.782 3.782
13.67 1.920 461.20 ----- ----- ----- ----- ----- ----- ----- ----- 3.772 3.772
13.70 1.888 461.18 ----- ----- ----- ----- ----- ----- ----- ----- 3.762 3.762
13.73 1.856 461.17 ----- ----- ----- ----- ----- ----- ----- ----- 3.752 3.752
13.77 1.825 461.16 ----- ----- ----- ----- ----- ----- ----- ----- 3.742 3.742
13.80 1.796 461.15 ----- ----- ----- ----- ----- ----- ----- ----- 3.732 3.732
13.83 1.767 461.14 ----- ----- ----- ----- ----- ----- ----- ----- 3.721 3.721
13.87 1.738 461.12 ----- ----- ----- ----- ----- ----- ----- ----- 3.711 3.711
13.90 1.711 461.11 ----- ----- ----- ----- ----- ----- ----- ----- 3.700 3.700
13.93 1.684 461.10 ----- ----- ----- ----- ----- ----- ----- ----- 3.689 3.689
13.97 1.657 461.09 ----- ----- ----- ----- ----- ----- ----- ----- 3.678 3.678
14.00 1.631 461.08 ----- ----- ----- ----- ----- ----- ----- ----- 3.667 3.667
14.03 1.606 461.06 ----- ----- ----- ----- ----- ----- ----- ----- 3.656 3.656
14.07 1.581 461.05 ----- ----- ----- ----- ----- ----- ----- ----- 3.645 3.645
14.10 1.557 461.04 ----- ----- ----- ----- ----- ----- ----- ----- 3.634 3.634
14.13 1.533 461.02 ----- ----- ----- ----- ----- ----- ----- ----- 3.623 3.623
14.17 1.511 461.01 ----- ----- ----- ----- ----- ----- ----- ----- 3.612 3.612
14.20 1.489 461.00 ----- ----- ----- ----- ----- ----- ----- ----- 3.600 3.600
14.23 1.467 460.98 ----- ----- ----- ----- ----- ----- ----- ----- 3.586 3.586
14.27 1.447 460.97 ----- ----- ----- ----- ----- ----- ----- ----- 3.572 3.572
14.30 1.427 460.95 ----- ----- ----- ----- ----- ----- ----- ----- 3.558 3.558
14.33 1.409 460.93 ----- ----- ----- ----- ----- ----- ----- ----- 3.544 3.544
14.37 1.391 460.91 ----- ----- ----- ----- ----- ----- ----- ----- 3.530 3.530
14.40 1.375 460.90 ----- ----- ----- ----- ----- ----- ----- ----- 3.515 3.515 Continues on next page...
6 RETENTION BASIN, A
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
14.43 1.359 460.88 ----- ----- ----- ----- ----- ----- ----- ----- 3.501 3.501
14.47 1.345 460.86 ----- ----- ----- ----- ----- ----- ----- ----- 3.487 3.487
14.50 1.331 460.85 ----- ----- ----- ----- ----- ----- ----- ----- 3.473 3.473
14.53 1.319 460.83 ----- ----- ----- ----- ----- ----- ----- ----- 3.458 3.458
14.57 1.307 460.81 ----- ----- ----- ----- ----- ----- ----- ----- 3.444 3.444
14.60 1.296 460.80 ----- ----- ----- ----- ----- ----- ----- ----- 3.430 3.430
14.63 1.286 460.78 ----- ----- ----- ----- ----- ----- ----- ----- 3.416 3.416
14.67 1.276 460.76 ----- ----- ----- ----- ----- ----- ----- ----- 3.402 3.402
14.70 1.267 460.75 ----- ----- ----- ----- ----- ----- ----- ----- 3.388 3.388
14.73 1.258 460.73 ----- ----- ----- ----- ----- ----- ----- ----- 3.374 3.374
14.77 1.250 460.71 ----- ----- ----- ----- ----- ----- ----- ----- 3.360 3.360
14.80 1.242 460.70 ----- ----- ----- ----- ----- ----- ----- ----- 3.346 3.346
14.83 1.234 460.68 ----- ----- ----- ----- ----- ----- ----- ----- 3.332 3.332
14.87 1.226 460.66 ----- ----- ----- ----- ----- ----- ----- ----- 3.318 3.318
14.90 1.218 460.65 ----- ----- ----- ----- ----- ----- ----- ----- 3.304 3.304
14.93 1.210 460.63 ----- ----- ----- ----- ----- ----- ----- ----- 3.290 3.290
14.97 1.203 460.62 ----- ----- ----- ----- ----- ----- ----- ----- 3.276 3.276
15.00 1.195 460.60 ----- ----- ----- ----- ----- ----- ----- ----- 3.263 3.263
15.03 1.187 460.58 ----- ----- ----- ----- ----- ----- ----- ----- 3.249 3.249
15.07 1.179 460.57 ----- ----- ----- ----- ----- ----- ----- ----- 3.235 3.235
15.10 1.171 460.55 ----- ----- ----- ----- ----- ----- ----- ----- 3.222 3.222
15.13 1.163 460.54 ----- ----- ----- ----- ----- ----- ----- ----- 3.208 3.208
15.17 1.156 460.52 ----- ----- ----- ----- ----- ----- ----- ----- 3.194 3.194
15.20 1.148 460.50 ----- ----- ----- ----- ----- ----- ----- ----- 3.181 3.181
15.23 1.140 460.49 ----- ----- ----- ----- ----- ----- ----- ----- 3.168 3.168
15.27 1.132 460.47 ----- ----- ----- ----- ----- ----- ----- ----- 3.154 3.154
15.30 1.124 460.46 ----- ----- ----- ----- ----- ----- ----- ----- 3.141 3.141
15.33 1.116 460.44 ----- ----- ----- ----- ----- ----- ----- ----- 3.127 3.127 Continues on next page...
7 RETENTION BASIN, A
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
15.37 1.108 460.42 ----- ----- ----- ----- ----- ----- ----- ----- 3.114 3.114
15.40 1.100 460.41 ----- ----- ----- ----- ----- ----- ----- ----- 3.101 3.101
15.43 1.092 460.39 ----- ----- ----- ----- ----- ----- ----- ----- 3.087 3.087
15.47 1.084 460.38 ----- ----- ----- ----- ----- ----- ----- ----- 3.074 3.074
15.50 1.076 460.36 ----- ----- ----- ----- ----- ----- ----- ----- 3.061 3.061
15.53 1.068 460.35 ----- ----- ----- ----- ----- ----- ----- ----- 3.048 3.048
15.57 1.060 460.33 ----- ----- ----- ----- ----- ----- ----- ----- 3.035 3.035
15.60 1.052 460.32 ----- ----- ----- ----- ----- ----- ----- ----- 3.022 3.022
15.63 1.044 460.30 ----- ----- ----- ----- ----- ----- ----- ----- 3.009 3.009
15.67 1.036 460.28 ----- ----- ----- ----- ----- ----- ----- ----- 2.996 2.996
15.70 1.027 460.27 ----- ----- ----- ----- ----- ----- ----- ----- 2.983 2.983
15.73 1.019 460.25 ----- ----- ----- ----- ----- ----- ----- ----- 2.970 2.970
15.77 1.011 460.24 ----- ----- ----- ----- ----- ----- ----- ----- 2.957 2.957
15.80 1.003 460.22 ----- ----- ----- ----- ----- ----- ----- ----- 2.944 2.944
15.83 0.995 460.21 ----- ----- ----- ----- ----- ----- ----- ----- 2.931 2.931
15.87 0.987 460.19 ----- ----- ----- ----- ----- ----- ----- ----- 2.918 2.918
15.90 0.979 460.18 ----- ----- ----- ----- ----- ----- ----- ----- 2.905 2.905
15.93 0.970 460.16 ----- ----- ----- ----- ----- ----- ----- ----- 2.892 2.892
15.97 0.962 460.15 ----- ----- ----- ----- ----- ----- ----- ----- 2.880 2.880
16.00 0.954 460.13 ----- ----- ----- ----- ----- ----- ----- ----- 2.867 2.867
16.03 0.946 460.12 ----- ----- ----- ----- ----- ----- ----- ----- 2.854 2.854
16.07 0.938 460.10 ----- ----- ----- ----- ----- ----- ----- ----- 2.842 2.842
16.10 0.930 460.09 ----- ----- ----- ----- ----- ----- ----- ----- 2.829 2.829
16.13 0.922 460.07 ----- ----- ----- ----- ----- ----- ----- ----- 2.816 2.816
16.17 0.914 460.06 ----- ----- ----- ----- ----- ----- ----- ----- 2.804 2.804
16.20 0.906 460.04 ----- ----- ----- ----- ----- ----- ----- ----- 2.791 2.791
16.23 0.899 460.03 ----- ----- ----- ----- ----- ----- ----- ----- 2.779 2.779
16.27 0.891 460.01 ----- ----- ----- ----- ----- ----- ----- ----- 2.766 2.766 Continues on next page...
8 RETENTION BASIN, A
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
16.30 0.884 460.00 ----- ----- ----- ----- ----- ----- ----- ----- 2.751 2.751
16.33 0.878 459.98 ----- ----- ----- ----- ----- ----- ----- ----- 2.697 2.697
16.37 0.871 459.96 ----- ----- ----- ----- ----- ----- ----- ----- 2.645 2.645
16.40 0.865 459.94 ----- ----- ----- ----- ----- ----- ----- ----- 2.593 2.593
16.43 0.860 459.92 ----- ----- ----- ----- ----- ----- ----- ----- 2.543 2.543
16.47 0.854 459.91 ----- ----- ----- ----- ----- ----- ----- ----- 2.494 2.494
16.50 0.849 459.89 ----- ----- ----- ----- ----- ----- ----- ----- 2.447 2.447
16.53 0.845 459.87 ----- ----- ----- ----- ----- ----- ----- ----- 2.401 2.401
16.57 0.841 459.86 ----- ----- ----- ----- ----- ----- ----- ----- 2.356 2.356
16.60 0.837 459.84 ----- ----- ----- ----- ----- ----- ----- ----- 2.312 2.312
16.63 0.833 459.82 ----- ----- ----- ----- ----- ----- ----- ----- 2.269 2.269
16.67 0.829 459.81 ----- ----- ----- ----- ----- ----- ----- ----- 2.228 2.228
16.70 0.826 459.79 ----- ----- ----- ----- ----- ----- ----- ----- 2.187 2.187
16.73 0.823 459.78 ----- ----- ----- ----- ----- ----- ----- ----- 2.148 2.148
16.77 0.820 459.77 ----- ----- ----- ----- ----- ----- ----- ----- 2.109 2.109
16.80 0.817 459.75 ----- ----- ----- ----- ----- ----- ----- ----- 2.072 2.072
16.83 0.814 459.74 ----- ----- ----- ----- ----- ----- ----- ----- 2.036 2.036
16.87 0.811 459.73 ----- ----- ----- ----- ----- ----- ----- ----- 2.000 2.000
16.90 0.808 459.71 ----- ----- ----- ----- ----- ----- ----- ----- 1.966 1.966
16.93 0.805 459.70 ----- ----- ----- ----- ----- ----- ----- ----- 1.932 1.932
16.97 0.802 459.69 ----- ----- ----- ----- ----- ----- ----- ----- 1.900 1.900
17.00 0.800 459.68 ----- ----- ----- ----- ----- ----- ----- ----- 1.868 1.868
17.03 0.797 459.67 ----- ----- ----- ----- ----- ----- ----- ----- 1.837 1.837
17.07 0.794 459.66 ----- ----- ----- ----- ----- ----- ----- ----- 1.807 1.807
17.10 0.791 459.65 ----- ----- ----- ----- ----- ----- ----- ----- 1.778 1.778
17.13 0.788 459.63 ----- ----- ----- ----- ----- ----- ----- ----- 1.749 1.749
17.17 0.785 459.62 ----- ----- ----- ----- ----- ----- ----- ----- 1.721 1.721
17.20 0.782 459.61 ----- ----- ----- ----- ----- ----- ----- ----- 1.694 1.694 Continues on next page...
9 RETENTION BASIN, A
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
17.23 0.780 459.61 ----- ----- ----- ----- ----- ----- ----- ----- 1.668 1.668
17.27 0.777 459.60 ----- ----- ----- ----- ----- ----- ----- ----- 1.642 1.642
17.30 0.774 459.59 ----- ----- ----- ----- ----- ----- ----- ----- 1.617 1.617
17.33 0.771 459.58 ----- ----- ----- ----- ----- ----- ----- ----- 1.593 1.593
17.37 0.768 459.57 ----- ----- ----- ----- ----- ----- ----- ----- 1.569 1.569
17.40 0.765 459.56 ----- ----- ----- ----- ----- ----- ----- ----- 1.546 1.546
17.43 0.762 459.55 ----- ----- ----- ----- ----- ----- ----- ----- 1.523 1.523
17.47 0.759 459.54 ----- ----- ----- ----- ----- ----- ----- ----- 1.501 1.501
17.50 0.756 459.54 ----- ----- ----- ----- ----- ----- ----- ----- 1.479 1.479
17.53 0.754 459.53 ----- ----- ----- ----- ----- ----- ----- ----- 1.459 1.459
17.57 0.751 459.52 ----- ----- ----- ----- ----- ----- ----- ----- 1.438 1.438
17.60 0.748 459.51 ----- ----- ----- ----- ----- ----- ----- ----- 1.418 1.418
17.63 0.745 459.51 ----- ----- ----- ----- ----- ----- ----- ----- 1.399 1.399
17.67 0.742 459.50 ----- ----- ----- ----- ----- ----- ----- ----- 1.380 1.380
17.70 0.739 459.49 ----- ----- ----- ----- ----- ----- ----- ----- 1.361 1.361
17.73 0.736 459.49 ----- ----- ----- ----- ----- ----- ----- ----- 1.343 1.343
17.77 0.733 459.48 ----- ----- ----- ----- ----- ----- ----- ----- 1.326 1.326
17.80 0.730 459.48 ----- ----- ----- ----- ----- ----- ----- ----- 1.309 1.309
17.83 0.727 459.47 ----- ----- ----- ----- ----- ----- ----- ----- 1.292 1.292
17.87 0.724 459.46 ----- ----- ----- ----- ----- ----- ----- ----- 1.275 1.275
17.90 0.722 459.46 ----- ----- ----- ----- ----- ----- ----- ----- 1.259 1.259
17.93 0.719 459.45 ----- ----- ----- ----- ----- ----- ----- ----- 1.244 1.244
17.97 0.716 459.45 ----- ----- ----- ----- ----- ----- ----- ----- 1.229 1.229
18.00 0.713 459.44 ----- ----- ----- ----- ----- ----- ----- ----- 1.214 1.214
18.03 0.710 459.44 ----- ----- ----- ----- ----- ----- ----- ----- 1.199 1.199
18.07 0.707 459.43 ----- ----- ----- ----- ----- ----- ----- ----- 1.185 1.185
18.10 0.704 459.43 ----- ----- ----- ----- ----- ----- ----- ----- 1.171 1.171
18.13 0.701 459.42 ----- ----- ----- ----- ----- ----- ----- ----- 1.158 1.158 Continues on next page...
10 RETENTION BASIN, A
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
18.17 0.698 459.42 ----- ----- ----- ----- ----- ----- ----- ----- 1.144 1.144
18.20 0.695 459.41 ----- ----- ----- ----- ----- ----- ----- ----- 1.132 1.131
18.23 0.692 459.41 ----- ----- ----- ----- ----- ----- ----- ----- 1.119 1.119
18.27 0.689 459.40 ----- ----- ----- ----- ----- ----- ----- ----- 1.106 1.106
18.30 0.686 459.40 ----- ----- ----- ----- ----- ----- ----- ----- 1.094 1.094
18.33 0.683 459.39 ----- ----- ----- ----- ----- ----- ----- ----- 1.083 1.083
18.37 0.680 459.39 ----- ----- ----- ----- ----- ----- ----- ----- 1.071 1.071
18.40 0.677 459.38 ----- ----- ----- ----- ----- ----- ----- ----- 1.060 1.060
18.43 0.674 459.38 ----- ----- ----- ----- ----- ----- ----- ----- 1.048 1.048
18.47 0.671 459.38 ----- ----- ----- ----- ----- ----- ----- ----- 1.038 1.038
18.50 0.668 459.37 ----- ----- ----- ----- ----- ----- ----- ----- 1.027 1.027
18.53 0.665 459.37 ----- ----- ----- ----- ----- ----- ----- ----- 1.017 1.017
18.57 0.662 459.37 ----- ----- ----- ----- ----- ----- ----- ----- 1.006 1.006
18.60 0.659 459.36 ----- ----- ----- ----- ----- ----- ----- ----- 0.996 0.996
18.63 0.656 459.36 ----- ----- ----- ----- ----- ----- ----- ----- 0.987 0.987
18.67 0.654 459.35 ----- ----- ----- ----- ----- ----- ----- ----- 0.977 0.977
18.70 0.651 459.35 ----- ----- ----- ----- ----- ----- ----- ----- 0.968 0.968
18.73 0.648 459.35 ----- ----- ----- ----- ----- ----- ----- ----- 0.958 0.958
18.77 0.645 459.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.949 0.949
18.80 0.642 459.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.941 0.941
18.83 0.639 459.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.932 0.932
18.87 0.636 459.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.923 0.923
18.90 0.633 459.33 ----- ----- ----- ----- ----- ----- ----- ----- 0.915 0.915
18.93 0.630 459.33 ----- ----- ----- ----- ----- ----- ----- ----- 0.907 0.907
18.97 0.627 459.33 ----- ----- ----- ----- ----- ----- ----- ----- 0.899 0.899
19.00 0.624 459.32 ----- ----- ----- ----- ----- ----- ----- ----- 0.891 0.891
19.03 0.621 459.32 ----- ----- ----- ----- ----- ----- ----- ----- 0.883 0.883
19.07 0.618 459.32 ----- ----- ----- ----- ----- ----- ----- ----- 0.875 0.875 Continues on next page...
11 RETENTION BASIN, A
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
19.10 0.615 459.32 ----- ----- ----- ----- ----- ----- ----- ----- 0.868 0.868
19.13 0.612 459.31 ----- ----- ----- ----- ----- ----- ----- ----- 0.861 0.861
19.17 0.608 459.31 ----- ----- ----- ----- ----- ----- ----- ----- 0.853 0.853
19.20 0.605 459.31 ----- ----- ----- ----- ----- ----- ----- ----- 0.846 0.846
19.23 0.602 459.30 ----- ----- ----- ----- ----- ----- ----- ----- 0.839 0.839
19.27 0.599 459.30 ----- ----- ----- ----- ----- ----- ----- ----- 0.832 0.832
19.30 0.596 459.30 ----- ----- ----- ----- ----- ----- ----- ----- 0.826 0.826
19.33 0.593 459.30 ----- ----- ----- ----- ----- ----- ----- ----- 0.819 0.819
19.37 0.590 459.29 ----- ----- ----- ----- ----- ----- ----- ----- 0.812 0.812
19.40 0.587 459.29 ----- ----- ----- ----- ----- ----- ----- ----- 0.806 0.806
19.43 0.584 459.29 ----- ----- ----- ----- ----- ----- ----- ----- 0.799 0.799
19.47 0.581 459.29 ----- ----- ----- ----- ----- ----- ----- ----- 0.793 0.793
19.50 0.578 459.29 ----- ----- ----- ----- ----- ----- ----- ----- 0.787 0.787
19.53 0.575 459.28 ----- ----- ----- ----- ----- ----- ----- ----- 0.781 0.781
19.57 0.572 459.28 ----- ----- ----- ----- ----- ----- ----- ----- 0.775 0.775
19.60 0.569 459.28 ----- ----- ----- ----- ----- ----- ----- ----- 0.769 0.769
19.63 0.566 459.28 ----- ----- ----- ----- ----- ----- ----- ----- 0.763 0.763
19.67 0.563 459.27 ----- ----- ----- ----- ----- ----- ----- ----- 0.757 0.757
19.70 0.560 459.27 ----- ----- ----- ----- ----- ----- ----- ----- 0.752 0.752
19.73 0.557 459.27 ----- ----- ----- ----- ----- ----- ----- ----- 0.746 0.746
19.77 0.554 459.27 ----- ----- ----- ----- ----- ----- ----- ----- 0.741 0.741
19.80 0.551 459.27 ----- ----- ----- ----- ----- ----- ----- ----- 0.735 0.735
19.83 0.548 459.26 ----- ----- ----- ----- ----- ----- ----- ----- 0.730 0.730
19.87 0.545 459.26 ----- ----- ----- ----- ----- ----- ----- ----- 0.725 0.725
19.90 0.542 459.26 ----- ----- ----- ----- ----- ----- ----- ----- 0.719 0.719
19.93 0.539 459.26 ----- ----- ----- ----- ----- ----- ----- ----- 0.714 0.714
19.97 0.536 459.26 ----- ----- ----- ----- ----- ----- ----- ----- 0.709 0.709
20.00 0.532 459.26 ----- ----- ----- ----- ----- ----- ----- ----- 0.704 0.704 Continues on next page...
12 RETENTION BASIN, A
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
20.03 0.529 459.25 ----- ----- ----- ----- ----- ----- ----- ----- 0.699 0.699
20.07 0.526 459.25 ----- ----- ----- ----- ----- ----- ----- ----- 0.694 0.694
20.10 0.523 459.25 ----- ----- ----- ----- ----- ----- ----- ----- 0.689 0.689
20.13 0.520 459.25 ----- ----- ----- ----- ----- ----- ----- ----- 0.684 0.684
20.17 0.518 459.25 ----- ----- ----- ----- ----- ----- ----- ----- 0.680 0.680
20.20 0.515 459.24 ----- ----- ----- ----- ----- ----- ----- ----- 0.675 0.675
20.23 0.512 459.24 ----- ----- ----- ----- ----- ----- ----- ----- 0.670 0.670
20.27 0.509 459.24 ----- ----- ----- ----- ----- ----- ----- ----- 0.665 0.666
20.30 0.507 459.24 ----- ----- ----- ----- ----- ----- ----- ----- 0.661 0.661
20.33 0.505 459.24 ----- ----- ----- ----- ----- ----- ----- ----- 0.656 0.656
20.37 0.502 459.24 ----- ----- ----- ----- ----- ----- ----- ----- 0.652 0.652
20.40 0.500 459.24 ----- ----- ----- ----- ----- ----- ----- ----- 0.648 0.648
20.43 0.498 459.23 ----- ----- ----- ----- ----- ----- ----- ----- 0.643 0.643
20.47 0.497 459.23 ----- ----- ----- ----- ----- ----- ----- ----- 0.639 0.639
20.50 0.495 459.23 ----- ----- ----- ----- ----- ----- ----- ----- 0.635 0.635
20.53 0.494 459.23 ----- ----- ----- ----- ----- ----- ----- ----- 0.631 0.631
20.57 0.493 459.23 ----- ----- ----- ----- ----- ----- ----- ----- 0.627 0.627
20.60 0.492 459.23 ----- ----- ----- ----- ----- ----- ----- ----- 0.623 0.623
20.63 0.491 459.22 ----- ----- ----- ----- ----- ----- ----- ----- 0.619 0.619
20.67 0.490 459.22 ----- ----- ----- ----- ----- ----- ----- ----- 0.616 0.616
20.70 0.489 459.22 ----- ----- ----- ----- ----- ----- ----- ----- 0.612 0.612
20.73 0.488 459.22 ----- ----- ----- ----- ----- ----- ----- ----- 0.608 0.608
20.77 0.487 459.22 ----- ----- ----- ----- ----- ----- ----- ----- 0.605 0.605
20.80 0.487 459.22 ----- ----- ----- ----- ----- ----- ----- ----- 0.601 0.601
20.83 0.486 459.22 ----- ----- ----- ----- ----- ----- ----- ----- 0.598 0.598
20.87 0.486 459.22 ----- ----- ----- ----- ----- ----- ----- ----- 0.595 0.595
20.90 0.485 459.21 ----- ----- ----- ----- ----- ----- ----- ----- 0.592 0.592
20.93 0.485 459.21 ----- ----- ----- ----- ----- ----- ----- ----- 0.589 0.589 Continues on next page...
13 RETENTION BASIN, A
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
20.97 0.484 459.21 ----- ----- ----- ----- ----- ----- ----- ----- 0.586 0.586
21.00 0.483 459.21 ----- ----- ----- ----- ----- ----- ----- ----- 0.583 0.583
21.03 0.483 459.21 ----- ----- ----- ----- ----- ----- ----- ----- 0.580 0.580
21.07 0.482 459.21 ----- ----- ----- ----- ----- ----- ----- ----- 0.577 0.577
21.10 0.482 459.21 ----- ----- ----- ----- ----- ----- ----- ----- 0.574 0.574
21.13 0.481 459.21 ----- ----- ----- ----- ----- ----- ----- ----- 0.572 0.572
21.17 0.481 459.21 ----- ----- ----- ----- ----- ----- ----- ----- 0.569 0.569
21.20 0.480 459.21 ----- ----- ----- ----- ----- ----- ----- ----- 0.566 0.566
21.23 0.480 459.20 ----- ----- ----- ----- ----- ----- ----- ----- 0.564 0.564
21.27 0.479 459.20 ----- ----- ----- ----- ----- ----- ----- ----- 0.561 0.561
21.30 0.478 459.20 ----- ----- ----- ----- ----- ----- ----- ----- 0.559 0.559
21.33 0.478 459.20 ----- ----- ----- ----- ----- ----- ----- ----- 0.557 0.557
21.37 0.477 459.20 ----- ----- ----- ----- ----- ----- ----- ----- 0.554 0.554
21.40 0.477 459.20 ----- ----- ----- ----- ----- ----- ----- ----- 0.552 0.552
21.43 0.476 459.20 ----- ----- ----- ----- ----- ----- ----- ----- 0.550 0.550
21.47 0.476 459.20 ----- ----- ----- ----- ----- ----- ----- ----- 0.548 0.548
21.50 0.475 459.20 ----- ----- ----- ----- ----- ----- ----- ----- 0.546 0.546
21.53 0.474 459.20 ----- ----- ----- ----- ----- ----- ----- ----- 0.544 0.544
21.57 0.474 459.20 ----- ----- ----- ----- ----- ----- ----- ----- 0.542 0.542
21.60 0.473 459.20 ----- ----- ----- ----- ----- ----- ----- ----- 0.540 0.540
21.63 0.473 459.20 ----- ----- ----- ----- ----- ----- ----- ----- 0.538 0.538
21.67 0.472 459.19 ----- ----- ----- ----- ----- ----- ----- ----- 0.536 0.536
21.70 0.472 459.19 ----- ----- ----- ----- ----- ----- ----- ----- 0.534 0.534
21.73 0.471 459.19 ----- ----- ----- ----- ----- ----- ----- ----- 0.532 0.532
21.77 0.470 459.19 ----- ----- ----- ----- ----- ----- ----- ----- 0.530 0.530
21.80 0.470 459.19 ----- ----- ----- ----- ----- ----- ----- ----- 0.529 0.529
21.83 0.469 459.19 ----- ----- ----- ----- ----- ----- ----- ----- 0.527 0.527
21.87 0.469 459.19 ----- ----- ----- ----- ----- ----- ----- ----- 0.525 0.525 Continues on next page...
14 RETENTION BASIN, A
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
21.90 0.468 459.19 ----- ----- ----- ----- ----- ----- ----- ----- 0.524 0.524
21.93 0.468 459.19 ----- ----- ----- ----- ----- ----- ----- ----- 0.522 0.522
21.97 0.467 459.19 ----- ----- ----- ----- ----- ----- ----- ----- 0.520 0.520
22.00 0.466 459.19 ----- ----- ----- ----- ----- ----- ----- ----- 0.519 0.519
22.03 0.466 459.19 ----- ----- ----- ----- ----- ----- ----- ----- 0.517 0.517
22.07 0.465 459.19 ----- ----- ----- ----- ----- ----- ----- ----- 0.516 0.516
22.10 0.465 459.19 ----- ----- ----- ----- ----- ----- ----- ----- 0.514 0.514
22.13 0.464 459.19 ----- ----- ----- ----- ----- ----- ----- ----- 0.513 0.513
22.17 0.464 459.19 ----- ----- ----- ----- ----- ----- ----- ----- 0.512 0.512
22.20 0.463 459.19 ----- ----- ----- ----- ----- ----- ----- ----- 0.510 0.510
22.23 0.462 459.18 ----- ----- ----- ----- ----- ----- ----- ----- 0.509 0.509
22.27 0.462 459.18 ----- ----- ----- ----- ----- ----- ----- ----- 0.507 0.507
22.30 0.461 459.18 ----- ----- ----- ----- ----- ----- ----- ----- 0.506 0.506
22.33 0.461 459.18 ----- ----- ----- ----- ----- ----- ----- ----- 0.505 0.505
22.37 0.460 459.18 ----- ----- ----- ----- ----- ----- ----- ----- 0.504 0.504
22.40 0.460 459.18 ----- ----- ----- ----- ----- ----- ----- ----- 0.502 0.502
22.43 0.459 459.18 ----- ----- ----- ----- ----- ----- ----- ----- 0.501 0.501
22.47 0.458 459.18 ----- ----- ----- ----- ----- ----- ----- ----- 0.500 0.500
22.50 0.458 459.18 ----- ----- ----- ----- ----- ----- ----- ----- 0.499 0.499
22.53 0.457 459.18 ----- ----- ----- ----- ----- ----- ----- ----- 0.497 0.497
22.57 0.457 459.18 ----- ----- ----- ----- ----- ----- ----- ----- 0.496 0.496
22.60 0.456 459.18 ----- ----- ----- ----- ----- ----- ----- ----- 0.495 0.495
22.63 0.456 459.18 ----- ----- ----- ----- ----- ----- ----- ----- 0.494 0.494
22.67 0.455 459.18 ----- ----- ----- ----- ----- ----- ----- ----- 0.493 0.493
22.70 0.454 459.18 ----- ----- ----- ----- ----- ----- ----- ----- 0.492 0.492
22.73 0.454 459.18 ----- ----- ----- ----- ----- ----- ----- ----- 0.491 0.491
22.77 0.453 459.18 ----- ----- ----- ----- ----- ----- ----- ----- 0.490 0.490
22.80 0.453 459.18 ----- ----- ----- ----- ----- ----- ----- ----- 0.489 0.489 Continues on next page...
15 RETENTION BASIN, A
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
22.83 0.452 459.18 ----- ----- ----- ----- ----- ----- ----- ----- 0.487 0.487
22.87 0.451 459.18 ----- ----- ----- ----- ----- ----- ----- ----- 0.486 0.486
22.90 0.451 459.18 ----- ----- ----- ----- ----- ----- ----- ----- 0.485 0.485
22.93 0.450 459.18 ----- ----- ----- ----- ----- ----- ----- ----- 0.484 0.484
22.97 0.450 459.18 ----- ----- ----- ----- ----- ----- ----- ----- 0.483 0.483
23.00 0.449 459.18 ----- ----- ----- ----- ----- ----- ----- ----- 0.482 0.482
23.03 0.449 459.17 ----- ----- ----- ----- ----- ----- ----- ----- 0.481 0.481
23.07 0.448 459.17 ----- ----- ----- ----- ----- ----- ----- ----- 0.481 0.481
23.10 0.447 459.17 ----- ----- ----- ----- ----- ----- ----- ----- 0.480 0.480
23.13 0.447 459.17 ----- ----- ----- ----- ----- ----- ----- ----- 0.479 0.479
23.17 0.446 459.17 ----- ----- ----- ----- ----- ----- ----- ----- 0.478 0.478
23.20 0.446 459.17 ----- ----- ----- ----- ----- ----- ----- ----- 0.477 0.477
23.23 0.445 459.17 ----- ----- ----- ----- ----- ----- ----- ----- 0.476 0.476
23.27 0.445 459.17 ----- ----- ----- ----- ----- ----- ----- ----- 0.475 0.475
23.30 0.444 459.17 ----- ----- ----- ----- ----- ----- ----- ----- 0.474 0.474
23.33 0.443 459.17 ----- ----- ----- ----- ----- ----- ----- ----- 0.473 0.473
23.37 0.443 459.17 ----- ----- ----- ----- ----- ----- ----- ----- 0.472 0.472
23.40 0.442 459.17 ----- ----- ----- ----- ----- ----- ----- ----- 0.471 0.471
23.43 0.442 459.17 ----- ----- ----- ----- ----- ----- ----- ----- 0.471 0.471
23.47 0.441 459.17 ----- ----- ----- ----- ----- ----- ----- ----- 0.470 0.470
23.50 0.440 459.17 ----- ----- ----- ----- ----- ----- ----- ----- 0.469 0.469
23.53 0.440 459.17 ----- ----- ----- ----- ----- ----- ----- ----- 0.468 0.468
23.57 0.439 459.17 ----- ----- ----- ----- ----- ----- ----- ----- 0.467 0.467
23.60 0.439 459.17 ----- ----- ----- ----- ----- ----- ----- ----- 0.466 0.466
23.63 0.438 459.17 ----- ----- ----- ----- ----- ----- ----- ----- 0.466 0.466
23.67 0.437 459.17 ----- ----- ----- ----- ----- ----- ----- ----- 0.465 0.465
23.70 0.437 459.17 ----- ----- ----- ----- ----- ----- ----- ----- 0.464 0.464
23.73 0.436 459.17 ----- ----- ----- ----- ----- ----- ----- ----- 0.463 0.463 Continues on next page...
16 RETENTION BASIN, A
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
23.77 0.436 459.17 ----- ----- ----- ----- ----- ----- ----- ----- 0.462 0.462
23.80 0.435 459.17 ----- ----- ----- ----- ----- ----- ----- ----- 0.462 0.462
23.83 0.435 459.17 ----- ----- ----- ----- ----- ----- ----- ----- 0.461 0.461
23.87 0.434 459.17 ----- ----- ----- ----- ----- ----- ----- ----- 0.460 0.460
23.90 0.433 459.17 ----- ----- ----- ----- ----- ----- ----- ----- 0.459 0.459
23.93 0.433 459.17 ----- ----- ----- ----- ----- ----- ----- ----- 0.459 0.459
23.97 0.432 459.17 ----- ----- ----- ----- ----- ----- ----- ----- 0.458 0.458
24.00 0.432 459.17 ----- ----- ----- ----- ----- ----- ----- ----- 0.457 0.457
24.03 0.429 459.17 ----- ----- ----- ----- ----- ----- ----- ----- 0.456 0.456
24.07 0.423 459.17 ----- ----- ----- ----- ----- ----- ----- ----- 0.455 0.455
24.10 0.415 459.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.454 0.454
24.13 0.405 459.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.453 0.453
24.17 0.393 459.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.452 0.452
24.20 0.377 459.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.450 0.450
24.23 0.360 459.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.447 0.447
24.27 0.340 459.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.444 0.444
24.30 0.318 459.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.441 0.441
24.33 0.293 459.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.437 0.437
24.37 0.266 459.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.433 0.433
24.40 0.237 459.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.427 0.427
24.43 0.205 459.15 ----- ----- ----- ----- ----- ----- ----- ----- 0.422 0.421
24.47 0.176 459.15 ----- ----- ----- ----- ----- ----- ----- ----- 0.415 0.415
24.50 0.149 459.15 ----- ----- ----- ----- ----- ----- ----- ----- 0.408 0.408
24.53 0.124 459.15 ----- ----- ----- ----- ----- ----- ----- ----- 0.400 0.400
24.57 0.101 459.14 ----- ----- ----- ----- ----- ----- ----- ----- 0.391 0.391
24.60 0.081 459.14 ----- ----- ----- ----- ----- ----- ----- ----- 0.383 0.383
24.63 0.063 459.14 ----- ----- ----- ----- ----- ----- ----- ----- 0.374 0.374
24.67 0.047 459.13 ----- ----- ----- ----- ----- ----- ----- ----- 0.365 0.365 Continues on next page...
17 RETENTION BASIN, A
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
24.70 0.034 459.13 ----- ----- ----- ----- ----- ----- ----- ----- 0.355 0.355
24.73 0.022 459.13 ----- ----- ----- ----- ----- ----- ----- ----- 0.346 0.346
24.77 0.013 459.12 ----- ----- ----- ----- ----- ----- ----- ----- 0.336 0.336
24.80 0.007 459.12 ----- ----- ----- ----- ----- ----- ----- ----- 0.327 0.327
24.83 0.002 459.12 ----- ----- ----- ----- ----- ----- ----- ----- 0.318 0.317
24.87 0.000 459.11 ----- ----- ----- ----- ----- ----- ----- ----- 0.308 0.308
24.90 0.000 459.11 ----- ----- ----- ----- ----- ----- ----- ----- 0.299 0.299
24.93 0.000 459.11 ----- ----- ----- ----- ----- ----- ----- ----- 0.291 0.291
24.97 0.000 459.10 ----- ----- ----- ----- ----- ----- ----- ----- 0.282 0.282
25.00 0.000 459.10 ----- ----- ----- ----- ----- ----- ----- ----- 0.274 0.274
25.03 0.000 459.10 ----- ----- ----- ----- ----- ----- ----- ----- 0.266 0.266
25.07 0.000 459.09 ----- ----- ----- ----- ----- ----- ----- ----- 0.259 0.259
25.10 0.000 459.09 ----- ----- ----- ----- ----- ----- ----- ----- 0.251 0.251
25.13 0.000 459.09 ----- ----- ----- ----- ----- ----- ----- ----- 0.244 0.244
25.17 0.000 459.09 ----- ----- ----- ----- ----- ----- ----- ----- 0.237 0.237
25.20 0.000 459.08 ----- ----- ----- ----- ----- ----- ----- ----- 0.230 0.230
25.23 0.000 459.08 ----- ----- ----- ----- ----- ----- ----- ----- 0.223 0.223
25.27 0.000 459.08 ----- ----- ----- ----- ----- ----- ----- ----- 0.217 0.217
25.30 0.000 459.08 ----- ----- ----- ----- ----- ----- ----- ----- 0.211 0.211
25.33 0.000 459.07 ----- ----- ----- ----- ----- ----- ----- ----- 0.205 0.205
25.37 0.000 459.07 ----- ----- ----- ----- ----- ----- ----- ----- 0.199 0.199
25.40 0.000 459.07 ----- ----- ----- ----- ----- ----- ----- ----- 0.193 0.193
25.43 0.000 459.07 ----- ----- ----- ----- ----- ----- ----- ----- 0.187 0.187
25.47 0.000 459.07 ----- ----- ----- ----- ----- ----- ----- ----- 0.182 0.182
25.50 0.000 459.06 ----- ----- ----- ----- ----- ----- ----- ----- 0.177 0.177
25.53 0.000 459.06 ----- ----- ----- ----- ----- ----- ----- ----- 0.171 0.172
25.57 0.000 459.06 ----- ----- ----- ----- ----- ----- ----- ----- 0.167 0.167
25.60 0.000 459.06 ----- ----- ----- ----- ----- ----- ----- ----- 0.162 0.162 Continues on next page...
18 RETENTION BASIN, A
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
25.63 0.000 459.06 ----- ----- ----- ----- ----- ----- ----- ----- 0.157 0.157
25.67 0.000 459.06 ----- ----- ----- ----- ----- ----- ----- ----- 0.152 0.153
25.70 0.000 459.05 ----- ----- ----- ----- ----- ----- ----- ----- 0.148 0.148
25.73 0.000 459.05 ----- ----- ----- ----- ----- ----- ----- ----- 0.144 0.144
25.77 0.000 459.05 ----- ----- ----- ----- ----- ----- ----- ----- 0.140 0.140
25.80 0.000 459.05 ----- ----- ----- ----- ----- ----- ----- ----- 0.136 0.136
25.83 0.000 459.05 ----- ----- ----- ----- ----- ----- ----- ----- 0.132 0.132
25.87 0.000 459.05 ----- ----- ----- ----- ----- ----- ----- ----- 0.128 0.128
25.90 0.000 459.05 ----- ----- ----- ----- ----- ----- ----- ----- 0.124 0.124
25.93 0.000 459.04 ----- ----- ----- ----- ----- ----- ----- ----- 0.121 0.121
25.97 0.000 459.04 ----- ----- ----- ----- ----- ----- ----- ----- 0.117 0.117
26.00 0.000 459.04 ----- ----- ----- ----- ----- ----- ----- ----- 0.114 0.114
26.03 0.000 459.04 ----- ----- ----- ----- ----- ----- ----- ----- 0.110 0.110
26.07 0.000 459.04 ----- ----- ----- ----- ----- ----- ----- ----- 0.107 0.107
26.10 0.000 459.04 ----- ----- ----- ----- ----- ----- ----- ----- 0.104 0.104
26.13 0.000 459.04 ----- ----- ----- ----- ----- ----- ----- ----- 0.101 0.101
26.17 0.000 459.04 ----- ----- ----- ----- ----- ----- ----- ----- 0.098 0.098
26.20 0.000 459.03 ----- ----- ----- ----- ----- ----- ----- ----- 0.095 0.095
26.23 0.000 459.03 ----- ----- ----- ----- ----- ----- ----- ----- 0.093 0.093
26.27 0.000 459.03 ----- ----- ----- ----- ----- ----- ----- ----- 0.090 0.090
26.30 0.000 459.03 ----- ----- ----- ----- ----- ----- ----- ----- 0.087 0.087
26.33 0.000 459.03 ----- ----- ----- ----- ----- ----- ----- ----- 0.085 0.085
26.37 0.000 459.03 ----- ----- ----- ----- ----- ----- ----- ----- 0.082 0.082
26.40 0.000 459.03 ----- ----- ----- ----- ----- ----- ----- ----- 0.080 0.080
26.43 0.000 459.03 ----- ----- ----- ----- ----- ----- ----- ----- 0.078 0.078
26.47 0.000 459.03 ----- ----- ----- ----- ----- ----- ----- ----- 0.075 0.075
26.50 0.000 459.03 ----- ----- ----- ----- ----- ----- ----- ----- 0.073 0.073
26.53 0.000 459.03 ----- ----- ----- ----- ----- ----- ----- ----- 0.071 0.071 Continues on next page...
19 RETENTION BASIN, A
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
26.57 0.000 459.03 ----- ----- ----- ----- ----- ----- ----- ----- 0.069 0.069
26.60 0.000 459.02 ----- ----- ----- ----- ----- ----- ----- ----- 0.067 0.067
26.63 0.000 459.02 ----- ----- ----- ----- ----- ----- ----- ----- 0.065 0.065
26.67 0.000 459.02 ----- ----- ----- ----- ----- ----- ----- ----- 0.063 0.063
26.70 0.000 459.02 ----- ----- ----- ----- ----- ----- ----- ----- 0.061 0.061
26.73 0.000 459.02 ----- ----- ----- ----- ----- ----- ----- ----- 0.060 0.060
26.77 0.000 459.02 ----- ----- ----- ----- ----- ----- ----- ----- 0.058 0.058
26.80 0.000 459.02 ----- ----- ----- ----- ----- ----- ----- ----- 0.056 0.056
26.83 0.000 459.02 ----- ----- ----- ----- ----- ----- ----- ----- 0.055 0.055
26.87 0.000 459.02 ----- ----- ----- ----- ----- ----- ----- ----- 0.053 0.053
26.90 0.000 459.02 ----- ----- ----- ----- ----- ----- ----- ----- 0.052 0.052
26.93 0.000 459.02 ----- ----- ----- ----- ----- ----- ----- ----- 0.050 0.050
26.97 0.000 459.02 ----- ----- ----- ----- ----- ----- ----- ----- 0.049 0.049
27.00 0.000 459.02 ----- ----- ----- ----- ----- ----- ----- ----- 0.047 0.047
27.03 0.000 459.02 ----- ----- ----- ----- ----- ----- ----- ----- 0.046 0.046
27.07 0.000 459.02 ----- ----- ----- ----- ----- ----- ----- ----- 0.044 0.044
27.10 0.000 459.02 ----- ----- ----- ----- ----- ----- ----- ----- 0.043 0.043
27.13 0.000 459.02 ----- ----- ----- ----- ----- ----- ----- ----- 0.042 0.042
27.17 0.000 459.01 ----- ----- ----- ----- ----- ----- ----- ----- 0.041 0.041
27.20 0.000 459.01 ----- ----- ----- ----- ----- ----- ----- ----- 0.040 0.040 ...End
Pond Report 20
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Wednesday, 06 / 7 / 2023 Pond No. 2 - RETENTION BASIN, A
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 459.00 ft Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 459.00 9,349 0 0
1.00 460.00 13,312 11,271 11,271
2.00 461.00 17,404 15,311 26,582
3.00 462.00 21,623 19,473 46,055
4.00 463.00 25,971 23,761 69,817
5.00 464.00 30,446 28,176 97,993
6.00 465.00 35,050 32,718 130,711
7.00 466.00 39,781 37,387 168,098
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 0.00 0.00 0.00 0.00
Span (in) = 0.00 0.00 0.00 0.00
No. Barrels = 1 0 0 0
Invert El. (ft) = 459.00 0.00 0.00 0.00
Length (ft) = 0.00 0.00 0.00 0.00
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
Multi-Stage = n/a No No No
Crest Len (ft) = 0.00 0.00 0.00 0.00
Crest El. (ft) = 0.00 0.00 0.00 0.00
Weir Coeff. = 3.33 3.33 3.33 3.33
Weir Type = --- --- --- ---
Multi-Stage = No No No No
Exfil.(in/hr) = 8.940 (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 0 459.00 --- --- --- --- --- --- --- --- 0.000 --- 0.000
0.10 1,127 459.10 --- --- --- --- --- --- --- --- 0.275 --- 0.275
0.20 2,254 459.20 --- --- --- --- --- --- --- --- 0.551 --- 0.551
0.30 3,381 459.30 --- --- --- --- --- --- --- --- 0.826 --- 0.826
0.40 4,508 459.40 --- --- --- --- --- --- --- --- 1.102 --- 1.102
0.50 5,636 459.50 --- --- --- --- --- --- --- --- 1.377 --- 1.377
0.60 6,763 459.60 --- --- --- --- --- --- --- --- 1.653 --- 1.653
0.70 7,890 459.70 --- --- --- --- --- --- --- --- 1.928 --- 1.928
0.80 9,017 459.80 --- --- --- --- --- --- --- --- 2.204 --- 2.204
0.90 10,144 459.90 --- --- --- --- --- --- --- --- 2.479 --- 2.479
1.00 11,271 460.00 --- --- --- --- --- --- --- --- 2.755 --- 2.755
1.10 12,802 460.10 --- --- --- --- --- --- --- --- 2.840 --- 2.840
1.20 14,333 460.20 --- --- --- --- --- --- --- --- 2.924 --- 2.924
1.30 15,864 460.30 --- --- --- --- --- --- --- --- 3.009 --- 3.009
1.40 17,396 460.40 --- --- --- --- --- --- --- --- 3.094 --- 3.094
1.50 18,927 460.50 --- --- --- --- --- --- --- --- 3.178 --- 3.178
1.60 20,458 460.60 --- --- --- --- --- --- --- --- 3.263 --- 3.263
1.70 21,989 460.70 --- --- --- --- --- --- --- --- 3.348 --- 3.348
1.80 23,520 460.80 --- --- --- --- --- --- --- --- 3.432 --- 3.432
1.90 25,051 460.90 --- --- --- --- --- --- --- --- 3.517 --- 3.517
2.00 26,582 461.00 --- --- --- --- --- --- --- --- 3.602 --- 3.602
2.10 28,529 461.10 --- --- --- --- --- --- --- --- 3.689 --- 3.689
2.20 30,477 461.20 --- --- --- --- --- --- --- --- 3.776 --- 3.776
2.30 32,424 461.30 --- --- --- --- --- --- --- --- 3.864 --- 3.864
2.40 34,371 461.40 --- --- --- --- --- --- --- --- 3.951 --- 3.951
2.50 36,319 461.50 --- --- --- --- --- --- --- --- 4.038 --- 4.038
2.60 38,266 461.60 --- --- --- --- --- --- --- --- 4.125 --- 4.125
2.70 40,213 461.70 --- --- --- --- --- --- --- --- 4.213 --- 4.213
2.80 42,161 461.80 --- --- --- --- --- --- --- --- 4.300 --- 4.300
2.90 44,108 461.90 --- --- --- --- --- --- --- --- 4.387 --- 4.387
3.00 46,055 462.00 --- --- --- --- --- --- --- --- 4.475 --- 4.475
3.10 48,432 462.10 --- --- --- --- --- --- --- --- 4.565 --- 4.565
3.20 50,808 462.20 --- --- --- --- --- --- --- --- 4.655 --- 4.655
3.30 53,184 462.30 --- --- --- --- --- --- --- --- 4.745 --- 4.745
3.40 55,560 462.40 --- --- --- --- --- --- --- --- 4.835 --- 4.835 Continues on next page...
21 RETENTION BASIN, 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 cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
3.50 57,936 462.50 --- --- --- --- --- --- --- --- 4.925 --- 4.925
3.60 60,312 462.60 --- --- --- --- --- --- --- --- 5.015 --- 5.015
3.70 62,688 462.70 --- --- --- --- --- --- --- --- 5.105 --- 5.105
3.80 65,065 462.80 --- --- --- --- --- --- --- --- 5.195 --- 5.195
3.90 67,441 462.90 --- --- --- --- --- --- --- --- 5.285 --- 5.285
4.00 69,817 463.00 --- --- --- --- --- --- --- --- 5.375 --- 5.375
4.10 72,635 463.10 --- --- --- --- --- --- --- --- 5.467 --- 5.467
4.20 75,452 463.20 --- --- --- --- --- --- --- --- 5.560 --- 5.560
4.30 78,270 463.30 --- --- --- --- --- --- --- --- 5.652 --- 5.652
4.40 81,087 463.40 --- --- --- --- --- --- --- --- 5.745 --- 5.745
4.50 83,905 463.50 --- --- --- --- --- --- --- --- 5.838 --- 5.838
4.60 86,723 463.60 --- --- --- --- --- --- --- --- 5.930 --- 5.930
4.70 89,540 463.70 --- --- --- --- --- --- --- --- 6.023 --- 6.023
4.80 92,358 463.80 --- --- --- --- --- --- --- --- 6.115 --- 6.115
4.90 95,175 463.90 --- --- --- --- --- --- --- --- 6.208 --- 6.208
5.00 97,993 464.00 --- --- --- --- --- --- --- --- 6.301 --- 6.301
5.10 101,265 464.10 --- --- --- --- --- --- --- --- 6.396 --- 6.396
5.20 104,537 464.20 --- --- --- --- --- --- --- --- 6.491 --- 6.491
5.30 107,808 464.30 --- --- --- --- --- --- --- --- 6.586 --- 6.586
5.40 111,080 464.40 --- --- --- --- --- --- --- --- 6.682 --- 6.682
5.50 114,352 464.50 --- --- --- --- --- --- --- --- 6.777 --- 6.777
5.60 117,624 464.60 --- --- --- --- --- --- --- --- 6.872 --- 6.872
5.70 120,895 464.70 --- --- --- --- --- --- --- --- 6.968 --- 6.968
5.80 124,167 464.80 --- --- --- --- --- --- --- --- 7.063 --- 7.063
5.90 127,439 464.90 --- --- --- --- --- --- --- --- 7.158 --- 7.158
6.00 130,711 465.00 --- --- --- --- --- --- --- --- 7.253 --- 7.253
6.10 134,449 465.10 --- --- --- --- --- --- --- --- 7.351 --- 7.351
6.20 138,188 465.20 --- --- --- --- --- --- --- --- 7.449 --- 7.449
6.30 141,927 465.30 --- --- --- --- --- --- --- --- 7.547 --- 7.547
6.40 145,665 465.40 --- --- --- --- --- --- --- --- 7.645 --- 7.645
6.50 149,404 465.50 --- --- --- --- --- --- --- --- 7.743 --- 7.743
6.60 153,143 465.60 --- --- --- --- --- --- --- --- 7.841 --- 7.841
6.70 156,882 465.70 --- --- --- --- --- --- --- --- 7.939 --- 7.939
6.80 160,620 465.80 --- --- --- --- --- --- --- --- 8.037 --- 8.037
6.90 164,359 465.90 --- --- --- --- --- --- --- --- 8.134 --- 8.134
7.00 168,098 466.00 --- --- --- --- --- --- --- --- 8.232 --- 8.232 ...End
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Hyd. No. 26
4090-01 P-B POST DEVT OVERALL UH
Hydrograph type = SCS Runoff Peak discharge = 59.21 cfs Storm frequency = 100 yrs Time to peak = 736 min
Time interval = 2 min Hyd. volume = 244,175 cuft
Drainage area = 32.640 ac Curve number = 77
Basin Slope = 2.8 % Hydraulic length = 2264 ft
Tc method = LAG Time of conc. (Tc) = 40.44 min
Total precip. = 4.30 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 623
1 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
Q (cfs)
Time (min)
4090-01 P-B POST DEVT OVERALL UH
Hyd. No. 26 -- 100 Year
Hyd No. 26
Hydraflow Rainfall Report
2 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000 --------
2 5.0994 0.1000 0.5670 --------
3 0.0000 0.0000 0.0000 --------
5 5.5223 0.1000 0.4686 --------
10 9.9784 0.1000 0.5666 --------
25 10.1229 0.1000 0.5206 --------
50 14.1968 0.1000 0.5656 --------
100 15.9941 0.1000 0.5621 --------
File name: 4090-01 Intensity.IDF
Intensity = B / (Tc + D)^E
Return Intensity Values (in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.02 1.37 1.09 0.93 0.82 0.74 0.68 0.63 0.59 0.55 0.53 0.50 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 2.57 1.87 1.55 1.35 1.22 1.12 1.04 0.98 0.93 0.88 0.84 0.81 10 3.96 2.69 2.14 1.82 1.61 1.45 1.33 1.23 1.15 1.09 1.03 0.98 25 4.33 3.04 2.46 2.12 1.89 1.72 1.59 1.48 1.39 1.32 1.26 1.20 50 5.65 3.84 3.06 2.60 2.29 2.07 1.90 1.76 1.65 1.55 1.47 1.40 100 6.40 4.36 3.48 2.96 2.61 2.36 2.16 2.01 1.88 1.77 1.68 1.60 Tc = time in minutes. Values may exceed 60.
Rainfall Precipitation Table (in)
me: F:\Projects\4090\001\_Support Files\Reports\Hydrology\TTM - 38710 & 38711\Calculation\4090-01 Precipitation.pcp Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 0.00 1.28 0.00 2.04 2.33 3.18 4.00 4.30
SCS 6-Hr 0.00 0.82 0.00 1.13 1.28 1.83 2.11 2.50
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Hyd. No. 27
RETENTION BASIN, B
Hydrograph type = Reservoir Peak discharge = 7.079 cfs
Storm frequency = 100 yrs Time to peak = 13.27 hrs
Time interval = 2 min Hyd. volume = 244,171 cuft
Inflow hyd. No. = 26 - 4090-01 P-B POST DEVT OVERAL Max. Elevation = 459.55 ft L UH Reservoir name = RETENTION BASIN,B Max. Storage = 116,865 cuft Storage Indication method used. Outflow includes exfiltration. 1 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28 30
Q (cfs)
0.00 0.00
10.00 10.00
20.00 20.00
30.00 30.00
40.00 40.00
50.00 50.00
60.00 60.00
Q (cfs)
Time (hrs)
RETENTION BASIN, B
Hyd. No. 27 -- 100 Year
Hyd No. 27 Hyd No. 26 Total storage used = 116,865 cuft Pond Report 2
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Pond No. 1 - RETENTION BASIN,B
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 454.00 ft Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 454.00 8,450 0 0
1.00 455.00 12,799 10,548 10,548
2.00 456.00 17,275 14,980 25,528
3.00 457.00 21,879 19,530 45,058
4.00 458.00 26,612 24,204 69,262
5.00 459.00 31,472 29,005 98,268
6.00 460.00 36,460 33,932 132,200
7.00 461.00 41,577 38,987 171,186
8.00 462.00 46,821 44,169 215,355
9.00 463.00 52,193 49,478 264,833
10.00 464.00 57,694 54,915 319,748
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 0.00 0.00 0.00 0.00
Span (in) = 0.00 0.00 0.00 0.00
No. Barrels = 1 0 0 0
Invert El. (ft) = 454.00 0.00 0.00 0.00
Length (ft) = 0.00 0.00 0.00 0.00
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
Multi-Stage = n/a No No No
Crest Len (ft) = 0.00 0.00 0.00 0.00
Crest El. (ft) = 0.00 0.00 0.00 0.00
Weir Coeff. = 3.33 3.33 3.33 3.33
Weir Type = --- --- --- ---
Multi-Stage = No No No No
Exfil.(in/hr) = 8.940 (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 0 454.00 --- --- --- --- --- --- --- --- 0.000 --- 0.000
0.10 1,055 454.10 --- --- --- --- --- --- --- --- 0.265 --- 0.265
0.20 2,110 454.20 --- --- --- --- --- --- --- --- 0.530 --- 0.530
0.30 3,165 454.30 --- --- --- --- --- --- --- --- 0.795 --- 0.795
0.40 4,219 454.40 --- --- --- --- --- --- --- --- 1.059 --- 1.059
0.50 5,274 454.50 --- --- --- --- --- --- --- --- 1.324 --- 1.324
0.60 6,329 454.60 --- --- --- --- --- --- --- --- 1.589 --- 1.589
0.70 7,384 454.70 --- --- --- --- --- --- --- --- 1.854 --- 1.854
0.80 8,439 454.80 --- --- --- --- --- --- --- --- 2.119 --- 2.119
0.90 9,494 454.90 --- --- --- --- --- --- --- --- 2.384 --- 2.384
1.00 10,548 455.00 --- --- --- --- --- --- --- --- 2.649 --- 2.649
1.10 12,046 455.10 --- --- --- --- --- --- --- --- 2.741 --- 2.741
1.20 13,544 455.20 --- --- --- --- --- --- --- --- 2.834 --- 2.834
1.30 15,042 455.30 --- --- --- --- --- --- --- --- 2.927 --- 2.927
1.40 16,540 455.40 --- --- --- --- --- --- --- --- 3.019 --- 3.019
1.50 18,038 455.50 --- --- --- --- --- --- --- --- 3.112 --- 3.112
1.60 19,536 455.60 --- --- --- --- --- --- --- --- 3.204 --- 3.204
1.70 21,034 455.70 --- --- --- --- --- --- --- --- 3.297 --- 3.297
1.80 22,532 455.80 --- --- --- --- --- --- --- --- 3.390 --- 3.390
1.90 24,030 455.90 --- --- --- --- --- --- --- --- 3.482 --- 3.482
2.00 25,528 456.00 --- --- --- --- --- --- --- --- 3.575 --- 3.575
2.10 27,481 456.10 --- --- --- --- --- --- --- --- 3.670 --- 3.670
2.20 29,434 456.20 --- --- --- --- --- --- --- --- 3.765 --- 3.765
2.30 31,387 456.30 --- --- --- --- --- --- --- --- 3.861 --- 3.861
2.40 33,340 456.40 --- --- --- --- --- --- --- --- 3.956 --- 3.956
2.50 35,293 456.50 --- --- --- --- --- --- --- --- 4.051 --- 4.051
2.60 37,246 456.60 --- --- --- --- --- --- --- --- 4.147 --- 4.147
2.70 39,199 456.70 --- --- --- --- --- --- --- --- 4.242 --- 4.242
2.80 41,152 456.80 --- --- --- --- --- --- --- --- 4.337 --- 4.337
2.90 43,105 456.90 --- --- --- --- --- --- --- --- 4.432 --- 4.432
3.00 45,058 457.00 --- --- --- --- --- --- --- --- 4.528 --- 4.528
3.10 47,478 457.10 --- --- --- --- --- --- --- --- 4.626 --- 4.626 Continues on next page...
3 RETENTION BASIN,B
Stage / Storage / Discharge Table
Stage Storage Elevation Clv A Clv B Clv C PrfRsr Wr A Wr B Wr C Wr D Exfil User Total ft cuft ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
3.20 49,899 457.20 --- --- --- --- --- --- --- --- 4.724 --- 4.724
3.30 52,319 457.30 --- --- --- --- --- --- --- --- 4.822 --- 4.822
3.40 54,740 457.40 --- --- --- --- --- --- --- --- 4.919 --- 4.919
3.50 57,160 457.50 --- --- --- --- --- --- --- --- 5.017 --- 5.017
3.60 59,581 457.60 --- --- --- --- --- --- --- --- 5.115 --- 5.115
3.70 62,001 457.70 --- --- --- --- --- --- --- --- 5.213 --- 5.213
3.80 64,422 457.80 --- --- --- --- --- --- --- --- 5.311 --- 5.311
3.90 66,842 457.90 --- --- --- --- --- --- --- --- 5.409 --- 5.409
4.00 69,262 458.00 --- --- --- --- --- --- --- --- 5.507 --- 5.507
4.10 72,163 458.10 --- --- --- --- --- --- --- --- 5.608 --- 5.608
4.20 75,063 458.20 --- --- --- --- --- --- --- --- 5.708 --- 5.708
4.30 77,964 458.30 --- --- --- --- --- --- --- --- 5.809 --- 5.809
4.40 80,864 458.40 --- --- --- --- --- --- --- --- 5.909 --- 5.909
4.50 83,765 458.50 --- --- --- --- --- --- --- --- 6.010 --- 6.010
4.60 86,666 458.60 --- --- --- --- --- --- --- --- 6.111 --- 6.111
4.70 89,566 458.70 --- --- --- --- --- --- --- --- 6.211 --- 6.211
4.80 92,467 458.80 --- --- --- --- --- --- --- --- 6.312 --- 6.312
4.90 95,367 458.90 --- --- --- --- --- --- --- --- 6.412 --- 6.412
5.00 98,268 459.00 --- --- --- --- --- --- --- --- 6.513 --- 6.513
5.10 101,661 459.10 --- --- --- --- --- --- --- --- 6.616 --- 6.616
5.20 105,054 459.20 --- --- --- --- --- --- --- --- 6.719 --- 6.719
5.30 108,447 459.30 --- --- --- --- --- --- --- --- 6.823 --- 6.823
5.40 111,840 459.40 --- --- --- --- --- --- --- --- 6.926 --- 6.926
5.50 115,234 459.50 --- --- --- --- --- --- --- --- 7.029 --- 7.029
5.60 118,627 459.60 --- --- --- --- --- --- --- --- 7.132 --- 7.132
5.70 122,020 459.70 --- --- --- --- --- --- --- --- 7.235 --- 7.235
5.80 125,413 459.80 --- --- --- --- --- --- --- --- 7.339 --- 7.339
5.90 128,806 459.90 --- --- --- --- --- --- --- --- 7.442 --- 7.442
6.00 132,200 460.00 --- --- --- --- --- --- --- --- 7.545 --- 7.545
6.10 136,098 460.10 --- --- --- --- --- --- --- --- 7.651 --- 7.651
6.20 139,997 460.20 --- --- --- --- --- --- --- --- 7.757 --- 7.757
6.30 143,896 460.30 --- --- --- --- --- --- --- --- 7.863 --- 7.863
6.40 147,794 460.40 --- --- --- --- --- --- --- --- 7.969 --- 7.969
6.50 151,693 460.50 --- --- --- --- --- --- --- --- 8.075 --- 8.075
6.60 155,592 460.60 --- --- --- --- --- --- --- --- 8.181 --- 8.181
6.70 159,490 460.70 --- --- --- --- --- --- --- --- 8.286 --- 8.286
6.80 163,389 460.80 --- --- --- --- --- --- --- --- 8.392 --- 8.392
6.90 167,288 460.90 --- --- --- --- --- --- --- --- 8.498 --- 8.498
7.00 171,186 461.00 --- --- --- --- --- --- --- --- 8.604 --- 8.604
7.10 175,603 461.10 --- --- --- --- --- --- --- --- 8.713 --- 8.713
7.20 180,020 461.20 --- --- --- --- --- --- --- --- 8.821 --- 8.821
7.30 184,437 461.30 --- --- --- --- --- --- --- --- 8.930 --- 8.930
7.40 188,854 461.40 --- --- --- --- --- --- --- --- 9.038 --- 9.038
7.50 193,271 461.50 --- --- --- --- --- --- --- --- 9.147 --- 9.147
7.60 197,687 461.60 --- --- --- --- --- --- --- --- 9.255 --- 9.255
7.70 202,104 461.70 --- --- --- --- --- --- --- --- 9.364 --- 9.364
7.80 206,521 461.80 --- --- --- --- --- --- --- --- 9.472 --- 9.472
7.90 210,938 461.90 --- --- --- --- --- --- --- --- 9.581 --- 9.581
8.00 215,355 462.00 --- --- --- --- --- --- --- --- 9.689 --- 9.689
8.10 220,303 462.10 --- --- --- --- --- --- --- --- 9.800 --- 9.800
8.20 225,250 462.20 --- --- --- --- --- --- --- --- 9.912 --- 9.912
8.30 230,198 462.30 --- --- --- --- --- --- --- --- 10.023 --- 10.02
8.40 235,146 462.40 --- --- --- --- --- --- --- --- 10.134 --- 10.13
8.50 240,094 462.50 --- --- --- --- --- --- --- --- 10.245 --- 10.25
8.60 245,042 462.60 --- --- --- --- --- --- --- --- 10.356 --- 10.36
8.70 249,989 462.70 --- --- --- --- --- --- --- --- 10.467 --- 10.47
8.80 254,937 462.80 --- --- --- --- --- --- --- --- 10.579 --- 10.58
8.90 259,885 462.90 --- --- --- --- --- --- --- --- 10.690 --- 10.69
9.00 264,833 463.00 --- --- --- --- --- --- --- --- 10.801 --- 10.80
9.10 270,324 463.10 --- --- --- --- --- --- --- --- 10.915 --- 10.91
9.20 275,816 463.20 --- --- --- --- --- --- --- --- 11.029 --- 11.03
9.30 281,307 463.30 --- --- --- --- --- --- --- --- 11.142 --- 11.14
9.40 286,799 463.40 --- --- --- --- --- --- --- --- 11.256 --- 11.26
9.50 292,290 463.50 --- --- --- --- --- --- --- --- 11.370 --- 11.37
9.60 297,782 463.60 --- --- --- --- --- --- --- --- 11.484 --- 11.48
9.70 303,273 463.70 --- --- --- --- --- --- --- --- 11.598 --- 11.60
9.80 308,765 463.80 --- --- --- --- --- --- --- --- 11.712 --- 11.71
9.90 314,256 463.90 --- --- --- --- --- --- --- --- 11.826 --- 11.83
10.00 319,748 464.00 --- --- --- --- --- --- --- --- 11.939 --- 11.94 ...End
Hydraflow Rainfall Report
4 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000 --------
2 5.0994 0.1000 0.5670 --------
3 0.0000 0.0000 0.0000 --------
5 5.5223 0.1000 0.4686 --------
10 9.9784 0.1000 0.5666 --------
25 10.1229 0.1000 0.5206 --------
50 14.1968 0.1000 0.5656 --------
100 15.9941 0.1000 0.5621 --------
File name: 4090-01 Intensity.IDF
Intensity = B / (Tc + D)^E
Return Intensity Values (in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.02 1.37 1.09 0.93 0.82 0.74 0.68 0.63 0.59 0.55 0.53 0.50 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 2.57 1.87 1.55 1.35 1.22 1.12 1.04 0.98 0.93 0.88 0.84 0.81 10 3.96 2.69 2.14 1.82 1.61 1.45 1.33 1.23 1.15 1.09 1.03 0.98 25 4.33 3.04 2.46 2.12 1.89 1.72 1.59 1.48 1.39 1.32 1.26 1.20 50 5.65 3.84 3.06 2.60 2.29 2.07 1.90 1.76 1.65 1.55 1.47 1.40 100 6.40 4.36 3.48 2.96 2.61 2.36 2.16 2.01 1.88 1.77 1.68 1.60 Tc = time in minutes. Values may exceed 60.
Rainfall Precipitation Table (in)
me: F:\Projects\4090\001\_Support Files\Reports\Hydrology\TTM - 38710 & 38711\Calculation\4090-01 Precipitation.pcp Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 0.00 1.28 0.00 2.04 2.33 3.18 4.00 4.30
SCS 6-Hr 0.00 0.82 0.00 1.13 1.28 1.83 2.11 2.50
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Hydrograph Report
1 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Monday, 06 / 5 / 2023 Hyd. No. 1
4090-01 PRE-DEVT-EX-A UNIT HYDRO-TTM38710&11
Hydrograph type = SCS Runoff Peak discharge = 13.31 cfs Storm frequency = 100 yrs Time to peak = 12.40 hrs
Time interval = 2 min Hyd. volume = 85,427 cuft
Drainage area = 19.500 ac Curve number = 65.000
Basin Slope = 1.8 % Hydraulic length = 1440 ft
Tc method = LAG Time of conc. (Tc) = 48.8 min
Total precip. = 4.30 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
Hydrograph Discharge Table
( Printed values >= 1.00% of Qp.)
Time -- Outflow
(hrs cfs)
11.67 0.145
11.70 0.212
11.73 0.308
11.77 0.441
11.80 0.632
11.83 0.905
11.87 1.291
11.90 1.829
11.93 2.522
11.97 3.323
12.00 4.176
12.03 5.049
12.07 5.940
12.10 6.842
12.13 7.749
12.17 8.654
12.20 9.545
12.23 10.41
Time -- Outflow
(hrs cfs)
12.27 11.23
12.30 11.98
12.33 12.61
12.37 13.08
12.40 13.31
<<
12.43 13.31
12.47 13.15
12.50 12.91
12.53 12.64
12.57 12.35
12.60 12.03
12.63 11.69
12.67 11.32
12.70 10.93
12.73 10.53
12.77 10.10
12.80 9.656
12.83 9.196
Time -- Outflow
(hrs cfs)
12.87 8.721
12.90 8.234
12.93 7.737
12.97 7.234
13.00 6.730
13.03 6.228
13.07 5.733
13.10 5.252
13.13 4.795
13.17 4.380
13.20 4.023
13.23 3.750
13.27 3.562
13.30 3.432
13.33 3.327
13.37 3.228
13.40 3.135
13.43 3.049
Time -- Outflow
(hrs cfs)
13.47 2.969
13.50 2.894
13.53 2.824
13.57 2.760
13.60 2.700
13.63 2.644
13.67 2.592
13.70 2.543
13.73 2.497
13.77 2.454
13.80 2.412
13.83 2.371
13.87 2.331
13.90 2.293
13.93 2.255
13.97 2.219
14.00 2.184
14.03 2.149
Continues on next page...
2 4090-01 PRE-DEVT-EX-A UNIT HYDRO-TTM38710&11
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
14.07 2.116
14.10 2.084
14.13 2.052
14.17 2.022
14.20 1.992
14.23 1.964
14.27 1.936
14.30 1.909
14.33 1.883
14.37 1.858
14.40 1.834
14.43 1.811
14.47 1.789
14.50 1.768
14.53 1.748
14.57 1.729
14.60 1.711
14.63 1.694
14.67 1.678
14.70 1.662
14.73 1.647
14.77 1.633
14.80 1.620
14.83 1.607
14.87 1.595
14.90 1.583
14.93 1.571
Time -- Outflow
(hrs cfs)
14.97 1.560
15.00 1.549
15.03 1.539
15.07 1.529
15.10 1.519
15.13 1.509
15.17 1.499
15.20 1.490
15.23 1.481
15.27 1.472
15.30 1.462
15.33 1.453
15.37 1.444
15.40 1.435
15.43 1.425
15.47 1.416
15.50 1.407
15.53 1.397
15.57 1.388
15.60 1.378
15.63 1.369
15.67 1.359
15.70 1.350
15.73 1.340
15.77 1.330
15.80 1.321
15.83 1.311
Time -- Outflow
(hrs cfs)
15.87 1.301
15.90 1.292
15.93 1.282
15.97 1.272
16.00 1.262
16.03 1.252
16.07 1.243
16.10 1.233
16.13 1.223
16.17 1.213
16.20 1.204
16.23 1.194
16.27 1.185
16.30 1.176
16.33 1.167
16.37 1.158
16.40 1.150
16.43 1.142
16.47 1.134
16.50 1.126
16.53 1.119
16.57 1.112
16.60 1.106
16.63 1.100
16.67 1.093
16.70 1.088
16.73 1.082
Time -- Outflow
(hrs cfs)
16.77 1.077
16.80 1.072
16.83 1.067
16.87 1.062
16.90 1.058
16.93 1.054
16.97 1.049
17.00 1.045
17.03 1.041
17.07 1.038
17.10 1.034
17.13 1.030
17.17 1.027
17.20 1.023
17.23 1.020
17.27 1.017
17.30 1.013
17.33 1.010
17.37 1.006
17.40 1.003
17.43 1.000
17.47 0.996
17.50 0.993
17.53 0.989
17.57 0.986
17.60 0.982
17.63 0.979
Continues on next page...
3 4090-01 PRE-DEVT-EX-A UNIT HYDRO-TTM38710&11
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
17.67 0.975
17.70 0.972
17.73 0.968
17.77 0.965
17.80 0.961
17.83 0.958
17.87 0.954
17.90 0.951
17.93 0.947
17.97 0.944
18.00 0.940
18.03 0.937
18.07 0.933
18.10 0.930
18.13 0.926
18.17 0.923
18.20 0.919
18.23 0.915
18.27 0.912
18.30 0.908
18.33 0.905
18.37 0.901
18.40 0.897
18.43 0.894
18.47 0.890
18.50 0.887
18.53 0.883
Time -- Outflow
(hrs cfs)
18.57 0.879
18.60 0.876
18.63 0.872
18.67 0.868
18.70 0.865
18.73 0.861
18.77 0.857
18.80 0.854
18.83 0.850
18.87 0.846
18.90 0.842
18.93 0.839
18.97 0.835
19.00 0.831
19.03 0.828
19.07 0.824
19.10 0.820
19.13 0.816
19.17 0.813
19.20 0.809
19.23 0.805
19.27 0.801
19.30 0.798
19.33 0.794
19.37 0.790
19.40 0.786
19.43 0.782
Time -- Outflow
(hrs cfs)
19.47 0.779
19.50 0.775
19.53 0.771
19.57 0.767
19.60 0.763
19.63 0.760
19.67 0.756
19.70 0.752
19.73 0.748
19.77 0.744
19.80 0.740
19.83 0.737
19.87 0.733
19.90 0.729
19.93 0.725
19.97 0.721
20.00 0.717
20.03 0.713
20.07 0.710
20.10 0.706
20.13 0.702
20.17 0.698
20.20 0.694
20.23 0.691
20.27 0.687
20.30 0.684
20.33 0.680
Time -- Outflow
(hrs cfs)
20.37 0.677
20.40 0.674
20.43 0.671
20.47 0.668
20.50 0.666
20.53 0.663
20.57 0.661
20.60 0.658
20.63 0.656
20.67 0.654
20.70 0.653
20.73 0.651
20.77 0.649
20.80 0.648
20.83 0.646
20.87 0.645
20.90 0.644
20.93 0.643
20.97 0.642
21.00 0.641
21.03 0.640
21.07 0.639
21.10 0.638
21.13 0.637
21.17 0.637
21.20 0.636
21.23 0.635
Continues on next page...
4 4090-01 PRE-DEVT-EX-A UNIT HYDRO-TTM38710&11
Hydrograph Discharge Table
Time -- Outflow
(hrs cfs)
21.27 0.635
21.30 0.634
21.33 0.633
21.37 0.633
21.40 0.632
21.43 0.631
21.47 0.631
21.50 0.630
21.53 0.629
21.57 0.629
21.60 0.628
21.63 0.628
21.67 0.627
21.70 0.626
21.73 0.626
21.77 0.625
21.80 0.624
21.83 0.624
21.87 0.623
21.90 0.622
21.93 0.622
21.97 0.621
22.00 0.620
22.03 0.620
22.07 0.619
22.10 0.618
22.13 0.618
Time -- Outflow
(hrs cfs)
22.17 0.617
22.20 0.616
22.23 0.616
22.27 0.615
22.30 0.614
22.33 0.614
22.37 0.613
22.40 0.612
22.43 0.612
22.47 0.611
22.50 0.610
22.53 0.609
22.57 0.609
22.60 0.608
22.63 0.607
22.67 0.607
22.70 0.606
22.73 0.605
22.77 0.605
22.80 0.604
22.83 0.603
22.87 0.603
22.90 0.602
22.93 0.601
22.97 0.601
23.00 0.600
23.03 0.599
Time -- Outflow
(hrs cfs)
23.07 0.599
23.10 0.598
23.13 0.597
23.17 0.596
23.20 0.596
23.23 0.595
23.27 0.594
23.30 0.594
23.33 0.593
23.37 0.592
23.40 0.592
23.43 0.591
23.47 0.590
23.50 0.589
23.53 0.589
23.57 0.588
23.60 0.587
23.63 0.587
23.67 0.586
23.70 0.585
23.73 0.585
23.77 0.584
23.80 0.583
23.83 0.582
23.87 0.582
23.90 0.581
23.93 0.580
Time -- Outflow
(hrs cfs)
23.97 0.580
24.00 0.579
24.03 0.576
24.07 0.572
24.10 0.565
24.13 0.557
24.17 0.547
24.20 0.535
24.23 0.521
24.27 0.505
24.30 0.488
24.33 0.468
24.37 0.447
24.40 0.424
24.43 0.399
24.47 0.372
24.50 0.343
24.53 0.316
24.57 0.289
24.60 0.264
24.63 0.240
24.67 0.217
24.70 0.195
24.73 0.175
24.77 0.155
24.80 0.137
...End
APPENDIX 5
PRE/POST DEVELOPMENT HYDROLOGY MAPS
POST DEVELOPMENT UNIT HYDROGRAPH MAP
STORM DRAIN & CATCH BASIN EXHIBIT
RIO ROSALIA DR
RIO GUADALUPE RDRIO PLATA ROAD RIO VISTA ROAD
MORONGO CREEK STORMWATER CHANNEL RIO OSO ROAD
G
N I R E E N E I G
N f u l l c i r c l e t h i n k i n g LEGEND PREPARED BY: PRE-DEVELOPMENT DRAINAGE MAP CATHEDRAL CITY, CA TTM - 38710 & 38711 VICINITY MAP ASSESSORS PARCEL NUMBERS: OWNER/DEVELOPER: CIVIL ENGINEER:
RIO ROSALIA DR
RIO SACRAMENTO ROAD
RIO HONDO ROAD
RIO PLATA ROAD
RIO JANIERO ROAD
RIO GUADALUPE ROAD
RIO VISTA ROAD
MORONGO CREEK STORMWATER CHANNEL RIO OSO ROAD
G
N I R E E N E I G
N
f u l l c i r c l e t h i n k i n g
LEGEND
PREPARED BY:
POST-DEVELOPMENT
DRAINAGE MAP
CATHEDRAL CITY, CA
TTM - 38710 & 38711
VICINITY MAP
ASSESSORS PARCEL NUMBERS:
OWNER/DEVELOPER: CIVIL ENGINEER:
RIO ROSALIA DR
RIO SACRAMENTO ROAD
RIO HONDO ROAD
RIO PLATA ROAD
RIO JANIERO ROAD
RIO GUADALUPE ROAD
RIO VISTA ROAD
MORONGO CREEK STORMWATER CHANNEL RIO OSO ROAD
G
N I R E E N E I G
N
f u l l c i r c l e t h i n k i n g
LEGEND
PREPARED BY:
POST-DEVELOPMENT
UNIT HYDROGRAPH
CATHEDRAL CITY, CA
TTM - 38710 & 38711
VICINITY MAP
ASSESSORS PARCEL NUMBERS:
OWNER/DEVELOPER: CIVIL ENGINEER:
MORONGO CREEK STORMWATER CHANNEL
RIO HONDO ROAD RIO PLATA ROAD
RIO GUADALUPE ROAD RIO OSO ROAD RIO SACRAMENTO ROAD RIO ROSALIA ROAD
RIO JANIERO ROAD RIO VISTA ROAD RIO VISTA ROAD RIO SACRAMENTO ROAD RIO ROSALIA DR G
N I R E E N E I G
N f u l l c i r c l e t h i n k i n g PREPARED BY: POST-DEVELOPMENT CATCH BASIN AND STORM DRAIN EXHIBIT CATHEDRAL CITY, CA TTM - 38710 & 38711 VICINITY MAP ASSESSORS PARCEL NUMBERS: OWNER/DEVELOPER: CIVIL ENGINEER:
APPENDIX 6
STORM DRAIN SIZING
Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Thursday, Jun 1 2023 4090-01 TTM 38710-11 - 18 IN PIPE - Q100MAX=7.23 CFS -S=0.0050 Circular
Diameter (ft) = 1.50
Invert Elev (ft) = 100.00
Slope (%) = 0.50
N-Value = 0.013
Calculations
Compute by: Known Q
Known Q (cfs) = 7.23
Highlighted
Depth (ft) = 1.20
Q (cfs) = 7.230
Area (sqft) = 1.52
Velocity (ft/s) = 4.77
Wetted Perim (ft) = 3.32
Crit Depth, Yc (ft) = 1.05
Top Width (ft) = 1.20
EGL (ft) = 1.55
0 1 2 3
Elev (ft) Section
99.50 100.00
100.50
101.00
101.50
102.00
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Thursday, Jun 1 2023 4090-01 TTM 38710-11 - 24 IN PIPE - Q100MAX=14.24 CFS -S=0.0050 Circular
Diameter (ft) = 2.00
Invert Elev (ft) = 100.00
Slope (%) = 0.50
N-Value = 0.013
Calculations
Compute by: Known Q
Known Q (cfs) = 14.24
Highlighted
Depth (ft) = 1.47
Q (cfs) = 14.24
Area (sqft) = 2.48
Velocity (ft/s) = 5.74
Wetted Perim (ft) = 4.13
Crit Depth, Yc (ft) = 1.36
Top Width (ft) = 1.76
EGL (ft) = 1.98
0 1 2 3 4
Elev (ft) Depth (ft) Section
99.50 -0.50
100.00 0.00
100.50 0.50
101.00 1.00
101.50 1.50
102.00 2.00
102.50 2.50
103.00 3.00
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Thursday, Jun 1 2023 4090-01 TTM 38710-11 - 30 IN PIPE - Q100MAX=25.24 CFS -S=0.0050 Circular
Diameter (ft) = 2.50
Invert Elev (ft) = 100.00
Slope (%) = 0.50
N-Value = 0.013
Calculations
Compute by: Known Q
Known Q (cfs) = 25.24
Highlighted
Depth (ft) = 1.80
Q (cfs) = 25.24
Area (sqft) = 3.79
Velocity (ft/s) = 6.65
Wetted Perim (ft) = 5.07
Crit Depth, Yc (ft) = 1.71
Top Width (ft) = 2.24
EGL (ft) = 2.49
0 1 2 3 4 5
Elev (ft) Dep Section
99.50 -0.5
100.00 0.00
100.50 0.50
101.00 1.00
101.50 1.50
102.00 2.00
102.50 2.50
103.00 3.00
Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Thursday, Jun 1 20234090-01 TTM 38710-11 - 36 IN PIPE - Q100MAX=42.31 CFS -S=0.0050CircularDiameter (ft) = 3.00Invert Elev (ft) = 100.00Slope (%) = 0.50N-Value = 0.013CalculationsCompute by: Known QKnown Q (cfs) = 42.31 HighlightedDepth (ft) = 2.22Q (cfs) = 42.31
Area (sqft) = 5.62
Velocity (ft/s) = 7.53Wetted Perim (ft) = 6.23Crit Depth, Yc (ft) = 2.12Top Width (ft) = 2.63EGL (ft) = 3.10 0 1 2
3 4
5 Elev (ft) Depth (ft) Section
99.00 -1.00
100.00 0.00101.00 1.00102.00 2.00103.00 3.00104.00 4.00 Reach (ft)
Channel Report
Hydraflow Express Extension for Autodesk® Civil 3D® by Autodesk, Inc. Thursday, Jun 1 2023 4090-01 TTM 38710-11 - 42 IN PIPE - Q100MAX=56.52 CFS -S=0.0050 Circular
Diameter (ft) = 3.50
Invert Elev (ft) = 100.00
Slope (%) = 0.50
N-Value = 0.013
Calculations
Compute by: Known Q
Known Q (cfs) = 56.52
Highlighted
Depth (ft) = 2.35
Q (cfs) = 56.52
Area (sqft) = 6.89
Velocity (ft/s) = 8.20
Wetted Perim (ft) = 6.74
Crit Depth, Yc (ft) = 2.35
Top Width (ft) = 3.28
EGL (ft) = 3.40
0 1 2 3 4 5 6
Elev (ft) Depth (ft) Section
99.00 -1.00
100.00 0.00
101.00 1.00
102.00 2.00
103.00 3.00
104.00 4.00
Reach (ft)
APPENDIX 7
EXCERTPS FROM APPROVED MASTER DRAINAGE
REPORT FOR TRACT 28639-1 AND M-WQMP FOR
RIO VISTA VILLAGE (FOR REFERENCE ONLY)
2014 Whitewater River Region WQMP
April 29, 2015 ii
Contents
SECTION PAGE
I. Project Description ...........................................................................................................................1 II. Site Characterization.........................................................................................................................6 III. Pollutants of Concern .......................................................................................................................8 IV. Hydrologic Conditions of Concern .................................................................................................9 V. Best Management Practices...........................................................................................................10 V.1 SITE DESIGN BMP CONCEPTS, LID/SITE DESIGN AND TREATMENT CONTROL BMPS....10 V.1.A SITE DESIGN BMP CONCEPTS AND LID/SITE DESIGN BMPS.................................12 V.1.B TREATMENT CONTROL BMPS ................................................................................18 V.1.C MEASURABLE GOAL SUMMARY .............................................................................20 V.2 SOURCE CONTROL BMPS .................................................................................................21 V.3 EQUIVALENT TREATMENT CONTROL BMP ALTERNATIVES ............................................24 V.4 REGIONALLY-BASED BMPS .............................................................................................24 VI. Operation and Maintenance Responsibility for BMPs ................................................................25 VII. Funding............................................................................................................................................29 TABLES
TABLE 1. POLLUTANT OF CONCERN SUMMARY 8
TABLE 2. BMP SELECTION MATRIX BASED UPON POLLUTANT OF CONCERN REMOVAL EFFICIENCY 11 TABLE 3. IMPLEMENTATION OF SITE DESIGN BMP CONCEPTS 13
TABLE 4. LID/SITE DESIGN BMPS MEETING THE LID/SITE DESIGN MEASURABLE GOAL 17 TABLE 5: TREATMENT CONTROL BMP SUMMARY 19
TABLE 6: MEASURABLE GOAL SUMMARY 20
TABLE 7. SOURCE CONTROL BMPS 21
APPENDICES
A. CONDITIONS OF APPROVAL
B. VICINITY MAP, WQMP SITE PLAN, AND RECEIVING WATERS MAP C. SUPPORTING DETAIL RELATED TO HYDROLOGIC CONDITIONS OF CONCERN (IF APPLICABLE) D. EDUCATIONAL MATERIALS
E. SOILS REPORT (IF APPLICABLE)
F. STRUCTURAL BMP AND/OR RETENTION FACILITY SIZING CALCULATIONS AND DESIGN DETAILS G. AGREEMENTS – CC&RS, COVENANT AND AGREEMENTS, BMP MAINTENANCE AGREEMENTS AND/OR
OTHER MECHANISMS FOR ENSURING ONGOING OPERATION, MAINTENANCE, FUNDING AND
TRANSFER OF REQUIREMENTS FOR THIS PROJECT-SPECIFIC WQMP H. PHASE 1 ENVIRONMENTAL SITE ASSESSMENT – SUMMARY OF SITE REMEDIATION CONDUCTED AND
USE RESTRICTIONS
I. PROJECT-SPECIFIC WQMP SUMMARY DATA FORM
J. AMENDMENTS
2014 Whitewater River Region WQMP
April 29, 2015 1
I. Project Description
Project Owner: Verano Recovery, LLC
Attn: Mohamad Younes, P.E.
c/o Inland Communities Corp.
6430 W. Sunset Boulevard, Suite 460
Los Angeles, CA 90028
(323) 874-8000
WQMP Preparer: CASC Engineering and Consulting, Inc.
77-567 Country Club Drive, Suite 211
Palm Desert, CA 92211
Office: (760) 259-0108
Project Site Address: NW Corner of Landau Blvd & Verona Rd Cathedral City, CA
Planning Area/
Community Name/
Development Name: Rio Vista Village - Master WQMP
APN Number(s): To be included in F-WQMP phased developments Latitude & Longitude: 33.8556, -116.4824
Receiving Water: Whitewater River to Coachella Valley Storm Water Channel Project Site Size: 290.91 ac
Standard Industrial Classification (SIC) Code: 1521, Single Family Homes 1522, Multi-Family Use
Formation of Home Owners' Association (HOA)
or Property Owners Association (POA): Y N
2014 Whitewater River Region WQMP
April 29, 2015 2
Additional Permits/Approvals required for the Project:
AGENCY Permit required
State Department of Fish and Wildlife, Fish and Game
Code §1602 Streambed Alteration Agreement
Y N
State Water Resources Control Board, Clean Water Act
(CWA) Section 401 Water Quality Certification
Y N
US Army Corps of Engineers, CWA Section 404 permit Y N
US Fish and Wildlife, Endangered Species Act Section 7
biological opinion
Y N
Statewide Construction General Permit Coverage Y N
Statewide Industrial General Permit Coverage Y N
Other (please list in the space below as required)
2014 Whitewater River Region WQMP
April 29, 2015 3
Rio Vista Village Master WQMP
The project proposes to develop an overall Master WQMP (M-WQMP) with area specific Final WQMPs (F-WQMP) to address potential water quality issues. The Master WQMP will function as the conceptual water quality plan for the entire project. It will identify all drainage areas and retention facilities for the purpose of water quality (See Appendix B, M-WQMP Site Exhibit).
This conceptual master plan will also incorporate existing developed areas and proposed areas into the sizing calculations for water quality purposes. As phases of Rio Vista Village progress towards permitting and construction, F-WQMPs will be prepared for each phase and will identify the specific features to be incorporated into the project to address water quality protection requirements. Features may include a combination of existing and/or newly proposed features.
Existing and proposed developments will include, but not be limited to, public and private roads and alley ways, common parking areas, drainage patterns, catch basins, onsite storm drain systems, retention areas, common space areas, and pervious surfaces. Appendix J of the M-WQMP will be an amendment section where future phases of development will be logged.
Rio Vista Village is located on the northwest corner of Landau Boulevard and Verona Road in Cathedral City. The project is bounded by the Southern Pacific Railroad Right-of-Way to the North, Verona Road to the South, Landau Boulevard to the East, and Morongo Creek Stormwater Channel to the west. It is currently under the ownership of several different LLCs. An aerial photo overlay map distinguishing ownership is provided in Appendix B. An HOA has been formed for Rio Vista Village. CC&Rs are included in Appendix G. The Remainder Parcel of Tract 28639-1 (Parcel Map 34148) is a part of the annexable territory was not incorporated into the HOA. This area will need to be incorporated into the HOA upon proposed development.
The total area of the project is 290.91 acres, as shown on the tract map for Tract 28639-1 in Appendix B. Approximately 26.7 acres of the western portion of the property is located within the Morongo Creek Stormwater Channel. This area slopes towards the channel and contributes no runoff to the development; therefore, it has been excluded from the WQMP, M-WQMP Site Exhibit, and drainage studies. Overflows associated with the project discharge from the site to the east onto Landau Boulevard and is conveyed by the MS4 to the Whitewater River. Flows from the Whitewater River ultimately discharge to the Coachella Valley Storm Water Channel.
The western portion of the site has been previously graded; however, it remains vacant, desert terrain sloping to the southeast. The eastern portion of the property has been partially developed.
Existing development includes open space areas, retention basins, utilities, catch basins, onsite storm drain systems, public roads and alley ways, common parking areas, a community center (Lot 294 of Tract Map 28639-1), and completed existing single family residences. Existing single family residences are located on Lots 1-3, 17-28, 42-56, 61-63, 65-71, 73-98, 106-132, 133-144 of Tract Map 28639-1. The overall project will construct approximately 1,362 single family residential lots, associated streets, utilities, landscaping and retention areas.
The geotechnical investigation reported loose soils throughout the upper 3 to 4 feet of underlying soils with soils becoming firmer with depth. Moisture content of samples were low, ranging between 0.5 to 1.5 percent. Groundwater was cited to be in exceedance of 200’ below the surface.
The geotechnical report is located in Appendix E.
A drainage report for the project was prepared and has been included in Appendix F. A total of twelve drainage areas and twelve retention areas were identified for retention of the entire 100- year, 24-hour storm event. Flows exceeding the 100-yr, 24-hr event will pond and discharge to the east onto Landau Boulevard. Typical details of retention areas are provided on the Master Site 2014 Whitewater River Region WQMP
April 29, 2015 4
Map in Appendix B. Basins A through Basin G are located in the center of Rio Vista Boulevard.
Discharge from the onsite storm drains directly enter into existing drywells of Basins C, D, F, G and I. Overflows from the dry wells will pond up into the basin area. Runoff will be conveyed via the onsite storm drains and directly discharge into existing Basins G, H1, H2, and H4 Retention volumes and a water surface for Basin B were include in the drainage study. A design showing how discharges enter this basin will need to be addressed as Drainage Area B is developed. Drainage Area A/ Retention Area A and Lots 299, 300 and 277 of Tract 28639-1 were not included in the hydrology report. When these areas are developed, a hydrology report will be prepared and included in the F-WQMP. See Appendix B Master WQMP Site Map for all retention area locations.
Infiltration testing cited a rate of 8.94 in/hr (Appendix F, Basic Infiltration Testing Report).
Calculations were prepared using the infiltration rate and volumes based on the 100-yr, 24-hr storm event per the hydrology study. See Appendix F, Infiltration Basin Worksheets. The calculations demonstrate that the design of the basins provide adequate surface area to infiltrate for this event within 36 hours. The design of the existing basins exceed current NPDES WQMP requirements.
Cathedral City Municipal Code – Title 8 § 8.24.070 requires the retention/detention of the 100- year, 3-hour storm events. The design capture volume of the retention areas surpasses this volume.
Therefore, the project is not subject to the HCOC provisions of the WQMP and the project satisfies 100% of the LID/ site design measurable goal.
Appendix A of this project-specific WQMP includes a complete copy of the final Conditions of Approval. Appendix B of this project-specific WQMP includes:
a. A Vicinity Map identifying the project site and surrounding planning areas in sufficient detail; and
b. A Site Plan for the project. The Site Plan included as part of Appendix B depicts the following project features:
Location and identification of all structural BMPs, including Source Control, LID/Site Design and Treatment Control BMPs.
Landscaped areas.
Paved areas and intended uses (i.e., parking, outdoor work area, outdoor material storage area, sidewalks, patios, tennis courts, etc.).
Number and type of structures and intended uses (i.e., buildings, tenant spaces, dwelling units, community facilities such as pools, recreation facilities, tot lots, etc.).
Infrastructure (i.e., streets, storm drains, etc.) that will revert to public agency ownership and operation.
Location of existing and proposed public and private storm drainage facilities (i.e., storm drains, channels, basins, etc.), including catch basins and other inlets/outlet structures. Existing and proposed drainage facilities should be clearly differentiated.
Location(s) of Receiving Waters to which the project directly or indirectly discharges.
2014 Whitewater River Region WQMP
April 29, 2015 5
Location of points where onsite (or tributary offsite) flows exit the property/project site.
Delineation of proposed drainage area boundaries, including tributary offsite areas, for each location where flows exit the project site and existing site (where existing site flows are required to be addressed). Each tributary area should be clearly denoted.
Pre- and post-project topography.
Appendix I is a one page form that summarizes pertinent information relative to this projectspecific WQMP. 2014 Whitewater River Region WQMP
April 29, 2015 6
II. Site Characterization
Land Use Designation or Zoning: R1 (Single Family Residential) and R3 (Multiple Family Residential)
Current Property Use: Partially Developed, Partially Vacant Proposed Property Use: Single and Multiple Family Residential Availability of Soils Report: Y N Note: A soils report is required if infiltration BMPs are utilized. Attach report in Appendix E.
Phase 1 Site Assessment: Y N Note: If prepared, attached remediation summary and use restrictions in Appendix H.
2014 Whitewater River Region WQMP
April 29, 2015 7
Receiving Waters for Urban Runoff from Site
Receiving
Waters
EPA Approved
303(d) List
Impairments
Designated Beneficial
Uses
Proximity to RARE
Beneficial Use
Designated Receiving
Waters
Whitewater
River -
MUN, AGR, GWR, RECI,
RECII, WARM, COLD,
WILD, POW
-
Coachella
Valley
Stormwater
Channel
DDT, Dieldrin, PCBs,
Pathogens,
Toxaphene
FRESH, RECI, RECII,
WARM, WILD, RARE 19.43 miles
2014 Whitewater River Region WQMP
April 29, 2015 8
III. Pollutants of Concern
Table 1. Pollutant of Concern Summary
Pollutant Category Potential for Project
and/or Existing Site
Causing Receiving Water
Impairment
Bacteria/Virus X X
Heavy Metals X
Nutrients X
Toxic Organic Compounds X
Sediment/Turbidity X
Trash & Debris X
Oil & Grease X
Other (specify pollutant):
Other (specify pollutant):
Pathogens are identified in the Colorado River Basin 303(d) Impaired Waterbody List. Pathogens have been identified as a potential pollutant. The implementation of retention basins will mitigate potential discharges with a high removal efficiency.
2014 Whitewater River Region WQMP
April 29, 2015 9
IV. Hydrologic Conditions of Concern
Local Jurisdiction Requires On-Site Retention of Urban Runoff:
Yes The project will be required to retain urban runoff onsite in conformance with local ordinance (See Table 6 of the WQMP Guidance document, "Local Land use Authorities Requiring Onsite Retention of Stormwater"). This section does not need to be completed; however, retention facility design details and sizing calculations must be included in Appendix F.
No This section must be completed.
This Project meets the following condition:
Condition A: 1) Runoff from the Project is discharged directly to a publicly-owned, operated and maintained MS4 or engineered and maintained channel, 2) the discharge is in full compliance with local land use authority requirements for connections and discharges to the MS4 (including both quality and quantity requirements), 3) the discharge would not significantly impact stream habitat in proximate Receiving Waters, and 4) the discharge is authorized by the local land use authority.
Condition B: The project disturbs less than 1 acre and is not part of a larger common plan of development that exceeds 1 acre of disturbance. The disturbed area calculation must include all disturbances associated with larger plans of development.
Condition C: The project's runoff flow rate, volume, velocity and duration for the post-development condition do not exceed the pre-development condition for the 2- year, 24-hour and 10-year 24-hour rainfall events. This condition can be achieved by, where applicable, complying with the local land use authority's on-site retention ordinance, or minimizing impervious area on a site and incorporating other SiteDesign BMP concepts and LID/Site Design BMPs that assure non-exceedance of pre-development conditions. This condition must be substantiated by hydrologic modeling methods acceptable to the local land use authority.
None: Refer to Section 3.4 of the Whitewater River Region WQMP Guidance document for additional requirements.
Supporting engineering studies, calculations, and reports are included in Appendix C. 2 year – 24 hour 10 year – 24 hour
Precondition Post-condition Precondition Post-condition Discharge (cfs)
Velocity (fps)
Volume (cubic
feet)
Duration (minutes)
2014 Whitewater River Region WQMP
April 29, 2015 10
V. Best Management Practices
This project implements Best Management Practices (BMPs) to address the Pollutants of Concern that may potentially be generated from the use of the project site areas. These BMPs have been selected and implemented to comply with Section 3.5 of the WQMP Guidance document, and consist of Site Design BMP concepts, Source Control, LID/Site Design and, if/where necessary, Treatment Control BMPs as described herein.
V.1 SITE DESIGN BMP CONCEPTS, LID/SITE DESIGN AND TREATMENT
CONTROL BMPS
Local Jurisdiction Requires On-Site Retention of Urban Runoff:
Yes The project will be required to retain Urban Runoff onsite in conformance with local ordinance (See Table 6 of the WQMP Guidance document, "Local Land use Authorities Requiring Onsite Retention of Stormwater). The LID/Site Design measurable goal has thus been met (100%), and Sections V.1.A and V.1.B do not need to be completed; however, retention facility design details and sizing calculations must be included in Appendix F, and '100%' should be entered into Column 3 of Table 6 below.
No Section V.1 must be completed.
This section of the Project-Specific WQMP documents the LID/Site Design BMPs and, if/where necessary, the Treatment Control BMPs that will be implemented on the project to meet the requirements detailed within Section 3.5.1 of the WQMP Guidance document. Section 3.5.1 includes requirements to implement Site Design Concepts and BMPs, and includes requirements to address Pollutants of Concern with BMPs. Further, sub-section 3.5.1.1 specifically requires that Pollutants of Concern be addressed with LID/Site Design BMPs to the extent feasible.
LID/Site Design BMPs are those BMPs listed within Table 2 below which promote retention and/or feature a natural treatment mechanism; off-site and regionally-based BMPs are also LID/Site Design BMPs, and therefore count towards the measurable goal, if they fit these criteria.
This project incorporates LID/Site Design BMPs to fully address the Treatment Control BMP requirement where and to the extent feasible. If and where it has been acceptably demonstrated to the local land use authority that it is infeasible to fully meet this requirement with LID/Site Design BMPs, Section V.1.B (below) includes a description of the conventional Treatment Control BMPs that will be substituted to meet the same requirements.
In addressing Pollutants of Concern, BMPs are selected using Table 2 below. 2014 Whitewater River Region WQMP
April 29, 2015 11
Table 2. BMP Selection Matrix Based Upon Pollutant of Concern Removal Efficiency (1) (Sources: Riverside County Flood Control & Water Conservation District Design Handbook for Low Impact Development Best Management Practices, dated September 2011, the Orange County Technical Guidance Document for Water Quality Management Plans, dated May 19, 2011, and the Caltrans Treatment BMP Technology Report, dated April 2010 and April 2008)
Pollutant of
Concern
Landscape Swale2, 3
Landscape Strip2, 3
Biofiltration
(with underdrain)2, 3
Extended Detention
Basin2
Sand Filter Basin2
Infiltration Basin2
Infiltration Trench2
Permeable
Pavement2
Bioretention
(w/o underdrain)2, 3
Other BMPs Including
Proprietary BMPs4, 6
Sediment &
Turbidity M M H M H H H H H
Varies by Product5
Nutrients L/M L/M M L/M L/M H H H H
Toxic Organic
Compounds M/H M/H M/H L L/M H H H H
Trash & Debris L L H H H H H L H
Bacteria & Viruses
(also: Pathogens) L M H L M H H H H
Oil & Grease M M H M H H H H H
Heavy Metals M M/H M/H L/M M H H H H
Abbreviations:
L: Low removal efficiency M: Medium removal efficiency H: High removal efficiency Notes:
(1) Periodic performance assessment and updating of the guidance provided by this table may be necessary. (2) Expected performance when designed in accordance with the most current edition of the document, "Riverside County, Whitewater River Region Stormwater Quality Best Management Practice Design Handbook". (3) Performance dependent upon design which includes implementation of thick vegetative cover. Local water conservation and/or landscaping requirements should be considered; approval is based on the discretion of the local land use authority.
(4) Includes proprietary stormwater treatment devices as listed in the CASQA Stormwater Best Management Practices Handbooks, other stormwater treatment BMPs not specifically listed in this WQMP (including proprietary filters, hydrodynamic separators, inserts, etc.), or newly developed/emerging stormwater treatment technologies. (5) Expected performance should be based on evaluation of unit processes provided by BMP and available testing data. Approval is based on the discretion of the local land use authority. (6) When used for primary treatment as opposed to pre-treatment, requires site-specific approval by the local land use authority.
2014 Whitewater River Region WQMP
April 29, 2015 12
V.1.A SITE DESIGN BMP CONCEPTS AND LID/SITE DESIGN BMPS This section documents the Site Design BMP concepts and LID/Site Design BMPs that will be implemented on this project to comply with the requirements detailed in Section 3.5.1 of the WQMP Guidance document.
• Table 3 herein documents the implementation of the Site Design BMP Concepts described in sub-sections 3.5.1.3 and 3.5.1.4.
• Table 4 herein documents the extent to which this project has implemented the LID/Site Design goals described in sub-section 3.5.1.1.
2014 Whitewater River Region WQMP
April 29, 2015 13
Table 3. Implementation of Site Design BMP Concepts
Included
Brief Reason for BMPs
Indicated as No or N/A
Design
Concept Technique Specific BMP Yes No N/A Concept 1 BMP Site Design Minimize Urban
Runoff,
Minimize
Impervious
Footprint, and
Conserve
Natural Areas
(See WQMP
Section 3.5.1.3)
Conserve natural areas by concentrating or clustering
development on the least environmentally sensitive portions of a site while leaving the remaining land in a natural, undisturbed condition.
Conserve natural areas by incorporating the goals of the MultiSpecies Habitat Conservation Plan or other natural resource plans.
Preserve natural drainage features and natural depressional storage areas on the site.
Maximize canopy interception and water conservation by
preserving existing native trees and shrubs, and planting additional native or drought tolerant trees and large shrubs.
Use natural drainage systems.
Where applicable, incorporate Self-Treating Areas
Where applicable, incorporate Self-Retaining Areas
Increase the building floor to area ratio (i.e., number of stories above or below ground).
Construct streets, sidewalks and parking lot aisles to minimum widths necessary, provided that public safety and a walkable environment for pedestrians are not compromised.
Reduce widths of streets where off-street parking is available.
Minimize the use of impervious surfaces, such as decorative concrete, in the landscape design.
Other comparable and equally effective Site Design BMP
concept(s) as approved by the local land use authority (Note:
Additional narrative required to describe BMP and how it addresses site design concept).
2014 Whitewater River Region WQMP
April 29, 2015 14
Table 3. Site Design BMP Concepts (continued)
Included
Brief Reason for Each BMP
Indicated as No or N/A Design
Concept Technique Specific BMP Yes No N/A Concept 2 BMP Site Design Minimize
Directly
Connected
Impervious
Area
(See WQMP
Section
3.5.1.4)
Design residential and commercial sites to contain and infiltrate roof runoff, or direct roof runoff to landscaped swales or buffer areas.
Drain impervious sidewalks, walkways, trails, and patios into adjacent landscaping.
Incorporate landscaped buffer areas between sidewalks and streets.
Use natural or landscaped drainage swales in lieu of underground piping or imperviously lined swales.
Where soil conditions are suitable, use perforated pipe or gravel filtration pits for low flow infiltration.
Maximize the permeable area by constructing walkways, trails, patios, overflow parking, alleys, driveways, low-traffic streets, and other lowtraffic areas with open-jointed paving materials or permeable surfaces such as pervious concrete, porous asphalt, unit pavers, and granular materials.
Use one or more of the following:
Rural swale system: street sheet flows to landscaped swale or gravel shoulder, curbs used at street corners, and culverts used under driveways and street crossings.
Urban curb/swale system: street slopes to curb; periodic swale inlets drain to landscaped swale or biofilter.
Dual drainage system: first flush captured in street catch basins and discharged to adjacent vegetated swale or gravel shoulder; high flows connect directly to MS4s.
Other comparable and equally effective Site Design BMP concept(s) as approved by the local land use authority (Note: Additional narrative required to describe BMP and how it addresses site design concept).
Use one or more of the following for design of driveways and private residential parking areas:
Design driveways with shared access, flared (single lane at street), or wheel strips (paving only under the tires).
Uncovered temporary or guest parking on residential lots paved with a permeable surface, or designed to drain into landscaping. 2014 Whitewater River Region WQMP
April 29, 2015 15
Table 3. Site Design BMP Concepts (continued)
Included Brief Reason for Each BMP
Indicated as No or N/A Design
Concept Technique Specific BMP Yes No N/A Concept 2 BMP Site Design d) ' (cont Minimize
Directly
Connected
Impervious
Area
(See WQMP
Section
3.5.1.4)
Other comparable and equally effective Site Design BMP concept(s) as approved by the local land use authority (Note: Additional narrative required to describe BMP and how it addresses site design concept).
Use one or more of the following for design of parking areas:
Where landscaping is proposed in parking areas, incorporate parking area landscaping into the drainage design.
Overflow parking (parking stalls provided in excess of the Permittee's minimum parking requirements) may be constructed with permeable pavement.
Other comparable and equally effective Site Design BMP (or BMPs) as approved by the local land use authority (Note: Additional narrative required describing BMP and how it addresses site design concept). 2014 Whitewater River Region WQMP
April 29, 2015 16
Project Site Design BMP Concepts:
Not applicable to the project. The total area treated requirement is met via onsite retention per Cathedral City Municipal Code – Title 8 § 8.24.070
Alternative Project Site Design BMP Concepts:
Not applicable to the project. The total area treated requirement is met via onsite retention per Cathedral City Municipal Code – Title 8 § 8.24.070
2014 Whitewater River Region WQMP
April 29, 2015 17
Table 4. LID/Site Design BMPs Meeting the LID/Site Design Measurable Goal (1) (2) (3) (4) (5) (6) (7)
DRAINAGE
SUB-AREA
ID OR NO.
LID/SITE DESIGN BMP
TYPE*
POTENTIAL POLLUTANTS
OF CONCERN WITHIN
DRAINAGE SUB-AREA
POTENTIAL
POLLUTANTS
WITHIN SUBAREA CAUSING
RECEIVING
WATER
IMPAIRMENTS
EFFECTIVENESS
OF LID/SITE
DESIGN BMP AT
ADDRESSING
IDENTIFIED
POTENTIAL
POLLUTANTS
BMP MEETS
WHICH
DESIGN
CRITERIA?
TOTAL
AREA
WITHIN
DRAINAGE
SUB-AREA
(See Table 2) (Refer to Table 1) (Refer to Table 1) (U, L, M, H/M, H; see Table 2)
(Identify as
VBMP OR QBMP) (Nearest 0.1 acre)
TOTAL PROJECT AREA TREATED WITH LID/SITE DESIGN BMPs (NEAREST 0.1 ACRE) * LID/Site Design BMPs listed in this table are those that completely address the 'Treatment Control BMP requirement' for their drainage sub-area.
2014 Whitewater River Region WQMP
April 29, 2015 18
Justification of infeasibility for sub-areas not addressed with LID/Site Design BMPs Insert text here listing each drainage sub-area wherein the design criteria of VBMP and/or QBMP are not treated using LID/Site Design BMPs as required in WQMP Guidance Section 3.5.1.1, and provide justification of infeasibility for each.
V.1.B TREATMENT CONTROL BMPS
Conventional Treatment Control BMPs shall be implemented to address the project's Pollutants of Concern as required in WQMP Section 3.5.1 where, and to the extent that, Section V.1.A has demonstrated that it is infeasible to meet these requirements through implementation of LID/Site Design BMPs.
The LID/Site Design BMPs described in Section V.1.A of this project-specific WQMP completely address the 'Treatment Control BMP requirement' for the entire project site (and where applicable, entire existing site) as required in Section 3.5.1.1 of the WQMP Guidance document. Supporting documentation for the sizing of these LID/Site Design BMPs is included in Appendix F. *Section V.1.B does not need to be completed.
The LID/Site Design BMPs described in Section V.1.A of this project-specific WQMP do NOT completely address the 'Treatment Control BMP requirement' for the entire project site (or where applicable, entire existing site) as required in Section 3.5.1.1 of the WQMP. *Section V.1.B must be completed.
The Treatment Control BMPs identified in this section are selected, sized and implemented to treat the design criteria of VBMP and/or QBMP for all project (and if required, existing site) drainage subareas which were not fully addressed using LID/Site Design BMPs. Supporting documentation for the sizing of these Treatment Control BMPs is included in Appendix F. 2014 Whitewater River Region WQMP
Rio Vista Village
April 29, 2015 19
Table 5: Treatment Control BMP Summary
(1) (2) (3) (4) (5) (6) (7)
DRAINAGE
SUB-AREA
ID OR NO.
TREATMENT
CONTROL BMP
TYPE*
POTENTIAL
POLLUTANTS OF
CONCERN WITHIN
DRAINAGE SUB-AREA
POTENTIAL
POLLUTANTS
WITHIN SUB-AREA
CAUSING
RECEIVING
WATER
IMPAIRMENTS
EFFECTIVENESS OF
TREATMENT
CONTROL BMP AT
ADDRESSING
IDENTIFIED
POTENTIAL
POLLUTANTS
BMP MEETS
WHICH
DESIGN
CRITERIA?
TOTAL
AREA
WITHIN
DRAINAGE
SUB-AREA
(See Table 2) (Refer to Table 1) (Refer to Table 1) (U, L, M, H/M, H; see Table 2)
(Identify as
VBMP OR QBMP)
(Nearest 0.1
acre)
TOTAL PROJECT AREA TREATED WITH TREATMENT CONTROL BMPs (NEAREST 0.1 ACRE) 2014 Whitewater River Region WQMP
Rio Vista Village
April 29, 2015 20
V.1.C MEASURABLE GOAL SUMMARY
This section documents the extent to which this project has met the measurable goal described in WQMP Section 3.5.1.1 of addressing 100% of the project's 'Treatment Control BMP requirement' with LID/Site Design BMPs. Projects required to retain Urban Runoff onsite in conformance with local ordinance are considered to have met the measurable goal; for these instances, '100%' is entered into Column 3 of the Table.
Table 6: Measurable Goal Summary
(1) (2) (3)
Total Area Treated with
LID/Site Design BMPs
Total Area Treated with
Treatment Control BMPs % of Treatment Control BMP
Requirement addressed with
LID/Site Design BMPs (Last row of Table 4) (Last row of Table 5) 264.21 ac 100%
* Approximately 26.7 acres of the western portion of the property is located within the Morongo Creek Stormwater Channel. This portion of the site will not be developed; therefore, it is not included in the total area treated.
The total area treated requirement is met via onsite retention per Cathedral City Municipal Code – Title 8 § 8.24.070
2014 Whitewater River Region WQMP
Rio Vista Village
April 29, 2015 21
V.2 SOURCE CONTROL BMPS
This section identifies and describes the Source Control BMPs applicable and implemented on this project.
Table 7. Source Control BMPs
BMP Name
Check One If not applicable, state
Included brief reason Not
Applicable
Non-Structural Source Control BMPs
Education for Property Owners, Operators,
Tenants, Occupants, or Employees
Activity Restrictions
Irrigation System and Landscape Maintenance
Common Area Litter Control
Street Sweeping Private Streets and Parking Lots
Drainage Facility Inspection and Maintenance
Structural Source Control BMPs
Storm Drain Inlet Stenciling and Signage
Landscape and Irrigation System Design
Protect Slopes and Channels
Provide Community Car Wash Racks
Wash & rinse waters from
car washing activities
from any homeowner will
drain to the onsite storm
drain system and
discharge into onsite
retention basins for
treatment.
Properly Design*:
Fueling Areas Not a part of the project
Air/Water Supply Area Drainage Not a part of the project Trash Storage Areas
Loading Docks Not a part of the project
Maintenance Bays Not a part of the project
Vehicle and Equipment Wash Areas Not a part of the project Outdoor Material Storage Areas Not a part of the project Outdoor Work Areas or Processing Areas Not a part of the project Provide Wash Water Controls for Food
Preparation Areas
*Details demonstrating proper design must be included in Appendix F. 2014 Whitewater River Region WQMP
Rio Vista Village
April 29, 2015 22
Education/ Training of Property Owners, Tenants, or Employees The HOA shall provide environmental awareness education materials to all home owners, members of the HOA, employees and contracted personnel. These materials shall include general housekeeping practices that contribute to the protection of urban runoff quality and BMPs that eliminate or reduce pollution during subsequent property improvements.
Activity Restrictions
CC&Rs of the HOA identify activity restrictions for the purpose of Receiving Water quality protection. These restrictions include:
Prohibiting vehicular parking in streets. Vehicular parking is restricted to residential driveways and common parking areas within Rio Vista Village.
Irrigation System and Landscape Maintenance
Maintenance of irrigation systems and landscaping shall be consistent with the local land use authority's water conservation ordinance, which can be accessed through the local land use authority's website at http://web.cvwd.org/about/conservation.php. Fertilizer and pesticide usage shall be consistent with the instructions contained on product labels and with regulations administered by California's Department of Pesticide Regulations.
Common Area Litter Control
The HOA will provide trash receptacles in common/ open space areas. The receptacles will be emptied weekly and placed in trash containers approved by the City for weekly disposal by City’s trash disposal service.
Street Sweeping Private Streets and Parking Lots
Public streets within the development will be swept monthly according to the City’s street sweeping schedule. The HOA shall provide sweeping of the developments private parking areas.
Drainage Facility Inspection and Maintenance
The HOA will provide inspections of onsite catch basins and storm drain inlets. Drainage facilities to be cleaned if any debris and sediments are present.
Storm Drain Inlet Stenciling and Signage
Stencils containing a brief statement that prohibits dumping into common area catch basins will be placed at all onsite catch basin locations.
Landscape and Irrigation System Design
Implementation of landscaping that is consistent with the local land use authority's water conservation ordinance, and landscaping that utilizes native or drought tolerant species Protection of Slopes and Channels
Slopes will be planted with native or drought tolerant vegetation to prevent erosion of slope walls.
Properly Design and Maintain Trash Storage Areas
All trash container areas in common and open space areas maintained by the HOA will be designed to City standards and shall meet the following requirements:
Paved with an impervious surface, designed not to allow run-on from adjoining areas, designed 2014 Whitewater River Region WQMP
Rio Vista Village
April 29, 2015 23
to divert drainage from adjoining roofs and pavements diverted around the area, screened or walled to prevent off-site transport of trash.
Trash dumpsters (containers) shall be leak proof and have attached covers or lids. Connection of trash area drains to the MS4 is prohibited.
Individual lots will have trash containers provided by the Cathedral City. Three 96 gallon automated carts will be provided to each homeowner for the collection of regular household trash, recyclables, and green waste. Additional information regarding refuge services can be obtained at:
http://www.cathedralcity.gov/index.aspx?page=97
Provide Wash Water Controls for Food Preparation Areas
All food preparation areas within the Community Center building shall have contained areas or sinks, each with connections to the sanitary sewer for disposal of wash waters containing kitchen and food wastes. Food preparation is proposed within the facility only. *Appendix D includes copies of the educational materials (described in Section 3.5.2.1 of the WQMP Guidance document) that will be used in implementing this project-specific WQMP. 2014 Whitewater River Region WQMP
Rio Vista Village
April 29, 2015 24
V.3 EQUIVALENT TREATMENT CONTROL BMP ALTERNATIVES
Not applicable to the project.
V.4 REGIONALLY-BASED BMPS
Not applicable to the project.
2014 Whitewater River Region WQMP
Rio Vista Village
April 29, 2015 25
VI. Operation and Maintenance Responsibility for
BMPs
Appendix G of this project-specific WQMP includes copies of CC&Rs, Covenant and Agreements, BMP Maintenance Agreement and/or other mechanisms used to ensure the ongoing operation, maintenance, funding, transfer and implementation of the project-specific WQMP requirements.
The Homeowners Association is responsible for all common area BMP maintenance.
Contact:
Rio Vista Village Community Association
C/O: The Management Trust (The Monarch Division)
Attention: Liz Weber, CCAM
Association Manager
39755 Berkey Drive, Suite A • Palm Desert, CA 92211
Phone: (760) 776-5100 ext 6341
Fax: (760) 776-5111
Source
Control BMP
Implementation and Maintenance
Frequency
Inspection
Frequency
Responsible
Party
Education/
Training for
Property Owners,
Tenants, or
Employees
The HOA shall provide environmental awareness
education materials to all home owners and
members of the HOA. These materials shall
include general housekeeping practices that
contribute to the protection of Urban Runoff
quality and BMPs that eliminate or reduce
pollution during subsequent property
improvements and day to day uses. The HOA shall
obtain these materials through the local land use
authority at
http://web.cvwd.org/about/stormwater.php .
Employees or contracted personnel of the HOA
performing activities that may impact Urban
Runoff, BMP training and education programs
must be provided to all new employees/ contracted
members within 6 months of hire date/ contracted
date and annually thereafter. Employee training
materials may be derived from educational
materials available through the local land use
authority. The HOA will provide training to new
employees or newly contracted members.
The project features retention basins that may have
potential to violate local vector control
requirements, the HOA will obtain information from
the local land use authority and provide information
to the project's residents/occupants/tenants.
Annually HOA
2014 Whitewater River Region WQMP
Rio Vista Village
April 29, 2015 26
Activity
Restrictions
CC&Rs of the HOA shall include activity
restrictions for the purpose of receiving water
quality protection. These restrictions include:
-Prohibiting vehicular parking in streets. Parking
will only be allowed in residential driveways and
common parking areas.
Daily HOA &
Homeowner
Irrigation System
& Landscape
Maintenance
Homeowners shall be responsible for landscape
maintenance associated with their lot which will
include activities such as replacement of dead
vegetation, the repair of erosion rills, proper
disposal of green waste, etc. Per Article 7.3 of
CC&Rs, if the homeowner fails to meet HOA
requirements, the HOA will repair and replace
vegetation at the Homeowners expense.
For open space and common space areas, the HOA
will ensure that weekly landscape maintenance
procedures will incorporate the replacement of dead
vegetation, the repair of erosion rills, proper
disposal of green waste, trimming of overgrowth,
etc. The HOA will perform monthly inspections for
the irrigation system located within open space/
common space areas and will provide repairs, if
observed, on system failures such as overspray and
broken sprinkler heads.
Weekly/
Monthly
Homeowner
& HOA
Common Area
Litter Control
Trash receptacles will be located in common/ open
space areas. The receptacles will be emptied
weekly and placed in trash containers approved by
the City for weekly disposal by Cathedral City’s
Trash and Recycling Department. Patrolling
common areas and perimeter fences or walls to
collect litter will occur weekly during landscape
maintenance activities, noting trash disposal
violations by tenants/home owners and reporting
such observations to the HOA for investigation, and
identification of the party responsible for the
violation.
Weekly HOA
Street Sweeping
Private Streets
and Parking Lots
Streets and alleys are owned by the City. The City
will maintain street areas curb to curb. The HOA
will maintain alley ways. Street sweeping on alley
ways and common parking areas will be performed
by the HOA. Trash and debris collected from
maintenance activities shall be placed in receptacles
to be disposed of by the City’s Trash and Recycling
Department
Monthly HOA
2014 Whitewater River Region WQMP
Rio Vista Village
April 29, 2015 27
Drainage Facility
Inspection and
Maintenance
Onsite catch basins and storm drain inlets will be
inspected prior to the start of the rainy season
(October 1st) shall be performed. The inlets and
catch basins will be cleaned when accumulated
sediment/debris fills 25% or more of the
sediment/debris storage capacity.
Onsite retention basins shall be cleaned of debris
during weekly landscape maintenance activities.
Trash and debris shall be placed in trash receptacles.
Drywells are to be inspected prior to the start of the
rainy season. Sediments, trash and debris shall be
placed in trash receptacles. 72 hours after any storm
event, retention basins and dry wells shall be
inspected to ensure proper infiltration is occurring.
Excess sediments and debris shall be removed.
Repair as needed.
Yearly/ 72 hrs
after any
storm event
HOA
Storm Drain Inlet
Stenciling &
Signage
Where onsite catch basins are located, stenciling or
labeling containing a brief statement prohibiting
dumping into the onsite storm drain system or
graphical icons discouraging illegal dumping shall
be provided. Stenciling/ signage repairs will be
performed as needed.
Yearly HOA
Landscape and
Irrigation System
Design
Implementation of landscaping that is consistent
with the local land use authority's water
conservation ordinance, and landscaping that
utilizes native or drought tolerant species.
New
Ownership or
Development
HOA &
Homeowner
Protection of
Slopes and
Channel
Slopes in retention areas and slopes located on
individual lots will be planted with native or drought
tolerant vegetation to prevent erosion of slope walls.
Slopes shall be maintained with the use of efficient
irrigation and typical landscaping activities. If
erosion rills occur, repair as needed.
Yearly HOA &
Homeowner
2014 Whitewater River Region WQMP
Rio Vista Village
April 29, 2015 28
Properly Design
and Maintain
Trash Storage
Areas
All trash container areas in common and open space
areas maintained by the HOA will be designed to
City’s standards and shall meet the following
requirements:
Paved with an impervious surface,
designed not to allow run-on from
adjoining areas, designed to divert
drainage from adjoining roofs and
pavements areas, screened or walled to
prevent off-site transport of trash.
Trash dumpsters (containers) shall be leak
proof and have attached covers or lids.
Connection of trash area drains to the MS4
is prohibited.
Individual lots will have trash containers provided
by the Cathedral City. Three 96 gallon automated
carts with workable lids will be provided by the City
to each homeowner for the collection of regular
household trash, recyclables, and green waste.
Weekly HOA &
Homeowner
Appendix D includes copies of the educational materials (described in Section 3.5.2.1 of the WQMP Guidance document) that will be used in implementing this project-specific WQMP.
The Homeowners association shall maintain inspection logs of routine maintenance inspections and shall note repairs performed.
2014 Whitewater River Region WQMP
Rio Vista Village
April 29, 2015 29
VII.Funding
The Rio Vista Village Community Association will be responsible for the funding of Operation and Maintenance of all open space and common areas, retention basins, and common parking areas. Public streets and alley ways are owned by the City of Cathedral City. Cathedral City will be responsible for the maintenance of streets (curb to curb). The HOA will be responsible for the maintenance of alley ways and areas located between the right-of-way and curb of public streets.
Contact:
Rio Vista Village Community Association
C/O: The Management Trust (The Monarch Division)
Attention: Liz Weber, CCAM
Association Manager
39755 Berkey Drive, Suite A • Palm Desert, CA 92211
Phone: (760) 776-5100 ext 6341
Fax: (760) 776-5111
Homeowners will be responsible for Operation and Maintenance of individual lots. 2014 Whitewater River Region WQMP
Rio Vista Village
Appendix B
Vicinity Map, WQMP Site Plan, Receiving Waters Map, and Reference Maps
2014 Whitewater River Region WQMP
F-WQMP Los Portales 13 - Rio Vista Village
Project Description
Project Owner: Portales Recovery, LLC
Attn: Mohamad Younes, P.E.
c/o Inland Communities Corp.
6430 W. Sunset Boulevard, Suite 460
Los Angeles, CA 90028
(323) 874-8000
WQMP Preparer: CASC Engineering and Consulting, Inc.
77-567 Country Club Drive, Suite 211
Palm Desert, CA 92211
Office: (760) 259-0108
Project Site Address: NW Corner of Landau Blvd & Verona Rd Cathedral City, CA
Planning Area/
Community Name/
Development Name: Los Portales 13 – Rio Vista Village (Final WQMP) APN Number(s): Los Portales 13 (Lots 9-16, 57-60, & 64 of Tract 28639-1) APNs 677-553-001 to 677-553-012 & 677-553-016
Latitude & Longitude: 33.8556, -116.4824
Receiving Water: Whitewater River to Coachella Valley Storm Water Channel Project Site Size: 3.79 ac
Standard Industrial Classification (SIC) Code: 1521, Single Family Homes Formation of Home Owners' Association (HOA)
or Property Owners Association (POA): Y N
*See Rio Vista Master WQMP Section, Appendix G – CC&Rs
2014 Whitewater River Region WQMP
F-WQMP Los Portales 13 - Rio Vista Village
Los Portales 13 Final WQMP
Los Portales 13 lies within the project area of the Master WQMP (M-WQMP) for Rio Vista Village. The project will comply with the requirements established in the M-WQMP. Conditions of Approval for this phase of the development are located in the Rio Vista Village Master WQMP Section, Appendix A. Los Portales 13 proposes to develop Lots 9-16, 57-60, and 64 of Tract Map 28639-1. The proposed area for Los Portales 13 is approximately 3.79 acres. The project will construct 13 single family residences along Rio Vista Drive between Rio Bravo Road and Rio Arbolitos Road. Proposed construction will consist of residential buildings, utility laterals, landscaping, and minor grading. Roads, alleyways, curb and gutter, utilities, storm drain systems, and Retention Basin G were previously constructed during the initial phases of the project.
Figure 1. Project location of Los Portales 13 and Retention Basin G.
Los Portales 13 is located within Drainage Area G of the hydrology study. See Rio Vista Master WQMP Section, Appendix F – Drainage Report (dated May 4, 2001). The drainage area is approximately 12.60 acres. Each proposed lot will implement landscaping and roof runoff controls as on-lot site design features. Roof runoff will drain to landscaped areas and then conveyed to landscaped swales. Flows are directed to the existing curb and gutter system of the development and enter catch basins. Discharge is directed through the storm drain system to Retention Basin G.
2014 Whitewater River Region WQMP
F-WQMP Los Portales 13 - Rio Vista Village
Figure 2. Westerly view at the intersection of Rio Vista Boulevard and Rio Arbolitos Road. Catch basins associated with the drainage of Los Portales 13 are located at the northwest corner of Retention Basin G and at the northwest corner of the intersection.
To address potential water quality impacts associated with the development of the 13 residential lots, the project will utilize existing Retention Basin G in this drainage area for treatment control.
The basin is designed with 3:1 slopes with capacity to detain for the 100-year, 24-hour storm event.
Overflows from the 100-year, 24-hour storm event will discharge from catch basins located at the northeast corner and southeast corner of the basin. Overflows will be conveyed along the curb and gutter of Rio Vista Boulevard to Landau Boulevard. The total design capacity of the retention basin is 1.87 ac-ft. Infiltration testing sited a rate of 8.94 in/hr (Appendix F, Basic Infiltration Testing Report). Calculations were prepared using the infiltration rate and volumes based on the 100-yr, 24-hr storm event per the hydrology study. See M-WQMP, Appendix F, Infiltration Basin G Worksheet. The calculations demonstrate that the design of the basins provide adequate surface area to infiltrate for this event within 36 hours. The design of the existing basins exceed current NPDES WQMP requirements. Cathedral City Municipal Code – Title 8 § 8.24.070 requires the retention/detention of the 100-year, 3-hour storm events. The design capture volume of the retention areas surpasses this volume. Therefore, the project is not subject to the HCOC provisions of the WQMP and the project satisfies 100% of the LID/ site design measurable goal.
Catch basin
locations
Retention
Basin G
2014 Whitewater River Region WQMP
F-WQMP Los Portales 13 - Rio Vista Village
Figure 3. Overflow locations of Retention Basin G.
Attachments for Los Portales 13 Final WQMP section will include:
A. A Site Plan for the project. The Site Plan included as part of Appendix B depicts the following project features:
Location and identification of all structural BMPs, including Source Control, LID/Site Design and Treatment Control BMPs.
Landscaped areas.
Paved areas and intended uses (i.e., parking, outdoor work area, outdoor material storage area, sidewalks, patios, tennis courts, etc.).
Number and type of structures and intended uses (i.e., buildings, tenant spaces, dwelling units, community facilities such as pools, recreation facilities, tot lots, etc.).
Infrastructure (i.e., streets, storm drains, etc.) that will revert to public agency ownership and operation.
Location of existing and proposed public and private storm drainage facilities (i.e., storm drains, channels, basins, etc.), including catch basins and other inlets/outlet structures. Existing and proposed drainage facilities should be clearly differentiated.
Location(s) of Receiving Waters to which the project directly or indirectly discharges.
Location of points where onsite (or tributary offsite) flows exit the property/project site.
Overflow
locations
APPENDIX 8
SUPPORTING DOCUMENTS
Source: ASCE
Runoff Coefficients (C)
Area Description Coefficient Value Typical DesignBusiness:Central business 0.70 - 0.95District and local 0.50 - 0.70Residential:Single family 0.35 - 0.45Multi-units detached 0.40 - 0.75Suburban 0.25 - 0.40Apartments 0.50 - 0.70Industrial:Light 0.50 - 0.80Heavy 0.60 - 0.90Parks, cemeteries 0.10 - 0.25Playgrounds 0.20 - 0.35Railroad yards 0.20 - 0.40LawnsSandy soil 0.05 - 0.20Heavy soil 0.18 - 0.35 0.30Unimproved 0.10 - 0.30 0.20Asphaltic 0.70 - 0.95 0.90Concrete 0.80 - 0.95 0.90Roofs 0.75 - 0.95 0.90 Runoff Coefficients (C) Page 1 of 1mk:@MSITStore:C:\Program%20Files\Autodesk\AutoCAD%202023\C3D\HHApps\Hydr o... 4/5/2023
The following table shows SCS curve number values, according to the SCS method for runoff calculations. Please scroll down for a description of the soil groups.
SCS Curve Numbers (CN)
Description of Land Use
Hydrologic Soil Group
A B C D
Paved parking lots, roofs, driveways 98 98 98 98
Streets and Roads
Paved with curbs and storm sewers 98 98 98 98
Gravel 76 85 89 91
Dirt 72 82 87 89
Cultivated (Agricultural Crop) Land
Without conservation treatment (no terraces) 72 81 88 91 With conservation treatment (terraces, contours) 62 71 78 81 Pasture or Range Land
Poor (<50% ground cover or heavily grazed) 68 79 86 89
Good (50-75% ground cover; Not heavily grazed) 39 61 74 80 Meadow (grass, no grazing, mowed for hay) 30 58 71 78
Brush (good, >75% ground cover) 30 48 65 73
Woods and Forests
Poor (small trees/brush destroyed by over-grazing or burning) 45 66 77 83 Fair (grazing but not burned; some brush) 36 60 73 79
Good (no grazing; brush covers ground) 30 55 70 77
Open Spaces (lawns, parks, golf courses, cemeteries, etc.) Fair (grass covers 50 – 75% of area) 49 69 79 84
Good (grass covers >75% of area) 39 61 74 80
Commercial and Business Districts (85% impervious) 89 92 94 95 Industrial Districts (72% impervious) 81 88 91 93
Residential Areas
1/8 acre lots, about 65% impervious 77 85 90 92
1/4 acre lots, about 38% impervious 61 75 83 87
1/2 acre lots, about 25% impervious 54 70 80 85
1 acre lots, about 20% impervious 51 68 79 84
Group A Soils: High infiltration (low runoff). Sand, loamy sand, or sandy loam. Infiltration rate > 0.3 in/hr when wet.
Group B Soils: Moderate infiltration (moderate runoff). Silt loam or loam. Infiltration rate 0.15 – 0.30 in/hr when wet.
Group C Soils: Low infiltration (moderate to high runoff). Sandy clay loam. Infiltration rate 0.05 – 0.150 in/hr when wet.
Group D Soils: Very low infiltration (high runoff). Clay loam, silty clay loam, sandy clay, silty clay, or clay. Infiltration rate 0 – 0.05 in/hr when wet.
PRELIMINARY HYDROLOGY REPORT
VERANO-MULTI FAMILY APARTMENTS
APN 677-050-017 & 018
NW corner of Rio Pecos Drive and Landau Blvd.
Cathedral City, CA 92234
Prepared For
NCP VERANO, LLC
690 E Green Street, Suite 200
Pasadena, CA 1101
Ph. 323.874.8000
Prepared By
Ray Erillo, P.E.
Fuscoe Engineering, Inc.
2850 Inland Empire Blvd. Building B
Ontario, California 91764
909-581-0676
www.fuscoe.com
Project Manager: Steve Ellis, P.E.
Date Prepared : December 2023
Revision 1 :
Revision 2 :
Revision 3 :
Job Number: 4090-03
NCP Verano, LLC VERANO –MULTI FAMILY
PRELIMINARY HYDROLOGY AND HYDRAULICS REPORT
VERANO- MULTI FAMILY @ RIO VISTA VILLAGE
APN 677-050-017 & 018
Located at NW corner of Rio Pecos Drive and Landau Blvd. in the
City of Cathedral City, CA 92234
Riverside County
Prepared for:
NCP VERANO, LLC
690 E Green Street, Suite 200
Pasadena, CA 91101
Tel. (323) 874-8000
Prepared by:
Ray Erillo, P.E.
Senior Engineer II
FUSCOE ENGINEERING, INC.
2850 Inland Empire Blvd., Suite B
Ontario, CA 91764
Tel. 909-581-0676
Date Prepared: December 2023
Revision 1 :
Revision 2 :
NCP Verano, LLC VERANO –MULTI FAMILY
Table of Contents
1.0 INTRODUCTION .............................................................................................................3
1.1 GEOGRAPHIC SETTING.................................................................................................3
1.2 PURPOSE OF THIS REPORT ............................................................................................3
1.3 REFERENCES..................................................................................................................3
1.4 PROJECT SITE LOCATION MAP ......................................................................................4
1.5 HYDROLOGIC SOILS GROUP MAP FOR CATHEDRAL CITY..............................................5
2.0 PRE-DEVELOPMENT CONDITION.....................................................................................6
2.1 PRE-DEVELOPMENT TOPOGRAPHY ................................................................................6
2.2 PRE-DEVELOPMENT DRAINAGE SYSTEM .........................................................................6
3.0 POST DEVELOPMENT CONDITION..................................................................................7
3.1 POST DEVELOPMENT.....................................................................................................7
3.2 PROPOSED DRAINAGE FACILITY ....................................................................................8
4.0 METHODOLOGY ............................................................................................................8
5.0 CONCLUSIONS ..............................................................................................................9 TABLE 1.1: EXISTING CONDITIONS 100YR-24HR STORM EVENT .............................................10 TABLE 1.2: PROPOSED CONDITIONS 100YR-24HR STORM EVENT ..........................................10 TABLE 1.3: REQUIRED STORAGE USING UNIT HYDROGRAPH:....................................................11 TABLE 1.4: PRE VS POST DEVELOPMENT CONDITION AFTER RETENTION (100YR-24HR)..........13
6.0 APPENDICES .......................................................................................................................14 Appendix 1 Riverside County Flood Control Hydrology Manual Excepts.
Appendix 2 Unit Hydrograph: Pre and Post Dev’t Conditions for 100yr-24Hr and 100yr-3Hr.
Appendix 3 RCFC & WCD Hydrologic Soil Map (Plate C-1.36) Appendix 4 Autodesk CIVIL3D Hydraflow Unit Hydrograph Calculations (STORAGE) 100yr-24Hr a. PRE VS POST Development Unit Hydrograph after Retention Appendix 5 Hydrology Maps/Exhibits
1. Pre-Development Drianage Map
2. Post Development Drainage Map
3. Post Development Unit Hydrograph Map
Appendix 6 Excerpts: Approved Master Hydrology for Rio Vista Village (FOR REFERENCE ONLY) Appendix 7 Supporting Documents
1. Approximate Geographic Boundaries for NRCS Rainfall Distribution
2. Runoff Coefficient (c) Table
3. SCS Curve Number (CN) Table
NCP Verano, LLC VERANO –MULTI FAMILY
1.0 INTRODUCTION
1.1 GEOGRAPHIC SETTING
The proposed Verano Multi Family project will be part of the master planned community named Rio Vista Village at Cathedral City, California. The total project site is approximately 32.60 acres.
There are four (4) existing retention basins designated for the project site to drain per the approved Master Hydrology report for Rio Vista Village. Project site is bounded by Rio Pecos Drive to the south, future extension of Landau Blvd. to the east, future Rio Silverado Road to the North and future extension of Avenida Quintana to the west.
The project site is vacant and undeveloped under its existing conditions. Adjacent development surrounding the area site includes the Rio Vista Elementary school, hotels, commercial, retail, residential developments, and open land property. See Figure 1 below for the project location map.
The project consists of the construction of various buildings, landscape areas, drive aisles, sidewalks, parking areas, wall, water quality BMPs and wet/dry utilities.
1.2 PURPOSE OF THIS REPORT
The purpose of this report is to accomplish the following objective:
To determine hydrologic impacts resulting from the proposed development. Impacts are determined based on the comparison between the pre-development condition and the postdevelopment condition. This hydrology report will also provide the peak flow rates for 10-year and 100-year at 24hr duration for post development condition and determine if the proposed storm drain system will be sufficient to convey the runoff generated by the proposed improvements. 100yr-24Hr Storm frequency unit Hydrograph will be used to calculate the runoff volume generated at post condition. Post development condition will also utilize the pro-rated volume provided for the existing retention basins: E, F, G and K2 as shown on the previously approved Master WQMP (M-WQMP) for Rio Vista Village. This will be considered in evaluating the peak flow rate after retention.
1.3 REFERENCES
• Riverside County Flood Control and Water Conservation District (RCFC & WCD) Hydrology Manual
• Approved Master WQMP for Rio Vista Village dated April 29, 2015 NCP Verano, LLC VERANO –MULTI FAMILY
1.4 PROJECT SITE LOCATION MAP
Figure 1
▲
NORTH
NCP Verano, LLC VERANO –MULTI FAMILY
1.5 HYDROLOGIC SOILS GROUP MAP FOR CATHEDRAL CITY
1.3 NCP Verano, LLC VERANO –MULTI FAMILY
2.0 PRE-DEVELOPMENT CONDITION
2.1 PRE-DEVELOPMENT TOPOGRAPHY
The project site is vacant and undeveloped under existing conditions. Adjacent land uses include hotels, retail stores, single family residences, and undeveloped property. The overall property moderately slopes downward to the southeast direction towards Rio Pecos Drive.
2.2 PRE-DEVELOPMENT DRAINAGE SYSTEM
The existing site is an undeveloped property with no storm drain system within the site. Existing runoff infiltrates to the ground. Excess storm runoff from the site sheet flows towards the southeasterly direction to the existing street at Rio Pecos Drive then it sheet flows to the existing designated retention basins. The approved Master-WQMP for Rio Vista Village has designated four (4) existing retention basins to address flood control and WQMP requirements for the project site. These existing retention basins are Retention Basins E, F, G and K2. These runoffs will be part of the Whitewater watershed area which will drain to Whitewater River then to the Coachella Valley Storm Water Channel.
▲
NORTH
NCP Verano, LLC VERANO –MULTI FAMILY
3.0 POST DEVELOPMENT CONDITION
3.1 POST DEVELOPMENT
The Verano Multi Family development lies within the project area of the Master WQMP (MWQMP) for Rio Vista Village. The site is bounded by Rio Pecos Drive south, future extension of Landau Blvd. to the east, future Rio Silverado Road to the North and future extension of Avenida Quintana to the west. Verano Multi Family Project will develop 374 lots of multi-family residences and a multi-purpose center. It will also construct landscape areas, parking lots and drive aisles.
This proposed development will increase the impervious area of the site to 80%. The total proposed area for this development is approximately 32.8 acres. This development will utilize the existing Retention Basins, E, F, G and K2 for treatment control as well as to address flood control requirements. Per the M-WQMP, the basin was designed with the capacity to retain for the 100- year, 24-hour storm event. This means the design of the existing basin exceed the current NPDES WQMP requirements per Cathedral City Municipal Code Title 8 § 8.24.070 requiring a minimum storage for 100yr-3Hr duration storm event. The Autodesk Civil3D Hydraflow Unit Hydrograph and RCFC & WCD data was utilized to calculate this. Runoff from the proposed development site will sheet flow through the curb and gutters then to the on-site storm drain system and eventually to the existing retention basins. A catch basin filter insert will be used as pre-filter.
Runoff Volume Comparison (Pre Vs Post) For 100yr 24hr & 100yr-3hr Storm Event.
STORM EVENT
P-E
Pre-Dev’t
Runoff Volume (cu.ft.)
Post-Dev’t
Runoff Volume (cu.ft.)
Difference
(cu.ft.)
100yr-24Hr 58,047 95,787 37,740
100yr-3hr 15,968 39,777 23,809
Remarks Use 100yr-24Hr storm event difference to size storage requirement.
STORM EVENT
P-F
Pre-Dev’t
Runoff Volume (cu.ft.)
Post-Dev’t
Runoff Volume (cu.ft.)
Difference
(cu.ft.)
100yr-24Hr 40,786 83,385 42,599
100yr-3hr 11,220 34,627 23,407
Remarks Use 100yr-24Hr storm event difference to size storage requirement.
STORM EVENT
P-G
Pre-Dev’t
Runoff Volume (cu.ft.)
Post-Dev’t
Runoff Volume (cu.ft.)
Difference
(cu.ft.)
100yr-24Hr 31,060 75,256 44,196
100yr-3hr 8,545 31,251 22,706
Remarks Use 100yr-24Hr storm event difference to size storage requirement.
STORM EVENT
P-K2
Pre-Dev’t
Runoff Volume (cu.ft.)
Post-Dev’t
Runoff Volume (cu.ft.)
Difference
(cu.ft.)
100yr-24Hr 13,584 18,190 4,606
100yr-3hr 3,737 7,554 3,817
Remarks Use 100yr-24Hr storm event difference to size storage requirement.
All on-site streets and storm drain system will be privately maintained.
NCP Verano, LLC VERANO –MULTI FAMILY
In addition, the improvements will also include installation of appropriate drainage facilities, other dry and wet utilities, and LID BMPs to mitigate water quality objectives.
3.2 PROPOSED DRAINAGE FACILITY
To satisfy the approved Master Hydrology report for Rio Vista Village, the project’s post development condition will have four drainage areas namely P-E, P-F, P-G and P-K2 as shown on the Post Development Drainage Maps. Drainage area P-E will be directed to existing retention basin, E. Drainage area P-F will flow to existing retention basin F. Drainage P-G will drain to existing retention basin G. Lastly, drainage area K2 will drain to existing retention basin K2. Discharge peak flow rates will be calculated per 100yr-24hr storm event. The capacity of the street and catch basins will also be designed per 100-yr storm event. Proposed development must also peak flow rate must not exceed pre-development condition at 100yr-24hr storm frequency. This will be achieved by the utilization of the existing retention Basin.
Proposed drainage structures and pipes are shown in the Hydrology Maps in Appendix 5.
4.0 METHODOLOGY
Section D of RCFC & WCD states that rational method is commonly used to determine peak discharge from relatively small areas. Additionally, it also suggests using Synthetic Unit Hydrograph method for areas in excess of 300 to 500-acres. However, in order to accurately compare results with the approved Hydrology Report for Rio Vista Village, this report used Synthetic Unit Hydrograph method in conformance with the Riverside County Hydrology Manual.
Autodesk Civil3D Hydraflow NRCS Unit Hydrograph Calculator with the rainfall intensity and precipitation data from RCFC & WCD was used to determine the hydrograph volume and peak flow based on 100-year, 24hr storm duration. Soil type “A” was used for the site per the RCFC & WCD Hydrologic Soil Map for Cathedral City (Plate C-1.36) Methodology and supportive data for the hydrologic calculations may be found in this report, and in the “Riverside County Flood Control and Water Conservation District Hydrology Manual”.
Manning’s equation was used to calculate pipe and street capacity. A known Q and pipe/street cross section was specified and solved for the depth of water using an iterative procedure. The maximum Q flowing thru the specified pipe or street will be analyzed to determine its capacity.
Manning’s Equation: Q = 1.49 AR^(2/3) (S^1/2) / n
Where: Q - Flow rate in cfs,
n - Roughness coefficient (0.013 for pipes, 0.011 for street) A - Cross-sectional area (sq.ft.)
R - Hydraulic radius
S - Channel Slope (ft/ft)
Meanwhile, curb inlets operate as weirs to depths equal to the curb opening height and as orifices at depths greater than 1.4 times the total curb opening height (equal to the sum of the throat height, local depression, and gutter depression). At depths in between, flow is in a transition stage.
NCP Verano, LLC VERANO –MULTI FAMILY
(1) Spread (3) Local Depression (5) Throat Height
(2) Gutter Width (4) Gutter Depression
Operating as a weir
The equation for a curb inlet operating as a weir depends on whether the curb opening is a depressed or non-depressed inlet.
• Depressed curb opening
The equation used for the interception capacity of the inlet operating as a weir is:
Q=Cw (L+1.8w)d^1.5
Where:
Cw = 2.3 (1.25), L = Length of curb opening in ft, W = Gutter width in ft d = Depth at the face of curb measured from the cross slope, Sx, in ft For a given flow value, this equation is solved for the depth measured above the cross slope, Sx.
Since Hydraflow reports inlet depth at the face of the inlet, the reported depth will include the gutter depression and local depression values added to this calculated depth. Furthermore, increasing local depression at the inlet does not increase the inlet's capacity or decrease the spread, as long as the inlet still operates as a weir.
• Non-depressed curb inlets
The following equation is used to determine the interception capacity of inlets without any depression when operating as a weir:
Where:
Cw = 3.0 (1.60) , L = Length of curb opening in ft
d = Depth at the face of the curb, measured from the cross slope, Sx, in ft Solving for length
If the inlet length has been set to 0, Hydraflow Express Extension automatically computes a value using the above weir equations assuming the depth to be equal to the total curb opening and solving for L.
The results of the analysis are included in this report in Appendix 2 and 4.
5.0 CONCLUSIONS
The purpose of this drainage analysis is to identify the need to keep the post-development runoff volume and peak flow rate the same as the pre-development condition by utilizing the existing retention basins. RCFC & WCD requires that the difference in runoff hydrograph volume between the “post-developed” condition and the “pre-developed” condition for the 100hr-24hr storm frequency must be detained on-site. The rainfall volume for the pre-developed condition are as follows: 1) Drainage area, P-E is 58,047 cu.ft. , 2) Drainage area, P-F is 40,786 cu.ft., 3) NCP Verano, LLC VERANO –MULTI FAMILY
TABLE 1.3: REQUIRED STORAGE USING UNIT HYDROGRAPH:
(100 YR-3HR) – (DA-E)
NPDES WQMP requirements per Cathedral City
Municipal Code Title 8 § 8.24.070
Runoff Volume
Pro-rated
Volume
Provided
Per
M-WQMP
Remarks
Pre-Development Condition 15,968 cu.ft.
Post Development Condition 39,777 cu.ft.
DIFFERENCE – PRE vs POST CONDITION 23,809 cu.ft. 52,251 cu.ft. Adequate (100 YR-24HR) – (DA-E)
RCFC & WCD Requirement
Runoff Volume
Pro-rated
Volume
Provided
Per
M-WQMP
Remarks
Pre-Development Condition 58,047 cu.ft.
Post Development Condition 95,787 cu.ft.
DIFFERENCE – PRE vs POST CONDITION 37,740 cu.ft. 52,251 cu.ft. Adequate PROVIDED STORAGE RETENTION BASIN, E – (PER MWQMP FOR RIO VISTA VILLAGE: 100YR-24HR) FOR TRIBUTARY AREA, BASIN E ( A=25.45 acres)
2.18 Ac-Ft
94,961 cu.ft.
(100 YR-3HR) – (DA-F)
NPDES WQMP requirements per Cathedral City
Municipal Code Title 8 § 8.24.070
Runoff Volume
Pro-rated
Volume
Provided
Per
M-WQMP
Remarks
Pre-Development Condition 11,220 cu.ft.
Post Development Condition 34,627 cu.ft.
DIFFERENCE – PRE vs POST CONDITION 23,407 cu.ft. 44,173 cu.ft. Adequate (100 YR-24HR) – (DA-F)
RCFC & WCD Requirement
Runoff Volume
Pro-rated
Volume
Provided
Per
M-WQMP
Remarks
Pre-Development Condition 40,786 cu.ft.
Post Development Condition 83,385 cu.ft.
DIFFERENCE – PRE vs POST CONDITION 42,599 cu.ft. 44,173 cu.ft. Adequate PROVIDED STORAGE RETENTION BASIN, F – (PER MWQMP FOR RIO VISTA VILLAGE: 100YR-24HR) FOR TRIBUTARY AREA, BASIN F ( A=12.6 acres)
1.26 Ac-Ft
54,886 cu.ft.
NCP Verano, LLC VERANO –MULTI FAMILY
(100 YR-3HR) – (DA-G)
NPDES WQMP requirements per Cathedral City
Municipal Code Title 8 § 8.24.070
Runoff Volume
Pro-rated
Volume
Provided
Per
M-WQMP
Remarks
Pre-Development Condition 8,545 cu.ft.
Post Development Condition 31,251 cu.ft.
DIFFERENCE – PRE vs POST CONDITION 22,706 cu.ft. 59,139 cu.ft. Adequate (100 YR-24HR) – (DA-G)
RCFC & WCD Requirement
Runoff Volume
Pro-rated
Volume
Provided
Per
M-WQMP
Remarks
Pre-Development Condition 31,060 cu.ft.
Post Development Condition 75,256 cu.ft.
DIFFERENCE – PRE vs POST CONDITION 44,196 cu.ft. 59,139 cu.ft. Adequate TOTAL PROVIDED STORAGE RETENTION BASIN, G –
(PER M-WQMP FOR RIO VISTA VILLAGE: 100YR-24HR)
FOR TRIBUTARY AREA, BASIN G ( A=21.85 acres)
1.49 Ac-Ft
69,904 cu.ft.
(100 YR-3HR) – (DA-K2)
NPDES WQMP requirements per Cathedral City
Municipal Code Title 8 § 8.24.070
Runoff Volume
Pro-rated
Volume
Provided
Per
M-WQMP
Remarks
Pre-Development Condition 3,737 cu.ft.
Post Development Condition 7,554 cu.ft.
DIFFERENCE – PRE vs POST CONDITION 3,817 cu.ft. 17,177 cu.ft. Adequate (100 YR-24HR) – (DA-K2)
RCFC & WCD Requirement
Runoff Volume
Pro-rated
Volume
Provided
Per
M-WQMP
Remarks
Pre-Development Condition 13,584 cu.ft.
Post Development Condition 18,190 cu.ft.
DIFFERENCE – PRE vs POST CONDITION 4,606 cu.ft. 17,177 cu.ft. Adequate PROVIDED STORAGE RETENTION BASIN, K2 – (PER MWQMP FOR RIO VISTA VILLAGE: 100YR-24HR) FOR TRIBUTARY AREA, BASIN K2 ( A=22.45 acres)
1.66 Ac-Ft
72,309 cu.ft.
NCP Verano, LLC VERANO –MULTI FAMILY
TABLE 1.4: PRE VS POST DEVELOPMENT CONDITION AFTER RETENTION (100YR-24HR)
PRE-CONSTRUCTION VS POST-CONSTRUCTION FLOW SUMMURY BEFORE AND AFTER RETENTION Discharge Location
Total PreDevelopment
Flow Rate,
Q100
Total PostDevelopment Flow
Rate (No
Retention), Q100
Retention
Volume
Provided
(Pro-rated)
Total PostDevelopment Flow
Rate (After
Retention), Q100
Conclusion
Existing Retetion
Basin, E
9.05 cfs 25.23 cfs 52,251
cu.ft. 0 cfs
Post
development
flow decreased.
PRE-CONSTRUCTION VS POST-CONSTRUCTION FLOW SUMMURY BEFORE AND AFTER RETENTION Discharge Location
Total PreDevelopment
Flow Rate,
Q100
Total PostDevelopment Flow
Rate (No
Retention), Q100
Retention
Volume
Provided
(Pro-rated)
Total PostDevelopment Flow
Rate (After
Retention), Q100
Conclusion
Existing Retetion
Basin, F
7.50 cfs 23.23 cfs 44,173
cu.ft. 4.02 cfs
Post
development
flow decreased.
PRE-CONSTRUCTION VS POST-CONSTRUCTION FLOW SUMMURY BEFORE AND AFTER RETENTION Discharge Location
Total PreDevelopment
Flow Rate,
Q100
Total PostDevelopment Flow
Rate (No
Retention), Q100
Retention
Volume
Provided
(Pro-rated)
Total PostDevelopment Flow
Rate (After
Retention), Q100
Conclusion
Existing Retetion
Basin, G
5.71 cfs 22.27 cfs 59,139
cu.ft. 0 cfs
Post
development
flow decreased.
PRE-CONSTRUCTION VS POST-CONSTRUCTION FLOW SUMMURY BEFORE AND AFTER RETENTION Discharge Location
Total PreDevelopment
Flow Rate,
Q100
Total PostDevelopment Flow
Rate (No
Retention), Q100
Retention
Volume
Provided
(Pro-rated)
Total PostDevelopment Flow
Rate (After
Retention), Q100
Conclusion
Existing Retetion
Basin, K2 3.36 cfs 6.75 cfs 17,177cu.ft. 0 cfs
Post
development
flow decreased.
NCP Verano, LLC VERANO –MULTI FAMILY
6.0 APPENDICES
Appendix 1 Riverside County Flood Control Hydrology Manual Excepts.
Appendix 2 Unit Hydrograph: Pre and Post Development Conditions for 100yr-24Hr and 100yr-3Hr
Appendix 3 RCFC & WCD Hydrologic Soil Map (Plate C-1.36) Appendix 4 Autodesk CIVIL3D Hydraflow Unit Hydrograph Calculations (STORAGE) 100yr-24Hr a. PRE VS POST Development Unit Hydrograph after Retention
Appendix 5 Hydrology Maps
a. Pre-Development Drainage Map
b. Post Development Drainage Map
c. Post Development Unit Hydrograph Map
Appendix 6 Excerpts: Approved Master Hydrology for Rio Vista Village (FOR REFERENCE ONLY) Appendix 7 Supporting Documents
1. Approximate Geographic Boundaries for NRCS Rainfall Distribution
2. Runoff Coefficient (c) Table
3. SCS Curve Number (CN) Table
THE SITE
(0.50")
THE SITE
(0.70")
NCP Verano, LLC VERANO –MULTI FAMILY
Drainage Area, P-G is 31,060 cu.ft. and lastly, 4) Drainage Area, P-K2 is 13,584 cu.ft. The existing retention basins E, F, G and K2 that captures the runoff from the proposed development have effectively reduced the peak flows to zero for Drainage Areas E, G and K2 at developed conditions. Meanwhile post development peak flow for Drainage Area F dropped from 7.50 cfs at existing condition to 4.02 cfs. Furthermore, the respective pro-rated volume provided by the existing retention basins E, F, G and K2 per the M-Hydrology Report for Rio Vista Village were adequate to contain the difference of the runoff volume at pre and post development conditions and can meet flood control requirements. Storm drain lines will be sized to convey 100-year storm event on the Final Hydrology report. Therefore, the proposed development meets the WQMP and flood requirements for this project and will not result in an adverse effect to the community.
Summary of the peak flow rates for the existing and proposed conditions are shown in Tables 1.1 and 1.2.
TABLE 1.1: EXISTING CONDITIONS 100YR-24HR STORM EVENT
ID
Area
(acre)
Tc, min
Q100
(cfs)
EX-E 13.25 50.1 9.05
EX-F 9.31 37.9 7.50
EX-G 7.09 40.2 5.71
EX-K2 3.15 25.6 3.36
TABLE 1.2: PROPOSED CONDITIONS 100YR-24HR STORM EVENT
ID
Area
(acre)
Tc, min
Q100
(cfs)
P-E 11.43 35.9 25.23
P-F 9.95 32.9 23.23
P-G 8.98 28.3 22.27
P-K 2.21 14.9 6.75
THE SITE
(0.82")
THE SITE
(1.28")
THE SITE
(1.60")
THE SITE
(2.08")
APPENDIX 1
RIVERSIDE COUNTY FLOOD CONTROL
HYDROLOGY MANUAL EXCEPTS.
THE SITE
(2.50")
THE SITE
(4.3")
(ONE HOUR VALUES)
VERANO-CATHEDRAL CITY, CA (24-HOUR VALUES) (1.28) (4.30) (4.00) (3.18) (2.33) (2.04) (6-HOUR VALUES) (2.50) (0.82) (1.13) (1.28) (1.83) (2.11)
(33.8527,-116.4777)CATHEDRAL CITY,CA 0.55 1.60 0.81 0.98 1.20 1.40 0.57 RPE 4-03-23 0.50 - 2 YR 0.81 - 5 YR 0.98 - 10 YR 1.20 - 25 YR 1.40 - 50 YR 1.60 -100 YR 0.74 1.10 1.12 1.76 1.45 1.77 2.15 2.65 3.08 3.51 2.07 2.36 2.06 3.02 4.03 4.92 5.75 6.58 S=0.57
Whitewater River Region WQMP Guidance
January 2015 23
Local land use
authority
Ordinance Requirement
Coachella Ordinance #1014
Municipal Code
Section 13.16.110
To minimize the discharge and transport of pollutants, the city requires all new development and redevelopment projects identified as a Priority Project under the newly implemented NPDES permit No. CAS617002 to retain 100% of the stormwater from the 100 year, 24-hour duration storm in order to prevent any deterioration of the water quality which would impair the subsequent or competing uses of water. Projects that retain and infiltrate 100% of the rainfall conditions specified in Section F.1.c.v.4 of the NPDES permit are deemed to comply with the Treatment Control BMP requirements found in that section of the NPDES permit. The NPDES permit establishes acceptable methods and standards for controlling stormwater runoff volumes, rates, and pollutant loading including but not limited to the following:
A. Increase Permeable Areas, Avoid placing impervious surfaces in highly porous soil areas; incorporate landscaping and open space into the project design; use porous materials for or near driveways and walkways; incorporate retention basins that can infiltrate Stormwater onsite; and avoid placing pavement and other impervious surfaces in low lying areas.
B. Direct Runoff to Permeable Areas. Direct Stormwater runoff away from impermeable areas to swales, berms, green strip filters, gravel beds, and French drains; install rain gutters and orient them toward permeable areas; modify the grade of the property to divert flow to permeable areas and minimize the amount of stormwater runoff leaving the property and when designing curbs, berms and other structures, avoid designs which isolate permeable or landscaped areas.
C. Maximize Stormwater Storage for Reuse. Use retention structures, surface areas, cisterns, or other structures to store stormwater Cathedral City Municipal Code – Title 8 §
8.24.070
A. Except as noted below, development of all land within the city must include provisions for the management of stormwater runoff from the property which is to be developed. This management shall consist of constructing stormwater storage facilities, which includes detention basins. As a minimum, all development will make provisions to store runoff from rainfall events up to and including the one-hundred-year, three-hour duration event.
If a suitable outlet for a detention basin is not available, or if engineering analysis indicates that available outlet systems would be overtaxed by detention basin outflow, a retention basin shall be constructed in lieu of a detention basin.
B. The requirement for construction of a detention basin or a retention basin may be waived in the following cases:
1. The runoff has been included in a storage facility at another location. This may include storage facilities proposed as part of the Cathedral City Storm Drain Master Plan;
2. An application for a building permit to construct a single-family residential structure;
3. Development which will drain directly into a floodway or watercourse drainage channel which has been determined by the project review manager, using engineering analyses provided by the development, to have the capacity and be constructed to handle the additional runoff flow without increasing the potential for flood damage on any other downstream property.
4. Development of a parcel under one-half acre in an area where it can be demonstrated by engineering analyses that no significant increase in the potential for flood damage will be created by the development.
APPENDIX 2
UNIT HYDROGRAPH METHOD: PRE AND POST
DEVELOPMENT CONDITIONS
Q100YR-24HR AND Q100YR-3HR
UNIT HYDROGRAPH
100YR-24HR
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Hyd. No. 1
4090-03 PRE-DEVT UNIT HYDRO-EX-E
Hydrograph type = SCS Runoff Peak discharge = 9.046 cfs Storm frequency = 100 yrs Time to peak = 744 min
Time interval = 2 min Hyd. volume = 58,047 cuft
Drainage area = 13.250 ac Curve number = 65
Basin Slope = 1.4 % Hydraulic length = 1286 ft
Tc method = LAG Time of conc. (Tc) = 50.12 min
Total precip. = 4.30 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
Q (cfs)
Time (min)
4090-03 PRE-DEVT UNIT HYDRO-EX-E
Hyd. No. 1 -- 100 Year
Hyd No. 1
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000 --------
2 5.0994 0.1000 0.5670 --------
3 0.0000 0.0000 0.0000 --------
5 5.5223 0.1000 0.4686 --------
10 9.9784 0.1000 0.5666 --------
25 11.9956 0.1000 0.5621 --------
50 14.1968 0.1000 0.5656 --------
100 15.9941 0.1000 0.5621 --------
File name: 4090-03 Intensity.IDF
Intensity = B / (Tc + D)^E
Return Intensity Values (in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.02 1.37 1.09 0.93 0.82 0.74 0.68 0.63 0.59 0.55 0.53 0.50 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 2.57 1.87 1.55 1.35 1.22 1.12 1.04 0.98 0.93 0.88 0.84 0.81 10 3.96 2.69 2.14 1.82 1.61 1.45 1.33 1.23 1.15 1.09 1.03 0.98 25 4.80 3.27 2.61 2.22 1.96 1.77 1.62 1.51 1.41 1.33 1.26 1.20 50 5.65 3.84 3.06 2.60 2.29 2.07 1.90 1.76 1.65 1.55 1.47 1.40 100 6.40 4.36 3.48 2.96 2.61 2.36 2.16 2.01 1.88 1.77 1.68 1.60 Tc = time in minutes. Values may exceed 60.
Rainfall Precipitation Table (in)
e: F:\Projects\4090\003\_Support Files\Reports\Hydrology\Preliminary Hydrology\Calculation\4090-03 Precipitation.pcp Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 0.00 1.28 0.00 2.04 2.33 3.18 4.00 4.30
SCS 6-Hr 0.00 0.82 0.00 1.13 1.28 1.83 2.11 2.50
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Hyd. No. 2
4090-03 PRE-DEVT UNIT HYDRO-EX-F
Hydrograph type = SCS Runoff Peak discharge = 7.496 cfs Storm frequency = 100 yrs Time to peak = 738 min
Time interval = 2 min Hyd. volume = 40,786 cuft
Drainage area = 9.310 ac Curve number = 65
Basin Slope = 1.6 % Hydraulic length = 975 ft
Tc method = LAG Time of conc. (Tc) = 37.93 min
Total precip. = 4.30 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
Q (cfs)
Time (min)
4090-03 PRE-DEVT UNIT HYDRO-EX-F
Hyd. No. 2 -- 100 Year
Hyd No. 2
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000 --------
2 5.0994 0.1000 0.5670 --------
3 0.0000 0.0000 0.0000 --------
5 5.5223 0.1000 0.4686 --------
10 9.9784 0.1000 0.5666 --------
25 11.9956 0.1000 0.5621 --------
50 14.1968 0.1000 0.5656 --------
100 15.9941 0.1000 0.5621 --------
File name: 4090-03 Intensity.IDF
Intensity = B / (Tc + D)^E
Return Intensity Values (in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.02 1.37 1.09 0.93 0.82 0.74 0.68 0.63 0.59 0.55 0.53 0.50 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 2.57 1.87 1.55 1.35 1.22 1.12 1.04 0.98 0.93 0.88 0.84 0.81 10 3.96 2.69 2.14 1.82 1.61 1.45 1.33 1.23 1.15 1.09 1.03 0.98 25 4.80 3.27 2.61 2.22 1.96 1.77 1.62 1.51 1.41 1.33 1.26 1.20 50 5.65 3.84 3.06 2.60 2.29 2.07 1.90 1.76 1.65 1.55 1.47 1.40 100 6.40 4.36 3.48 2.96 2.61 2.36 2.16 2.01 1.88 1.77 1.68 1.60 Tc = time in minutes. Values may exceed 60.
Rainfall Precipitation Table (in)
e: F:\Projects\4090\003\_Support Files\Reports\Hydrology\Preliminary Hydrology\Calculation\4090-03 Precipitation.pcp Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 0.00 1.28 0.00 2.04 2.33 3.18 4.00 4.30
SCS 6-Hr 0.00 0.82 0.00 1.13 1.28 1.83 2.11 2.50
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Hyd. No. 3
4090-03 PRE-DEVT UNIT HYDRO-EX-G
Hydrograph type = SCS Runoff Peak discharge = 5.709 cfs Storm frequency = 100 yrs Time to peak = 738 min
Time interval = 2 min Hyd. volume = 31,060 cuft
Drainage area = 7.090 ac Curve number = 65
Basin Slope = 1.1 % Hydraulic length = 834 ft
Tc method = LAG Time of conc. (Tc) = 40.17 min
Total precip. = 4.30 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
6.00 6.00
Q (cfs)
Time (min)
4090-03 PRE-DEVT UNIT HYDRO-EX-G
Hyd. No. 3 -- 100 Year
Hyd No. 3
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000 --------
2 5.0994 0.1000 0.5670 --------
3 0.0000 0.0000 0.0000 --------
5 5.5223 0.1000 0.4686 --------
10 9.9784 0.1000 0.5666 --------
25 11.9956 0.1000 0.5621 --------
50 14.1968 0.1000 0.5656 --------
100 15.9941 0.1000 0.5621 --------
File name: 4090-03 Intensity.IDF
Intensity = B / (Tc + D)^E
Return Intensity Values (in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.02 1.37 1.09 0.93 0.82 0.74 0.68 0.63 0.59 0.55 0.53 0.50 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 2.57 1.87 1.55 1.35 1.22 1.12 1.04 0.98 0.93 0.88 0.84 0.81 10 3.96 2.69 2.14 1.82 1.61 1.45 1.33 1.23 1.15 1.09 1.03 0.98 25 4.80 3.27 2.61 2.22 1.96 1.77 1.62 1.51 1.41 1.33 1.26 1.20 50 5.65 3.84 3.06 2.60 2.29 2.07 1.90 1.76 1.65 1.55 1.47 1.40 100 6.40 4.36 3.48 2.96 2.61 2.36 2.16 2.01 1.88 1.77 1.68 1.60 Tc = time in minutes. Values may exceed 60.
Rainfall Precipitation Table (in)
e: F:\Projects\4090\003\_Support Files\Reports\Hydrology\Preliminary Hydrology\Calculation\4090-03 Precipitation.pcp Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 0.00 1.28 0.00 2.04 2.33 3.18 4.00 4.30
SCS 6-Hr 0.00 0.82 0.00 1.13 1.28 1.83 2.11 2.50
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Hyd. No. 4
4090-03 PRE-DEVT UNIT HYDRO-EX-K2
Hydrograph type = SCS Runoff Peak discharge = 3.363 cfs Storm frequency = 100 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 13,584 cuft
Drainage area = 3.150 ac Curve number = 65
Basin Slope = 1.5 % Hydraulic length = 588 ft
Tc method = LAG Time of conc. (Tc) = 25.64 min
Total precip. = 4.30 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
Q (cfs)
Time (min)
4090-03 PRE-DEVT UNIT HYDRO-EX-K2
Hyd. No. 4 -- 100 Year
Hyd No. 4
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000 --------
2 5.0994 0.1000 0.5670 --------
3 0.0000 0.0000 0.0000 --------
5 5.5223 0.1000 0.4686 --------
10 9.9784 0.1000 0.5666 --------
25 11.9956 0.1000 0.5621 --------
50 14.1968 0.1000 0.5656 --------
100 15.9941 0.1000 0.5621 --------
File name: 4090-03 Intensity.IDF
Intensity = B / (Tc + D)^E
Return Intensity Values (in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.02 1.37 1.09 0.93 0.82 0.74 0.68 0.63 0.59 0.55 0.53 0.50 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 2.57 1.87 1.55 1.35 1.22 1.12 1.04 0.98 0.93 0.88 0.84 0.81 10 3.96 2.69 2.14 1.82 1.61 1.45 1.33 1.23 1.15 1.09 1.03 0.98 25 4.80 3.27 2.61 2.22 1.96 1.77 1.62 1.51 1.41 1.33 1.26 1.20 50 5.65 3.84 3.06 2.60 2.29 2.07 1.90 1.76 1.65 1.55 1.47 1.40 100 6.40 4.36 3.48 2.96 2.61 2.36 2.16 2.01 1.88 1.77 1.68 1.60 Tc = time in minutes. Values may exceed 60.
Rainfall Precipitation Table (in)
e: F:\Projects\4090\003\_Support Files\Reports\Hydrology\Preliminary Hydrology\Calculation\4090-03 Precipitation.pcp Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 0.00 1.28 0.00 2.04 2.33 3.18 4.00 4.30
SCS 6-Hr 0.00 0.82 0.00 1.13 1.28 1.83 2.11 2.50
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
UNIT HYDROGRAPH
PRE-DEVELOPMENT 100YR-3HR
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Hyd. No. 45
4090-03 PRE-DEVT EX-E UH-3HR
Hydrograph type = SCS Runoff Peak discharge = 2.965 cfs Storm frequency = 100 yrs Time to peak = 146 min
Time interval = 2 min Hyd. volume = 15,968 cuft
Drainage area = 13.250 ac Curve number = 65
Basin Slope = 1.4 % Hydraulic length = 1286 ft
Tc method = LAG Time of conc. (Tc) = 50.12 min
Total precip. = 2.59 in Distribution = Synthetic
Storm duration = 3.00 hrs Shape factor = 484
0 20 40 60 80 100 120 140 160 180 200 220 240 260
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
Q (cfs)
Time (min)
4090-03 PRE-DEVT EX-E UH-3HR
Hyd. No. 45 -- 100 Year
Hyd No. 45
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000 --------
2 5.0994 0.1000 0.5670 --------
3 0.0000 0.0000 0.0000 --------
5 5.5223 0.1000 0.4686 --------
10 9.9784 0.1000 0.5666 --------
25 11.9956 0.1000 0.5621 --------
50 14.1968 0.1000 0.5656 --------
100 15.9941 0.1000 0.5621 --------
File name: 4090-03 Intensity.IDF
Intensity = B / (Tc + D)^E
Return Intensity Values (in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.02 1.37 1.09 0.93 0.82 0.74 0.68 0.63 0.59 0.55 0.53 0.50 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 2.57 1.87 1.55 1.35 1.22 1.12 1.04 0.98 0.93 0.88 0.84 0.81 10 3.96 2.69 2.14 1.82 1.61 1.45 1.33 1.23 1.15 1.09 1.03 0.98 25 4.80 3.27 2.61 2.22 1.96 1.77 1.62 1.51 1.41 1.33 1.26 1.20 50 5.65 3.84 3.06 2.60 2.29 2.07 1.90 1.76 1.65 1.55 1.47 1.40 100 6.40 4.36 3.48 2.96 2.61 2.36 2.16 2.01 1.88 1.77 1.68 1.60 Tc = time in minutes. Values may exceed 60.
Rainfall Precipitation Table (in)
e: F:\Projects\4090\003\_Support Files\Reports\Hydrology\Preliminary Hydrology\Calculation\4090-03 Precipitation.pcp Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 0.00 1.28 0.00 2.04 2.33 3.18 4.00 4.30
SCS 6-Hr 0.00 0.82 0.00 1.13 1.28 1.83 2.11 2.50
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Hyd. No. 46
4090-03 PRE-DEVT EX-F UH-3HR
Hydrograph type = SCS Runoff Peak discharge = 2.243 cfs Storm frequency = 100 yrs Time to peak = 134 min
Time interval = 2 min Hyd. volume = 11,220 cuft
Drainage area = 9.310 ac Curve number = 65
Basin Slope = 1.6 % Hydraulic length = 975 ft
Tc method = LAG Time of conc. (Tc) = 37.93 min
Total precip. = 2.59 in Distribution = Synthetic
Storm duration = 3.00 hrs Shape factor = 484
0 20 40 60 80 100 120 140 160 180 200 220 240
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
Q (cfs)
Time (min)
4090-03 PRE-DEVT EX-F UH-3HR
Hyd. No. 46 -- 100 Year
Hyd No. 46
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000 --------
2 5.0994 0.1000 0.5670 --------
3 0.0000 0.0000 0.0000 --------
5 5.5223 0.1000 0.4686 --------
10 9.9784 0.1000 0.5666 --------
25 11.9956 0.1000 0.5621 --------
50 14.1968 0.1000 0.5656 --------
100 15.9941 0.1000 0.5621 --------
File name: 4090-03 Intensity.IDF
Intensity = B / (Tc + D)^E
Return Intensity Values (in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.02 1.37 1.09 0.93 0.82 0.74 0.68 0.63 0.59 0.55 0.53 0.50 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 2.57 1.87 1.55 1.35 1.22 1.12 1.04 0.98 0.93 0.88 0.84 0.81 10 3.96 2.69 2.14 1.82 1.61 1.45 1.33 1.23 1.15 1.09 1.03 0.98 25 4.80 3.27 2.61 2.22 1.96 1.77 1.62 1.51 1.41 1.33 1.26 1.20 50 5.65 3.84 3.06 2.60 2.29 2.07 1.90 1.76 1.65 1.55 1.47 1.40 100 6.40 4.36 3.48 2.96 2.61 2.36 2.16 2.01 1.88 1.77 1.68 1.60 Tc = time in minutes. Values may exceed 60.
Rainfall Precipitation Table (in)
e: F:\Projects\4090\003\_Support Files\Reports\Hydrology\Preliminary Hydrology\Calculation\4090-03 Precipitation.pcp Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 0.00 1.28 0.00 2.04 2.33 3.18 4.00 4.30
SCS 6-Hr 0.00 0.82 0.00 1.13 1.28 1.83 2.11 2.50
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Hyd. No. 47
4090-03 PRE-DEVT EX-G UH-3HR
Hydrograph type = SCS Runoff Peak discharge = 1.708 cfs Storm frequency = 100 yrs Time to peak = 134 min
Time interval = 2 min Hyd. volume = 8,545 cuft
Drainage area = 7.090 ac Curve number = 65
Basin Slope = 1.1 % Hydraulic length = 834 ft
Tc method = LAG Time of conc. (Tc) = 40.17 min
Total precip. = 2.59 in Distribution = Synthetic
Storm duration = 3.00 hrs Shape factor = 484
0 20 40 60 80 100 120 140 160 180 200 220 240
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
Q (cfs)
Time (min)
4090-03 PRE-DEVT EX-G UH-3HR
Hyd. No. 47 -- 100 Year
Hyd No. 47
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000 --------
2 5.0994 0.1000 0.5670 --------
3 0.0000 0.0000 0.0000 --------
5 5.5223 0.1000 0.4686 --------
10 9.9784 0.1000 0.5666 --------
25 11.9956 0.1000 0.5621 --------
50 14.1968 0.1000 0.5656 --------
100 15.9941 0.1000 0.5621 --------
File name: 4090-03 Intensity.IDF
Intensity = B / (Tc + D)^E
Return Intensity Values (in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.02 1.37 1.09 0.93 0.82 0.74 0.68 0.63 0.59 0.55 0.53 0.50 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 2.57 1.87 1.55 1.35 1.22 1.12 1.04 0.98 0.93 0.88 0.84 0.81 10 3.96 2.69 2.14 1.82 1.61 1.45 1.33 1.23 1.15 1.09 1.03 0.98 25 4.80 3.27 2.61 2.22 1.96 1.77 1.62 1.51 1.41 1.33 1.26 1.20 50 5.65 3.84 3.06 2.60 2.29 2.07 1.90 1.76 1.65 1.55 1.47 1.40 100 6.40 4.36 3.48 2.96 2.61 2.36 2.16 2.01 1.88 1.77 1.68 1.60 Tc = time in minutes. Values may exceed 60.
Rainfall Precipitation Table (in)
e: F:\Projects\4090\003\_Support Files\Reports\Hydrology\Preliminary Hydrology\Calculation\4090-03 Precipitation.pcp Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 0.00 1.28 0.00 2.04 2.33 3.18 4.00 4.30
SCS 6-Hr 0.00 0.82 0.00 1.13 1.28 1.83 2.11 2.50
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Hyd. No. 48
4090-03 PRE-DEVT EX-K UH-3HR
Hydrograph type = SCS Runoff Peak discharge = 0.864 cfs Storm frequency = 100 yrs Time to peak = 1.97 hrs
Time interval = 2 min Hyd. volume = 3,737 cuft
Drainage area = 3.150 ac Curve number = 65
Basin Slope = 1.5 % Hydraulic length = 588 ft
Tc method = LAG Time of conc. (Tc) = 25.64 min
Total precip. = 2.59 in Distribution = Synthetic
Storm duration = 3.00 hrs Shape factor = 484
0.0 0.3 0.7 1.0 1.3 1.7 2.0 2.3 2.7 3.0 3.3 3.7
Q (cfs)
0.00 0.00
0.10 0.10
0.20 0.20
0.30 0.30
0.40 0.40
0.50 0.50
0.60 0.60
0.70 0.70
0.80 0.80
0.90 0.90
1.00 1.00
Q (cfs)
Time (hrs)
4090-03 PRE-DEVT EX-K UH-3HR
Hyd. No. 48 -- 100 Year
Hyd No. 48
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000 --------
2 5.0994 0.1000 0.5670 --------
3 0.0000 0.0000 0.0000 --------
5 5.5223 0.1000 0.4686 --------
10 9.9784 0.1000 0.5666 --------
25 11.9956 0.1000 0.5621 --------
50 14.1968 0.1000 0.5656 --------
100 15.9941 0.1000 0.5621 --------
File name: 4090-03 Intensity.IDF
Intensity = B / (Tc + D)^E
Return Intensity Values (in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.02 1.37 1.09 0.93 0.82 0.74 0.68 0.63 0.59 0.55 0.53 0.50 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 2.57 1.87 1.55 1.35 1.22 1.12 1.04 0.98 0.93 0.88 0.84 0.81 10 3.96 2.69 2.14 1.82 1.61 1.45 1.33 1.23 1.15 1.09 1.03 0.98 25 4.80 3.27 2.61 2.22 1.96 1.77 1.62 1.51 1.41 1.33 1.26 1.20 50 5.65 3.84 3.06 2.60 2.29 2.07 1.90 1.76 1.65 1.55 1.47 1.40 100 6.40 4.36 3.48 2.96 2.61 2.36 2.16 2.01 1.88 1.77 1.68 1.60 Tc = time in minutes. Values may exceed 60.
Rainfall Precipitation Table (in)
e: F:\Projects\4090\003\_Support Files\Reports\Hydrology\Preliminary Hydrology\Calculation\4090-03 Precipitation.pcp Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 0.00 1.28 0.00 2.04 2.33 3.18 4.00 4.30
SCS 6-Hr 0.00 0.82 0.00 1.13 1.28 1.83 2.11 2.50
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
UNIT HYDROGRAPH
100YR-24HR
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Hyd. No. 14
4090-03 P-E-OVERALL POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 25.23 cfs Storm frequency = 100 yrs Time to peak = 734 min
Time interval = 2 min Hyd. volume = 95,787 cuft
Drainage area = 11.430 ac Curve number = 80
Basin Slope = 1.6 % Hydraulic length = 1590 ft
Tc method = LAG Time of conc. (Tc) = 35.92 min
Total precip. = 4.30 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 650
1 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
28.00 28.00
Q (cfs)
Time (min)
4090-03 P-E-OVERALL POST DEVT UNIT HYDROGRAPH
Hyd. No. 14 -- 100 Year
Hyd No. 14
Hydraflow Rainfall Report
2 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000 --------
2 5.0994 0.1000 0.5670 --------
3 0.0000 0.0000 0.0000 --------
5 5.5223 0.1000 0.4686 --------
10 9.9784 0.1000 0.5666 --------
25 11.9956 0.1000 0.5621 --------
50 14.1968 0.1000 0.5656 --------
100 15.9941 0.1000 0.5621 --------
File name: 4090-03 Intensity.IDF
Intensity = B / (Tc + D)^E
Return Intensity Values (in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.02 1.37 1.09 0.93 0.82 0.74 0.68 0.63 0.59 0.55 0.53 0.50 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 2.57 1.87 1.55 1.35 1.22 1.12 1.04 0.98 0.93 0.88 0.84 0.81 10 3.96 2.69 2.14 1.82 1.61 1.45 1.33 1.23 1.15 1.09 1.03 0.98 25 4.80 3.27 2.61 2.22 1.96 1.77 1.62 1.51 1.41 1.33 1.26 1.20 50 5.65 3.84 3.06 2.60 2.29 2.07 1.90 1.76 1.65 1.55 1.47 1.40 100 6.40 4.36 3.48 2.96 2.61 2.36 2.16 2.01 1.88 1.77 1.68 1.60 Tc = time in minutes. Values may exceed 60.
Rainfall Precipitation Table (in)
e: F:\Projects\4090\003\_Support Files\Reports\Hydrology\Preliminary Hydrology\Calculation\4090-03 Precipitation.pcp Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 0.00 1.28 0.00 2.04 2.33 3.18 4.00 4.30
SCS 6-Hr 0.00 0.82 0.00 1.13 1.28 1.83 2.11 2.50
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023Hyd. No. 64090-03 P-E1 POST DEVT UNIT HYDROGRAPHHydrograph type = SCS Runoff Peak discharge = 2.834 cfsStorm frequency = 100 yrs Time to peak = 726 minTime interval = 2 min Hyd. volume = 11,076 cuftDrainage area = 1.350 ac Curve number = 80Basin Slope = 1.0 % Hydraulic length = 456 ftTc method = LAG Time of conc. (Tc) = 16.90 minTotal precip. = 4.30 in Distribution = Type IIStorm duration = 24 hrs Shape factor = 332 1 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs)
0.00 0.001.00 1.002.00 2.003.00 3.00
Q (cfs)
Time (min)
4090-03 P-E1 POST DEVT UNIT HYDROGRAPH
Hyd. No. 6 -- 100 Year
Hyd No. 6
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Hyd. No. 7
4090-03 P-E2 POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 3.232 cfs Storm frequency = 100 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 12,634 cuft
Drainage area = 1.540 ac Curve number = 80
Basin Slope = 1.1 % Hydraulic length = 528 ft
Tc method = LAG Time of conc. (Tc) = 17.89 min
Total precip. = 4.30 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 332
1 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
Q (cfs)
Time (min)
4090-03 P-E2 POST DEVT UNIT HYDROGRAPH
Hyd. No. 7 -- 100 Year
Hyd No. 7
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Hyd. No. 8
4090-03 P-E3 POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 3.421 cfs Storm frequency = 100 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 13,373 cuft
Drainage area = 1.630 ac Curve number = 80
Basin Slope = 1.0 % Hydraulic length = 543 ft
Tc method = LAG Time of conc. (Tc) = 19.63 min
Total precip. = 4.30 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 332
1 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
Q (cfs)
Time (min)
4090-03 P-E3 POST DEVT UNIT HYDROGRAPH
Hyd. No. 8 -- 100 Year
Hyd No. 8
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Hyd. No. 9
4090-03 P-E4 POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 3.585 cfs Storm frequency = 100 yrs Time to peak = 730 min
Time interval = 2 min Hyd. volume = 16,816 cuft
Drainage area = 2.040 ac Curve number = 80
Basin Slope = 1.1 % Hydraulic length = 785 ft
Tc method = LAG Time of conc. (Tc) = 24.90 min
Total precip. = 4.30 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 341
1 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
Q (cfs)
Time (min)
4090-03 P-E4 POST DEVT UNIT HYDROGRAPH
Hyd. No. 9 -- 100 Year
Hyd No. 9
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Hyd. No. 10
4090-03 P-E5 POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 1.082 cfs Storm frequency = 100 yrs Time to peak = 720 min
Time interval = 2 min Hyd. volume = 2,893 cuft
Drainage area = 0.340 ac Curve number = 80
Basin Slope = 0.7 % Hydraulic length = 185 ft
Tc method = LAG Time of conc. (Tc) = 9.87 min
Total precip. = 4.30 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 330
1 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
Q (cfs)
Time (min)
4090-03 P-E5 POST DEVT UNIT HYDROGRAPH
Hyd. No. 10 -- 100 Year
Hyd No. 10
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Hyd. No. 11
4090-03 P-E6 POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 3.083 cfs Storm frequency = 100 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 12,050 cuft
Drainage area = 1.430 ac Curve number = 80
Basin Slope = 1.1 % Hydraulic length = 536 ft
Tc method = LAG Time of conc. (Tc) = 18.60 min
Total precip. = 4.30 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 341
1 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
Q (cfs)
Time (min)
4090-03 P-E6 POST DEVT UNIT HYDROGRAPH
Hyd. No. 11 -- 100 Year
Hyd No. 11
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Hyd. No. 12
4090-03 P-E7 POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 6.430 cfs Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 20,753 cuft
Drainage area = 2.500 ac Curve number = 80
Basin Slope = 1.5 % Hydraulic length = 410 ft
Tc method = LAG Time of conc. (Tc) = 12.87 min
Total precip. = 4.30 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 303
1 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
6.00 6.00
7.00 7.00
Q (cfs)
Time (min)
4090-03 P-E7 POST DEVT UNIT HYDROGRAPH
Hyd. No. 12 -- 100 Year
Hyd No. 12
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Hyd. No. 13
4090-03 P-E8 POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 0.083 cfs Storm frequency = 2 yrs Time to peak = 724 min
Time interval = 2 min Hyd. volume = 393 cuft
Drainage area = 0.600 ac Curve number = 80
Basin Slope = 1.1 % Hydraulic length = 335 ft
Tc method = LAG Time of conc. (Tc) = 12.83 min
Total precip. = 1.28 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 314
1 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs)
0.00 0.00
0.01 0.01
0.02 0.02
0.03 0.03
0.04 0.04
0.05 0.05
0.06 0.06
0.07 0.07
0.08 0.08
0.09 0.09
0.10 0.10
Q (cfs)
Time (min)
4090-03 P-E8 POST DEVT UNIT HYDROGRAPH
Hyd. No. 13 -- 2 Year
Hyd No. 13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Hyd. No. 13
4090-03 P-E8 POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 1.560 cfs Storm frequency = 100 yrs Time to peak = 722 min
Time interval = 2 min Hyd. volume = 4,858 cuft
Drainage area = 0.600 ac Curve number = 80
Basin Slope = 1.1 % Hydraulic length = 335 ft
Tc method = LAG Time of conc. (Tc) = 12.83 min
Total precip. = 4.30 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 314
2 0 120 240 360 480 600 720 840 960 1080 1200 1320 1440 1560 Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
Q (cfs)
Time (min)
4090-03 P-E8 POST DEVT UNIT HYDROGRAPH
Hyd. No. 13 -- 100 Year
Hyd No. 13
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Hyd. No. 24
4090-03 P-F-OVERALL POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 23.23 cfs Storm frequency = 100 yrs Time to peak = 12.20 hrs
Time interval = 2 min Hyd. volume = 83,385 cuft
Drainage area = 9.950 ac Curve number = 80
Basin Slope = 1.7 % Hydraulic length = 1450 ft
Tc method = LAG Time of conc. (Tc) = 32.87 min
Total precip. = 4.30 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 650
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
Q (cfs)
Time (hrs)
4090-03 P-F-OVERALL POST DEVT UNIT HYDROGRAPH
Hyd. No. 24 -- 100 Year
Hyd No. 24
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000 --------
2 5.0994 0.1000 0.5670 --------
3 0.0000 0.0000 0.0000 --------
5 5.5223 0.1000 0.4686 --------
10 9.9784 0.1000 0.5666 --------
25 11.9956 0.1000 0.5621 --------
50 14.1968 0.1000 0.5656 --------
100 15.9941 0.1000 0.5621 --------
File name: 4090-03 Intensity.IDF
Intensity = B / (Tc + D)^E
Return Intensity Values (in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.02 1.37 1.09 0.93 0.82 0.74 0.68 0.63 0.59 0.55 0.53 0.50 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 2.57 1.87 1.55 1.35 1.22 1.12 1.04 0.98 0.93 0.88 0.84 0.81 10 3.96 2.69 2.14 1.82 1.61 1.45 1.33 1.23 1.15 1.09 1.03 0.98 25 4.80 3.27 2.61 2.22 1.96 1.77 1.62 1.51 1.41 1.33 1.26 1.20 50 5.65 3.84 3.06 2.60 2.29 2.07 1.90 1.76 1.65 1.55 1.47 1.40 100 6.40 4.36 3.48 2.96 2.61 2.36 2.16 2.01 1.88 1.77 1.68 1.60 Tc = time in minutes. Values may exceed 60.
Rainfall Precipitation Table (in)
e: F:\Projects\4090\003\_Support Files\Reports\Hydrology\Preliminary Hydrology\Calculation\4090-03 Precipitation.pcp Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 0.00 1.28 0.00 2.04 2.33 3.18 4.00 4.30
SCS 6-Hr 0.00 0.82 0.00 1.13 1.28 1.83 2.11 2.50
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Hyd. No. 17
4090-03 P-F1 POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 2.997 cfs Storm frequency = 100 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 9,331 cuft
Drainage area = 1.090 ac Curve number = 80
Basin Slope = 1.2 % Hydraulic length = 342 ft
Tc method = LAG Time of conc. (Tc) = 12.17 min
Total precip. = 4.30 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 332
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
Q (cfs)
Time (hrs)
4090-03 P-F1 POST DEVT UNIT HYDROGRAPH
Hyd. No. 17 -- 100 Year
Hyd No. 17
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Hyd. No. 18
4090-03 P-F2 POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 3.177 cfs Storm frequency = 100 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 12,049 cuft
Drainage area = 1.440 ac Curve number = 80
Basin Slope = 1.0 % Hydraulic length = 490 ft
Tc method = LAG Time of conc. (Tc) = 17.99 min
Total precip. = 4.30 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 354
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
Q (cfs)
Time (hrs)
4090-03 P-F2 POST DEVT UNIT HYDROGRAPH
Hyd. No. 18 -- 100 Year
Hyd No. 18
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Hyd. No. 19
4090-03 P-F3 POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 3.707 cfs Storm frequency = 100 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 14,057 cuft
Drainage area = 1.680 ac Curve number = 80
Basin Slope = 1.2 % Hydraulic length = 509 ft
Tc method = LAG Time of conc. (Tc) = 17.22 min
Total precip. = 4.30 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 354
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
Q (cfs)
Time (hrs)
4090-03 P-F3 POST DEVT UNIT HYDROGRAPH
Hyd. No. 19 -- 100 Year
Hyd No. 19
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Hyd. No. 20
4090-03 P-F4 POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 3.367 cfs Storm frequency = 100 yrs Time to peak = 12.07 hrs
Time interval = 2 min Hyd. volume = 11,626 cuft
Drainage area = 1.400 ac Curve number = 80
Basin Slope = 1.3 % Hydraulic length = 470 ft
Tc method = LAG Time of conc. (Tc) = 15.03 min
Total precip. = 4.30 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 339
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
Q (cfs)
Time (hrs)
4090-03 P-F4 POST DEVT UNIT HYDROGRAPH
Hyd. No. 20 -- 100 Year
Hyd No. 20
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Hyd. No. 21
4090-03 P-F5 POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 3.729 cfs Storm frequency = 100 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 14,141 cuft
Drainage area = 1.690 ac Curve number = 80
Basin Slope = 1.1 % Hydraulic length = 522 ft
Tc method = LAG Time of conc. (Tc) = 17.97 min
Total precip. = 4.30 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 354
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
Q (cfs)
Time (hrs)
4090-03 P-F5 POST DEVT UNIT HYDROGRAPH
Hyd. No. 21 -- 100 Year
Hyd No. 21
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Hyd. No. 22
4090-03 P-F6 POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 4.986 cfs Storm frequency = 100 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 18,910 cuft
Drainage area = 2.260 ac Curve number = 80
Basin Slope = 1.0 % Hydraulic length = 550 ft
Tc method = LAG Time of conc. (Tc) = 19.54 min
Total precip. = 4.30 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 354
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
Q (cfs)
Time (hrs)
4090-03 P-F6 POST DEVT UNIT HYDROGRAPH
Hyd. No. 22 -- 100 Year
Hyd No. 22
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Hyd. No. 23
4090-03 P-F7 POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 1.252 cfs Storm frequency = 100 yrs Time to peak = 11.97 hrs
Time interval = 2 min Hyd. volume = 3,236 cuft
Drainage area = 0.390 ac Curve number = 80
Basin Slope = 1.6 % Hydraulic length = 159 ft
Tc method = LAG Time of conc. (Tc) = 5.71 min
Total precip. = 4.30 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 234
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
Q (cfs)
Time (hrs)
4090-03 P-F7 POST DEVT UNIT HYDROGRAPH
Hyd. No. 23 -- 100 Year
Hyd No. 23
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Hyd. No. 34
4090-03 P-G-OVERALL POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 22.27 cfs Storm frequency = 100 yrs Time to peak = 12.17 hrs
Time interval = 2 min Hyd. volume = 75,256 cuft
Drainage area = 8.980 ac Curve number = 80
Basin Slope = 1.7 % Hydraulic length = 1200 ft
Tc method = LAG Time of conc. (Tc) = 28.25 min
Total precip. = 4.30 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 650
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
Q (cfs)
Time (hrs)
4090-03 P-G-OVERALL POST DEVT UNIT HYDROGRAPH
Hyd. No. 34 -- 100 Year
Hyd No. 34
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000 --------
2 5.0994 0.1000 0.5670 --------
3 0.0000 0.0000 0.0000 --------
5 5.5223 0.1000 0.4686 --------
10 9.9784 0.1000 0.5666 --------
25 11.9956 0.1000 0.5621 --------
50 14.1968 0.1000 0.5656 --------
100 15.9941 0.1000 0.5621 --------
File name: 4090-03 Intensity.IDF
Intensity = B / (Tc + D)^E
Return Intensity Values (in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.02 1.37 1.09 0.93 0.82 0.74 0.68 0.63 0.59 0.55 0.53 0.50 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 2.57 1.87 1.55 1.35 1.22 1.12 1.04 0.98 0.93 0.88 0.84 0.81 10 3.96 2.69 2.14 1.82 1.61 1.45 1.33 1.23 1.15 1.09 1.03 0.98 25 4.80 3.27 2.61 2.22 1.96 1.77 1.62 1.51 1.41 1.33 1.26 1.20 50 5.65 3.84 3.06 2.60 2.29 2.07 1.90 1.76 1.65 1.55 1.47 1.40 100 6.40 4.36 3.48 2.96 2.61 2.36 2.16 2.01 1.88 1.77 1.68 1.60 Tc = time in minutes. Values may exceed 60.
Rainfall Precipitation Table (in)
e: F:\Projects\4090\003\_Support Files\Reports\Hydrology\Preliminary Hydrology\Calculation\4090-03 Precipitation.pcp Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 0.00 1.28 0.00 2.04 2.33 3.18 4.00 4.30
SCS 6-Hr 0.00 0.82 0.00 1.13 1.28 1.83 2.11 2.50
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Hyd. No. 27
4090-03 P-G1 POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 4.052 cfs Storm frequency = 100 yrs Time to peak = 12.13 hrs
Time interval = 2 min Hyd. volume = 14,925 cuft
Drainage area = 1.770 ac Curve number = 80
Basin Slope = 0.9 % Hydraulic length = 586 ft
Tc method = LAG Time of conc. (Tc) = 21.65 min
Total precip. = 4.30 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 436
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
Q (cfs)
Time (hrs)
4090-03 P-G1 POST DEVT UNIT HYDROGRAPH
Hyd. No. 27 -- 100 Year
Hyd No. 27
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Hyd. No. 28
4090-03 P-G2 POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 3.783 cfs Storm frequency = 100 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 10,240 cuft
Drainage area = 1.220 ac Curve number = 80
Basin Slope = 1.1 % Hydraulic length = 338 ft
Tc method = LAG Time of conc. (Tc) = 12.47 min
Total precip. = 4.30 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 434
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
Q (cfs)
Time (hrs)
4090-03 P-G2 POST DEVT UNIT HYDROGRAPH
Hyd. No. 28 -- 100 Year
Hyd No. 28
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Hyd. No. 29
4090-03 P-G3 POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 3.082 cfs Storm frequency = 100 yrs Time to peak = 12.17 hrs
Time interval = 2 min Hyd. volume = 12,365 cuft
Drainage area = 1.480 ac Curve number = 80
Basin Slope = 0.9 % Hydraulic length = 635 ft
Tc method = LAG Time of conc. (Tc) = 23.60 min
Total precip. = 4.30 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 432
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
Q (cfs)
Time (hrs)
4090-03 P-G3 POST DEVT UNIT HYDROGRAPH
Hyd. No. 29 -- 100 Year
Hyd No. 29
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Hyd. No. 30
4090-03 P-G4 POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 0.432 cfs Storm frequency = 10 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 1,519 cuft
Drainage area = 0.540 ac Curve number = 80
Basin Slope = 1.5 % Hydraulic length = 695 ft
Tc method = LAG Time of conc. (Tc) = 19.63 min
Total precip. = 2.33 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 431
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
0.05 0.05
0.10 0.10
0.15 0.15
0.20 0.20
0.25 0.25
0.30 0.30
0.35 0.35
0.40 0.40
0.45 0.45
0.50 0.50
Q (cfs)
Time (hrs)
4090-03 P-G4 POST DEVT UNIT HYDROGRAPH
Hyd. No. 30 -- 10 Year
Hyd No. 30
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Hyd. No. 30
4090-03 P-G4 POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 1.342 cfs Storm frequency = 100 yrs Time to peak = 12.10 hrs
Time interval = 2 min Hyd. volume = 4,501 cuft
Drainage area = 0.540 ac Curve number = 80
Basin Slope = 1.5 % Hydraulic length = 695 ft
Tc method = LAG Time of conc. (Tc) = 19.63 min
Total precip. = 4.30 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 431
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
Q (cfs)
Time (hrs)
4090-03 P-G4 POST DEVT UNIT HYDROGRAPH
Hyd. No. 30 -- 100 Year
Hyd No. 30
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Hyd. No. 31
4090-03 P-G5 POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 4.052 cfs Storm frequency = 100 yrs Time to peak = 12.13 hrs
Time interval = 2 min Hyd. volume = 14,925 cuft
Drainage area = 1.770 ac Curve number = 80
Basin Slope = 1.1 % Hydraulic length = 676 ft
Tc method = LAG Time of conc. (Tc) = 22.29 min
Total precip. = 4.30 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 436
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
Q (cfs)
Time (hrs)
4090-03 P-G5 POST DEVT UNIT HYDROGRAPH
Hyd. No. 31 -- 100 Year
Hyd No. 31
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Hyd. No. 32
4090-03 P-G6 POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 2.978 cfs Storm frequency = 100 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 9,020 cuft
Drainage area = 1.100 ac Curve number = 80
Basin Slope = 1.1 % Hydraulic length = 369 ft
Tc method = LAG Time of conc. (Tc) = 13.80 min
Total precip. = 4.30 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 424
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
Q (cfs)
Time (hrs)
4090-03 P-G6 POST DEVT UNIT HYDROGRAPH
Hyd. No. 32 -- 100 Year
Hyd No. 32
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Hyd. No. 33
4090-03 P-G7 POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 2.978 cfs Storm frequency = 100 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 9,020 cuft
Drainage area = 1.100 ac Curve number = 80
Basin Slope = 1.1 % Hydraulic length = 363 ft
Tc method = LAG Time of conc. (Tc) = 13.68 min
Total precip. = 4.30 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 424
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
Q (cfs)
Time (hrs)
4090-03 P-G7 POST DEVT UNIT HYDROGRAPH
Hyd. No. 33 -- 100 Year
Hyd No. 33
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Hyd. No. 39
4090-03 P-K-OVERALL POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 6.745 cfs Storm frequency = 100 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 18,190 cuft
Drainage area = 2.210 ac Curve number = 80
Basin Slope = 1.2 % Hydraulic length = 435 ft
Tc method = LAG Time of conc. (Tc) = 14.93 min
Total precip. = 4.30 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 532
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
6.00 6.00
7.00 7.00
Q (cfs)
Time (hrs)
4090-03 P-K-OVERALL POST DEVT UNIT HYDROGRAPH
Hyd. No. 39 -- 100 Year
Hyd No. 39
Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000 --------
2 5.0994 0.1000 0.5670 --------
3 0.0000 0.0000 0.0000 --------
5 5.5223 0.1000 0.4686 --------
10 9.9784 0.1000 0.5666 --------
25 11.9956 0.1000 0.5621 --------
50 14.1968 0.1000 0.5656 --------
100 15.9941 0.1000 0.5621 --------
File name: 4090-03 Intensity.IDF
Intensity = B / (Tc + D)^E
Return Intensity Values (in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.02 1.37 1.09 0.93 0.82 0.74 0.68 0.63 0.59 0.55 0.53 0.50 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 2.57 1.87 1.55 1.35 1.22 1.12 1.04 0.98 0.93 0.88 0.84 0.81 10 3.96 2.69 2.14 1.82 1.61 1.45 1.33 1.23 1.15 1.09 1.03 0.98 25 4.80 3.27 2.61 2.22 1.96 1.77 1.62 1.51 1.41 1.33 1.26 1.20 50 5.65 3.84 3.06 2.60 2.29 2.07 1.90 1.76 1.65 1.55 1.47 1.40 100 6.40 4.36 3.48 2.96 2.61 2.36 2.16 2.01 1.88 1.77 1.68 1.60 Tc = time in minutes. Values may exceed 60.
Rainfall Precipitation Table (in)
e: F:\Projects\4090\003\_Support Files\Reports\Hydrology\Preliminary Hydrology\Calculation\4090-03 Precipitation.pcp Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 0.00 1.28 0.00 2.04 2.33 3.18 4.00 4.30
SCS 6-Hr 0.00 0.82 0.00 1.13 1.28 1.83 2.11 2.50
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Hyd. No. 37
4090-03 P-K1 POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 2.714 cfs Storm frequency = 100 yrs Time to peak = 12.00 hrs
Time interval = 2 min Hyd. volume = 7,036 cuft
Drainage area = 0.820 ac Curve number = 80
Basin Slope = 1.4 % Hydraulic length = 390 ft
Tc method = LAG Time of conc. (Tc) = 12.85 min
Total precip. = 4.30 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 484
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
Q (cfs)
Time (hrs)
4090-03 P-K1 POST DEVT UNIT HYDROGRAPH
Hyd. No. 37 -- 100 Year
Hyd No. 37
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Hyd. No. 38
4090-03 P-K2 POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 4.031 cfs Storm frequency = 100 yrs Time to peak = 12.03 hrs
Time interval = 2 min Hyd. volume = 11,299 cuft
Drainage area = 1.390 ac Curve number = 80
Basin Slope = 1.2 % Hydraulic length = 389 ft
Tc method = LAG Time of conc. (Tc) = 13.60 min
Total precip. = 4.30 in Distribution = Type II
Storm duration = 24 hrs Shape factor = 485
0 2 4 6 8 10 12 14 16 18 20 22 24 26
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
Q (cfs)
Time (hrs)
4090-03 P-K2 POST DEVT UNIT HYDROGRAPH
Hyd. No. 38 -- 100 Year
Hyd No. 38
UNIT HYDROGRAPH
POST-DEVELOPMENT 100YR-3HR
UNIT HYDROGRAPH
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Hyd. No. 50
4090-03 P-E-OVERALL POST DEVT UH-3HR
Hydrograph type = SCS Runoff Peak discharge = 12.55 cfs Storm frequency = 100 yrs Time to peak = 1.87 hrs
Time interval = 2 min Hyd. volume = 39,778 cuft
Drainage area = 11.430 ac Curve number = 80
Basin Slope = 1.7 % Hydraulic length = 1650 ft
Tc method = LAG Time of conc. (Tc) = 36.45 min
Total precip. = 2.59 in Distribution = Synthetic
Storm duration = 3.00 hrs Shape factor = 650
0.0 0.3 0.7 1.0 1.3 1.7 2.0 2.3 2.7 3.0 3.3 3.7
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
12.00 12.00
14.00 14.00
Q (cfs)
Time (hrs)
4090-03 P-E-OVERALL POST DEVT UH-3HR
Hyd. No. 50 -- 100 Year
Hyd No. 50
Precipitation Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Hyd. No. 50
4090-03 P-E-OVERALL POST DEVT UH-3HR
Storm Frequency = 100 yrs Time interval = 2 min
Total precip. = 2.5902 in Distribution = Synthetic
Storm duration = 3.00 hrs
0.0 0.3 0.7 1.0 1.3 1.7 2.0 2.3 2.7 3.0
Precip (in)
0.00 0.00
0.05 0.05
0.10 0.10
0.15 0.15
0.20 0.20
0.25 0.25
0.30 0.30
0.35 0.35
0.40 0.40
0.45 0.45
0.50 0.50
Precip (in)
Time (hrs)
Synthetic Design Storm
Incremental Rainfall Precipitation
Hyd. No. 50 : 4090-03 P-E-OVERALL POST DEVT UH-3HR - 100 Year Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000 --------
2 5.0994 0.1000 0.5670 --------
3 0.0000 0.0000 0.0000 --------
5 5.5223 0.1000 0.4686 --------
10 9.9784 0.1000 0.5666 --------
25 11.9956 0.1000 0.5621 --------
50 14.1968 0.1000 0.5656 --------
100 15.9941 0.1000 0.5621 --------
File name: 4090-03 Intensity.IDF
Intensity = B / (Tc + D)^E
Return Intensity Values (in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.02 1.37 1.09 0.93 0.82 0.74 0.68 0.63 0.59 0.55 0.53 0.50 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 2.57 1.87 1.55 1.35 1.22 1.12 1.04 0.98 0.93 0.88 0.84 0.81 10 3.96 2.69 2.14 1.82 1.61 1.45 1.33 1.23 1.15 1.09 1.03 0.98 25 4.80 3.27 2.61 2.22 1.96 1.77 1.62 1.51 1.41 1.33 1.26 1.20 50 5.65 3.84 3.06 2.60 2.29 2.07 1.90 1.76 1.65 1.55 1.47 1.40 100 6.40 4.36 3.48 2.96 2.61 2.36 2.16 2.01 1.88 1.77 1.68 1.60 Tc = time in minutes. Values may exceed 60.
Rainfall Precipitation Table (in)
e: F:\Projects\4090\003\_Support Files\Reports\Hydrology\Preliminary Hydrology\Calculation\4090-03 Precipitation.pcp Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 0.00 1.28 0.00 2.04 2.33 3.18 4.00 4.30
SCS 6-Hr 0.00 0.82 0.00 1.13 1.28 1.83 2.11 2.50
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Hyd. No. 51
4090-03 P-F-OVERALL POST DEVT UH-3HR
Hydrograph type = SCS Runoff Peak discharge = 11.54 cfs Storm frequency = 100 yrs Time to peak = 1.83 hrs
Time interval = 2 min Hyd. volume = 34,627 cuft
Drainage area = 9.950 ac Curve number = 80
Basin Slope = 1.7 % Hydraulic length = 1450 ft
Tc method = LAG Time of conc. (Tc) = 32.87 min
Total precip. = 2.59 in Distribution = Synthetic
Storm duration = 3.00 hrs Shape factor = 650
0.0 0.3 0.7 1.0 1.3 1.7 2.0 2.3 2.7 3.0 3.3 3.7
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
12.00 12.00
Q (cfs)
Time (hrs)
4090-03 P-F-OVERALL POST DEVT UH-3HR
Hyd. No. 51 -- 100 Year
Hyd No. 51
Precipitation Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Hyd. No. 51
4090-03 P-F-OVERALL POST DEVT UH-3HR
Storm Frequency = 100 yrs Time interval = 2 min
Total precip. = 2.5902 in Distribution = Synthetic
Storm duration = 3.00 hrs
0.0 0.3 0.7 1.0 1.3 1.7 2.0 2.3 2.7 3.0
Precip (in)
0.00 0.00
0.05 0.05
0.10 0.10
0.15 0.15
0.20 0.20
0.25 0.25
0.30 0.30
0.35 0.35
0.40 0.40
0.45 0.45
0.50 0.50
Precip (in)
Time (hrs)
Synthetic Design Storm
Incremental Rainfall Precipitation
Hyd. No. 51 : 4090-03 P-F-OVERALL POST DEVT UH-3HR - 100 Year Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000 --------
2 5.0994 0.1000 0.5670 --------
3 0.0000 0.0000 0.0000 --------
5 5.5223 0.1000 0.4686 --------
10 9.9784 0.1000 0.5666 --------
25 11.9956 0.1000 0.5621 --------
50 14.1968 0.1000 0.5656 --------
100 15.9941 0.1000 0.5621 --------
File name: 4090-03 Intensity.IDF
Intensity = B / (Tc + D)^E
Return Intensity Values (in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.02 1.37 1.09 0.93 0.82 0.74 0.68 0.63 0.59 0.55 0.53 0.50 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 2.57 1.87 1.55 1.35 1.22 1.12 1.04 0.98 0.93 0.88 0.84 0.81 10 3.96 2.69 2.14 1.82 1.61 1.45 1.33 1.23 1.15 1.09 1.03 0.98 25 4.80 3.27 2.61 2.22 1.96 1.77 1.62 1.51 1.41 1.33 1.26 1.20 50 5.65 3.84 3.06 2.60 2.29 2.07 1.90 1.76 1.65 1.55 1.47 1.40 100 6.40 4.36 3.48 2.96 2.61 2.36 2.16 2.01 1.88 1.77 1.68 1.60 Tc = time in minutes. Values may exceed 60.
Rainfall Precipitation Table (in)
e: F:\Projects\4090\003\_Support Files\Reports\Hydrology\Preliminary Hydrology\Calculation\4090-03 Precipitation.pcp Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 0.00 1.28 0.00 2.04 2.33 3.18 4.00 4.30
SCS 6-Hr 0.00 0.82 0.00 1.13 1.28 1.83 2.11 2.50
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Hyd. No. 52
4090-03 P-G-OVERALL POST DEVT UH-3HR
Hydrograph type = SCS Runoff Peak discharge = 11.06 cfs Storm frequency = 100 yrs Time to peak = 1.80 hrs
Time interval = 2 min Hyd. volume = 31,251 cuft
Drainage area = 8.980 ac Curve number = 80
Basin Slope = 1.7 % Hydraulic length = 1200 ft
Tc method = LAG Time of conc. (Tc) = 28.25 min
Total precip. = 2.59 in Distribution = Synthetic
Storm duration = 3.00 hrs Shape factor = 650
0.0 0.3 0.7 1.0 1.3 1.7 2.0 2.3 2.7 3.0 3.3 3.7
Q (cfs)
0.00 0.00
2.00 2.00
4.00 4.00
6.00 6.00
8.00 8.00
10.00 10.00
12.00 12.00
Q (cfs)
Time (hrs)
4090-03 P-G-OVERALL POST DEVT UH-3HR
Hyd. No. 52 -- 100 Year
Hyd No. 52
Precipitation Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Hyd. No. 52
4090-03 P-G-OVERALL POST DEVT UH-3HR
Storm Frequency = 100 yrs Time interval = 2 min
Total precip. = 2.5902 in Distribution = Synthetic
Storm duration = 3.00 hrs
0.0 0.3 0.7 1.0 1.3 1.7 2.0 2.3 2.7 3.0
Precip (in)
0.00 0.00
0.05 0.05
0.10 0.10
0.15 0.15
0.20 0.20
0.25 0.25
0.30 0.30
0.35 0.35
0.40 0.40
0.45 0.45
0.50 0.50
Precip (in)
Time (hrs)
Synthetic Design Storm
Incremental Rainfall Precipitation
Hyd. No. 52 : 4090-03 P-G-OVERALL POST DEVT UH-3HR - 100 Year Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000 --------
2 5.0994 0.1000 0.5670 --------
3 0.0000 0.0000 0.0000 --------
5 5.5223 0.1000 0.4686 --------
10 9.9784 0.1000 0.5666 --------
25 11.9956 0.1000 0.5621 --------
50 14.1968 0.1000 0.5656 --------
100 15.9941 0.1000 0.5621 --------
File name: 4090-03 Intensity.IDF
Intensity = B / (Tc + D)^E
Return Intensity Values (in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.02 1.37 1.09 0.93 0.82 0.74 0.68 0.63 0.59 0.55 0.53 0.50 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 2.57 1.87 1.55 1.35 1.22 1.12 1.04 0.98 0.93 0.88 0.84 0.81 10 3.96 2.69 2.14 1.82 1.61 1.45 1.33 1.23 1.15 1.09 1.03 0.98 25 4.80 3.27 2.61 2.22 1.96 1.77 1.62 1.51 1.41 1.33 1.26 1.20 50 5.65 3.84 3.06 2.60 2.29 2.07 1.90 1.76 1.65 1.55 1.47 1.40 100 6.40 4.36 3.48 2.96 2.61 2.36 2.16 2.01 1.88 1.77 1.68 1.60 Tc = time in minutes. Values may exceed 60.
Rainfall Precipitation Table (in)
e: F:\Projects\4090\003\_Support Files\Reports\Hydrology\Preliminary Hydrology\Calculation\4090-03 Precipitation.pcp Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 0.00 1.28 0.00 2.04 2.33 3.18 4.00 4.30
SCS 6-Hr 0.00 0.82 0.00 1.13 1.28 1.83 2.11 2.50
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Hyd. No. 53
4090-03 P-K-OVERALL POST DEVT UH-3HR
Hydrograph type = SCS Runoff Peak discharge = 3.291 cfs Storm frequency = 100 yrs Time to peak = 1.67 hrs
Time interval = 2 min Hyd. volume = 7,554 cuft
Drainage area = 2.210 ac Curve number = 80
Basin Slope = 1.2 % Hydraulic length = 435 ft
Tc method = LAG Time of conc. (Tc) = 14.93 min
Total precip. = 2.59 in Distribution = Synthetic
Storm duration = 3.00 hrs Shape factor = 532
0.0 0.3 0.7 1.0 1.3 1.7 2.0 2.3 2.7 3.0 3.3
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
Q (cfs)
Time (hrs)
4090-03 P-K-OVERALL POST DEVT UH-3HR
Hyd. No. 53 -- 100 Year
Hyd No. 53
Precipitation Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Hyd. No. 53
4090-03 P-K-OVERALL POST DEVT UH-3HR
Storm Frequency = 100 yrs Time interval = 2 min
Total precip. = 2.5902 in Distribution = Synthetic
Storm duration = 3.00 hrs
0.0 0.3 0.7 1.0 1.3 1.7 2.0 2.3 2.7 3.0
Precip (in)
0.00 0.00
0.05 0.05
0.10 0.10
0.15 0.15
0.20 0.20
0.25 0.25
0.30 0.30
0.35 0.35
0.40 0.40
0.45 0.45
0.50 0.50
Precip (in)
Time (hrs)
Synthetic Design Storm
Incremental Rainfall Precipitation
Hyd. No. 53 : 4090-03 P-K-OVERALL POST DEVT UH-3HR - 100 Year Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000 --------
2 5.0994 0.1000 0.5670 --------
3 0.0000 0.0000 0.0000 --------
5 5.5223 0.1000 0.4686 --------
10 9.9784 0.1000 0.5666 --------
25 11.9956 0.1000 0.5621 --------
50 14.1968 0.1000 0.5656 --------
100 15.9941 0.1000 0.5621 --------
File name: 4090-03 Intensity.IDF
Intensity = B / (Tc + D)^E
Return Intensity Values (in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.02 1.37 1.09 0.93 0.82 0.74 0.68 0.63 0.59 0.55 0.53 0.50 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 2.57 1.87 1.55 1.35 1.22 1.12 1.04 0.98 0.93 0.88 0.84 0.81 10 3.96 2.69 2.14 1.82 1.61 1.45 1.33 1.23 1.15 1.09 1.03 0.98 25 4.80 3.27 2.61 2.22 1.96 1.77 1.62 1.51 1.41 1.33 1.26 1.20 50 5.65 3.84 3.06 2.60 2.29 2.07 1.90 1.76 1.65 1.55 1.47 1.40 100 6.40 4.36 3.48 2.96 2.61 2.36 2.16 2.01 1.88 1.77 1.68 1.60 Tc = time in minutes. Values may exceed 60.
Rainfall Precipitation Table (in)
e: F:\Projects\4090\003\_Support Files\Reports\Hydrology\Preliminary Hydrology\Calculation\4090-03 Precipitation.pcp Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 0.00 1.28 0.00 2.04 2.33 3.18 4.00 4.30
SCS 6-Hr 0.00 0.82 0.00 1.13 1.28 1.83 2.11 2.50
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
APPENDIX 3
RCFC & WCD HYDROLOGIC SOIL MAP
(PLATE C-1.35)
THE SITE
APPENDIX 4
HYDRAFLOW UNIT HYDROGRAPH CALCULATIONS
STORAGE REQUIREMENT, 100YR-24HR
a. PRE VS POST Development Unit Hydrograph after Retention
VERANO-MULTI FAMILY
Rio Pecos Dr., Cathedral City
Site ID Site ID
DA-E DA-F
25.45 13.25 12.60 9.31
0.625 0.8 0.682 0.8
94,960.80 63,282 54,885.60 47,571
2.18 ac-ft 1.45 ac-ft 1.26 ac-ft 1.09 ac-ft
78,408.00 50,965.20
1.80 ac-ft 1.17 ac-ft
52,251 44,173
1.20 ac-ft 1.01 ac-ft
46,826 42,294
1.07 ac-ft 0.97 ac-ft
Site ID Site ID
DA-G DA-K2
21.85 7.09 22.45 3.15
0.587 0.8 0.575 0.8
64,904.40 28,703 72,309.60 14,116
1.49 ac-ft 0.66 ac-ft 1.66 ac-ft 0.32 ac-ft
133,729.20 87,991.20
3.07 ac-ft 2.02 ac-ft
59,139 17,177
1.36 ac-ft 0.39 ac-ft
34,030 7,109
0.78 ac-ft 0.16 ac-ft
Volume Required for the
Prop. Development site
w/ Retention Basin, cu.ft.
Volume Allotted for the
site, cu.ft.
Volume Allotted for the
site, cu.ft.
Total Ret. Volume
Provided, cu.ft. per MHydrology
Total Ret. Volume
Provided, cu.ft. per MHydrology
Delta Volume, 100YR24HR (Cubic-ft)Delta Volume, 100YR-24HR (Cubic-ft)
Site Imperviousness Site Imperviousness
Developed Site
per
M-Hydrology
Designated
Apartment Site
per
M-Hydrology
Developed Site
per
M-Hydrology
Designated
Apartment Site per
M-Hydrology
Proposed <
Volume Allotted.
Therefore, it is
adequate.
Volume Required for the
Prop. Development site w/
Retention Basin, cu.ft.
Proposed < Volume
Allotted. Therefore,
it is adequate.
Volume Allotted for the
Apartment site, cu.ft.
Volume Allotted for the
Apartment site, cu.ft.
Delta Volume, 100YR24HR (Cubic-ft)Delta Volume, 100YR-24HR (Cubic-ft)
Total Ret. Volume
Provided, cu.ft. per
M-Hydrology
Total Ret. Volume
Provided, cu.ft. per
M-Hydrology
Tributary area (acre) Tributary area (acre)
Site Imperviousness Site Imperviousness
Developed Site
per
M-Hydrology
Designated
Apartment Site
per
M-Hydrology
Developed Site
per
M-Hydrology
Designated
Apartment Site per
M-Hydrology
LOCATION
Prorated Runoff Volume for Each Site
Volume Required for the
Prop. Development site
w/ Retention Basin, cu.ft.
Proposed <
Volume Allotted.
Therefore, it is
adequate.
Volume Required for the
Prop. Development site w/
Retention Basin, cu.ft.
Proposed < Volume
Allotted. Therefore,
it is adequate.
PROJECT NAME
Tributary area (acre) Tributary area (acre)
RETENTION BASIN, E
DRAINAGE AREA "E"
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Hyd. No. 15
RETENTION BASIN, E
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 100 yrs Time to peak = 24.50 hrs
Time interval = 2 min Hyd. volume = 0 cuft
Inflow hyd. No. = 14 - 4090-03 P-E-OVERALL POST DEVT UNIT HYDROGRAPHMax. Elevation = 446.38 ft Reservoir name = RETENTION BASIN, E Max. Storage = 46,826 cuft Storage Indication method used. Exfiltration extracted from Outflow. 1 0 4 8 12 16 20 24 28 32
Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
28.00 28.00
Q (cfs)
Time (hrs)
RETENTION BASIN, E
Hyd. No. 15 -- 100 Year
Hyd No. 15 Hyd No. 14 Total storage used = 46,826 cuft
Pond Report 2
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Pond No. 2 - RETENTION BASIN, E
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 441.00 ft Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 441.00 4,578 0 0
1.00 442.00 5,990 5,268 5,268
2.00 443.00 7,571 6,764 12,032
3.00 444.00 9,039 8,293 20,325
4.00 445.00 10,650 9,833 30,158
5.00 446.00 12,502 11,562 41,720
6.00 447.00 14,471 13,473 55,194
7.00 448.00 16,579 15,512 70,705
8.00 449.00 18,800 17,676 88,381
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 0.00 0.00 0.00 0.00
Span (in) = 0.00 0.00 0.00 0.00
No. Barrels = 0 0 0 0
Invert El. (ft) = 0.00 0.00 0.00 0.00
Length (ft) = 0.00 0.00 0.00 0.00
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
Multi-Stage = n/a No No No
Crest Len (ft) = 0.00 0.00 0.00 0.00
Crest El. (ft) = 0.00 0.00 0.00 0.00
Weir Coeff. = 3.33 3.33 3.33 3.33
Weir Type = --- --- --- ---
Multi-Stage = No No No No
Exfil.(in/hr) = 8.940 (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).
0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00
Stage (ft)
0.00 441.00
2.00 443.00
4.00 445.00
6.00 447.00
8.00 449.00
Elev (ft)
Discharge (cfs)
Stage / Discharge
Total Q
Pond Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Pond No. 2 - RETENTION BASIN, E
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 441.00 ft Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 441.00 4,578 0 0
1.00 442.00 5,990 5,268 5,268
2.00 443.00 7,571 6,764 12,032
3.00 444.00 9,039 8,293 20,325
4.00 445.00 10,650 9,833 30,158
5.00 446.00 12,502 11,562 41,720
6.00 447.00 14,471 13,473 55,194
7.00 448.00 16,579 15,512 70,705
8.00 449.00 18,800 17,676 88,381
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 0.00 0.00 0.00 0.00
Span (in) = 0.00 0.00 0.00 0.00
No. Barrels = 0 0 0 0
Invert El. (ft) = 0.00 0.00 0.00 0.00
Length (ft) = 0.00 0.00 0.00 0.00
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
Multi-Stage = n/a No No No
Crest Len (ft) = 0.00 0.00 0.00 0.00
Crest El. (ft) = 0.00 0.00 0.00 0.00
Weir Coeff. = 3.33 3.33 3.33 3.33
Weir Type = --- --- --- ---
Multi-Stage = No No No No
Exfil.(in/hr) = 8.940 (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 0 441.00 --- --- --- --- --- --- --- --- 0.000 --- 0.000
1.00 5,268 442.00 --- --- --- --- --- --- --- --- 1.240 --- 1.240
2.00 12,032 443.00 --- --- --- --- --- --- --- --- 1.567 --- 1.567
3.00 20,325 444.00 --- --- --- --- --- --- --- --- 1.871 --- 1.871
4.00 30,158 445.00 --- --- --- --- --- --- --- --- 2.204 --- 2.204
5.00 41,720 446.00 --- --- --- --- --- --- --- --- 2.587 --- 2.587
6.00 55,194 447.00 --- --- --- --- --- --- --- --- 2.995 --- 2.995
7.00 70,705 448.00 --- --- --- --- --- --- --- --- 3.431 --- 3.431
8.00 88,381 449.00 --- --- --- --- --- --- --- --- 3.891 --- 3.891 Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Hyd. No. 40
RETENTION BASIN, K2
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 100 yrs Time to peak = 12.40 hrs
Time interval = 2 min Hyd. volume = 0 cuft
Inflow hyd. No. = 39 - 4090-03 P-K-OVERALL POST DEVT UNIT HYDROGRAPHReservoir name = RETENTION BASIN, Max. Elevation = 424.77 ft Max. Storage = 7,109 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Hydrograph Discharge Table ( Printed values >= 1.00% of Qp.) Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
9.70 0.045 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
9.80 0.050 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
9.93 0.057 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
10.00 0.061 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
10.07 0.065 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
10.10 0.068 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
10.13 0.070 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
10.23 0.078 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
10.27 0.080 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
10.33 0.086 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
10.37 0.089 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
10.40 0.093 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
10.50 0.102 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
10.63 0.117 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
10.67 0.122 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
10.73 0.131 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
10.77 0.136 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
10.80 0.142 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
10.97 0.171 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
11.07 0.191 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
11.37 0.294 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
11.67 0.738 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 Hydraflow Rainfall Report
3 Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000 --------
2 5.0994 0.1000 0.5670 --------
3 0.0000 0.0000 0.0000 --------
5 5.5223 0.1000 0.4686 --------
10 9.9784 0.1000 0.5666 --------
25 11.9956 0.1000 0.5621 --------
50 14.1968 0.1000 0.5656 --------
100 15.9941 0.1000 0.5621 --------
File name: 4090-03 Intensity.IDF
Intensity = B / (Tc + D)^E
Return Intensity Values (in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.02 1.37 1.09 0.93 0.82 0.74 0.68 0.63 0.59 0.55 0.53 0.50 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 2.57 1.87 1.55 1.35 1.22 1.12 1.04 0.98 0.93 0.88 0.84 0.81 10 3.96 2.69 2.14 1.82 1.61 1.45 1.33 1.23 1.15 1.09 1.03 0.98 25 4.80 3.27 2.61 2.22 1.96 1.77 1.62 1.51 1.41 1.33 1.26 1.20 50 5.65 3.84 3.06 2.60 2.29 2.07 1.90 1.76 1.65 1.55 1.47 1.40 100 6.40 4.36 3.48 2.96 2.61 2.36 2.16 2.01 1.88 1.77 1.68 1.60 Tc = time in minutes. Values may exceed 60.
Rainfall Precipitation Table (in)
e: F:\Projects\4090\003\_Support Files\Reports\Hydrology\Preliminary Hydrology\Calculation\4090-03 Precipitation.pcp Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 0.00 1.28 0.00 2.04 2.33 3.18 4.00 4.30
SCS 6-Hr 0.00 0.82 0.00 1.13 1.28 1.83 2.11 2.50
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Hyd. No. 15
RETENTION BASIN, E
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 100 yrs Time to peak = 24.50 hrs
Time interval = 2 min Hyd. volume = 0 cuft
Inflow hyd. No. = 14 - 4090-03 P-E-OVERALL POST DEVT UNIT HYDROGRAPHReservoir name = RETENTION BASIN, Max. Elevation = 446.38 ft Max. Storage = 46,826 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Hydrograph Discharge Table ( Printed values >= 1.00% of Qp.) Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
8.83 0.070 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
9.23 0.134 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
9.30 0.145 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
9.67 0.204 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
9.70 0.209 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
9.73 0.215 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
9.77 0.220 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
9.90 0.248 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
10.40 0.408 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
10.50 0.452 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
10.57 0.485 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
11.03 0.801 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
11.10 0.864 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
24.50 0.081 0.000 << ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 <<
25.33 0.000 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
25.40 0.000 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
25.90 0.000 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
26.17 0.000 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
26.60 0.000 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
26.77 0.000 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
26.87 0.000 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
26.93 0.000 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
26.97 0.000 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
27.03 0.000 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
27.43 0.000 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
27.47 0.000 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
27.57 0.000 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
27.63 0.000 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
27.80 0.000 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
27.90 0.000 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
27.97 0.000 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
28.27 0.000 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
28.30 0.000 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
28.37 0.000 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
28.57 0.000 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
28.67 0.000 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
29.07 0.000 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
29.10 0.000 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
29.13 0.000 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
29.47 0.000 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
29.50 0.000 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 ...End
RETENTION BASIN, F
DRAINAGE AREA "F"
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Hyd. No. 25
RETENTION BASIN, F
Hydrograph type = Reservoir Peak discharge = 4.024 cfs
Storm frequency = 100 yrs Time to peak = 12.80 hrs
Time interval = 2 min Hyd. volume = 95,783 cuft
Inflow hyd. No. = 14 - 4090-03 P-E-OVERALL POST DEVT UNIT HYDROGRAPHMax. Elevation = 439.93 ft Reservoir name = RETENTION BASIN, F Max. Storage = 42,294 cuft Storage Indication method used. Outflow includes exfiltration. 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28
Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
28.00 28.00
Q (cfs)
Time (hrs)
RETENTION BASIN, F
Hyd. No. 25 -- 100 Year
Hyd No. 25 Hyd No. 14 Total storage used = 42,294 cuft
Pond Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Pond No. 3 - RETENTION BASIN, F
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 437.00 ft Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 437.00 9,500 0 0
1.00 438.00 12,850 11,132 11,132
2.00 439.00 16,239 14,510 25,642
3.00 440.00 19,693 17,936 43,578
4.00 441.00 23,239 21,439 65,018
5.00 442.00 26,933 25,061 90,079
6.00 443.00 307,050 141,626 231,705
7.00 444.00 34,726 148,331 380,035
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 0.00 0.00 0.00 0.00
Span (in) = 0.00 0.00 0.00 0.00
No. Barrels = 0 0 0 0
Invert El. (ft) = 0.00 0.00 0.00 0.00
Length (ft) = 0.00 0.00 0.00 0.00
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
Multi-Stage = n/a No No No
Crest Len (ft) = 0.00 0.00 0.00 0.00
Crest El. (ft) = 0.00 0.00 0.00 0.00
Weir Coeff. = 3.33 3.33 3.33 3.33
Weir Type = --- --- --- ---
Multi-Stage = No No No No
Exfil.(in/hr) = 8.940 (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).
0.00 6.00 12.00 18.00 24.00 30.00 36.00 42.00 48.00 54.00 60.00 66.00 Stage (ft)
0.00 437.00
2.00 439.00
4.00 441.00
6.00 443.00
8.00 445.00
Elev (ft)
Discharge (cfs)
Stage / Discharge
Total Q
Pond Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Pond No. 3 - RETENTION BASIN, F
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 437.00 ft Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 437.00 9,500 0 0
1.00 438.00 12,850 11,132 11,132
2.00 439.00 16,239 14,510 25,642
3.00 440.00 19,693 17,936 43,578
4.00 441.00 23,239 21,439 65,018
5.00 442.00 26,933 25,061 90,079
6.00 443.00 307,050 141,626 231,705
7.00 444.00 34,726 148,331 380,035
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 0.00 0.00 0.00 0.00
Span (in) = 0.00 0.00 0.00 0.00
No. Barrels = 0 0 0 0
Invert El. (ft) = 0.00 0.00 0.00 0.00
Length (ft) = 0.00 0.00 0.00 0.00
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
Multi-Stage = n/a No No No
Crest Len (ft) = 0.00 0.00 0.00 0.00
Crest El. (ft) = 0.00 0.00 0.00 0.00
Weir Coeff. = 3.33 3.33 3.33 3.33
Weir Type = --- --- --- ---
Multi-Stage = No No No No
Exfil.(in/hr) = 8.940 (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 0 437.00 --- --- --- --- --- --- --- --- 0.000 --- 0.000
1.00 11,132 438.00 --- --- --- --- --- --- --- --- 2.659 --- 2.659
2.00 25,642 439.00 --- --- --- --- --- --- --- --- 3.361 --- 3.361
3.00 43,578 440.00 --- --- --- --- --- --- --- --- 4.075 --- 4.075
4.00 65,018 441.00 --- --- --- --- --- --- --- --- 4.809 --- 4.809
5.00 90,079 442.00 --- --- --- --- --- --- --- --- 5.574 --- 5.574
6.00 231,705 443.00 --- --- --- --- --- --- --- --- 63.542 --- 63.54
7.00 380,035 444.00 --- --- --- --- --- --- --- --- 7.186 --- 7.186 Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000 --------
2 5.0994 0.1000 0.5670 --------
3 0.0000 0.0000 0.0000 --------
5 5.5223 0.1000 0.4686 --------
10 9.9784 0.1000 0.5666 --------
25 11.9956 0.1000 0.5621 --------
50 14.1968 0.1000 0.5656 --------
100 15.9941 0.1000 0.5621 --------
File name: 4090-03 Intensity.IDF
Intensity = B / (Tc + D)^E
Return Intensity Values (in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.02 1.37 1.09 0.93 0.82 0.74 0.68 0.63 0.59 0.55 0.53 0.50 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 2.57 1.87 1.55 1.35 1.22 1.12 1.04 0.98 0.93 0.88 0.84 0.81 10 3.96 2.69 2.14 1.82 1.61 1.45 1.33 1.23 1.15 1.09 1.03 0.98 25 4.80 3.27 2.61 2.22 1.96 1.77 1.62 1.51 1.41 1.33 1.26 1.20 50 5.65 3.84 3.06 2.60 2.29 2.07 1.90 1.76 1.65 1.55 1.47 1.40 100 6.40 4.36 3.48 2.96 2.61 2.36 2.16 2.01 1.88 1.77 1.68 1.60 Tc = time in minutes. Values may exceed 60.
Rainfall Precipitation Table (in)
e: F:\Projects\4090\003\_Support Files\Reports\Hydrology\Preliminary Hydrology\Calculation\4090-03 Precipitation.pcp Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 0.00 1.28 0.00 2.04 2.33 3.18 4.00 4.30
SCS 6-Hr 0.00 0.82 0.00 1.13 1.28 1.83 2.11 2.50
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Hyd. No. 25
RETENTION BASIN, F
Hydrograph type = Reservoir Peak discharge = 4.024 cfs
Storm frequency = 100 yrs Time to peak = 12.80 hrs
Time interval = 2 min Hyd. volume = 95,783 cuft
Inflow hyd. No. = 14 - 4090-03 P-E-OVERALL POST DEVT UNIT HYDROGRAPHReservoir name = RETENTION BASIN, Max. Elevation = 439.93 ft Max. Storage = 42,294 cuft
Storage Indication method used. Outflow includes exfiltration.
Hydrograph Discharge Table ( Printed values >= 1.00% of Qp.) Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
9.23 0.134 437.02 ----- ----- ----- ----- ----- ----- ----- ----- 0.041 0.041
9.27 0.140 437.02 ----- ----- ----- ----- ----- ----- ----- ----- 0.044 0.044
9.30 0.145 437.02 ----- ----- ----- ----- ----- ----- ----- ----- 0.046 0.046
9.33 0.151 437.02 ----- ----- ----- ----- ----- ----- ----- ----- 0.049 0.049
9.37 0.157 437.02 ----- ----- ----- ----- ----- ----- ----- ----- 0.052 0.052
9.40 0.162 437.02 ----- ----- ----- ----- ----- ----- ----- ----- 0.055 0.055
9.43 0.167 437.02 ----- ----- ----- ----- ----- ----- ----- ----- 0.058 0.058
9.47 0.173 437.02 ----- ----- ----- ----- ----- ----- ----- ----- 0.062 0.062
9.50 0.178 437.02 ----- ----- ----- ----- ----- ----- ----- ----- 0.065 0.065
9.53 0.183 437.03 ----- ----- ----- ----- ----- ----- ----- ----- 0.068 0.068
9.57 0.188 437.03 ----- ----- ----- ----- ----- ----- ----- ----- 0.071 0.071
9.60 0.193 437.03 ----- ----- ----- ----- ----- ----- ----- ----- 0.075 0.075
9.63 0.198 437.03 ----- ----- ----- ----- ----- ----- ----- ----- 0.078 0.078
9.67 0.204 437.03 ----- ----- ----- ----- ----- ----- ----- ----- 0.082 0.082
9.70 0.209 437.03 ----- ----- ----- ----- ----- ----- ----- ----- 0.085 0.085
9.73 0.215 437.03 ----- ----- ----- ----- ----- ----- ----- ----- 0.089 0.089
9.77 0.220 437.03 ----- ----- ----- ----- ----- ----- ----- ----- 0.092 0.092
9.80 0.227 437.04 ----- ----- ----- ----- ----- ----- ----- ----- 0.096 0.096
9.83 0.233 437.04 ----- ----- ----- ----- ----- ----- ----- ----- 0.100 0.100
9.87 0.240 437.04 ----- ----- ----- ----- ----- ----- ----- ----- 0.104 0.104 Continues on next page...
RETENTION BASIN, F
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
9.90 0.248 437.04 ----- ----- ----- ----- ----- ----- ----- ----- 0.108 0.108
9.93 0.256 437.04 ----- ----- ----- ----- ----- ----- ----- ----- 0.112 0.112
9.97 0.264 437.04 ----- ----- ----- ----- ----- ----- ----- ----- 0.116 0.116
10.00 0.272 437.05 ----- ----- ----- ----- ----- ----- ----- ----- 0.120 0.120
10.03 0.282 437.05 ----- ----- ----- ----- ----- ----- ----- ----- 0.125 0.125
10.07 0.291 437.05 ----- ----- ----- ----- ----- ----- ----- ----- 0.129 0.129
10.10 0.301 437.05 ----- ----- ----- ----- ----- ----- ----- ----- 0.134 0.134
10.13 0.311 437.05 ----- ----- ----- ----- ----- ----- ----- ----- 0.139 0.139
10.17 0.322 437.05 ----- ----- ----- ----- ----- ----- ----- ----- 0.144 0.144
10.20 0.333 437.06 ----- ----- ----- ----- ----- ----- ----- ----- 0.149 0.149
10.23 0.344 437.06 ----- ----- ----- ----- ----- ----- ----- ----- 0.154 0.154
10.27 0.356 437.06 ----- ----- ----- ----- ----- ----- ----- ----- 0.160 0.160
10.30 0.368 437.06 ----- ----- ----- ----- ----- ----- ----- ----- 0.166 0.166
10.33 0.381 437.06 ----- ----- ----- ----- ----- ----- ----- ----- 0.171 0.172
10.37 0.394 437.07 ----- ----- ----- ----- ----- ----- ----- ----- 0.178 0.178
10.40 0.408 437.07 ----- ----- ----- ----- ----- ----- ----- ----- 0.184 0.184
10.43 0.422 437.07 ----- ----- ----- ----- ----- ----- ----- ----- 0.190 0.190
10.47 0.437 437.07 ----- ----- ----- ----- ----- ----- ----- ----- 0.197 0.197
10.50 0.452 437.08 ----- ----- ----- ----- ----- ----- ----- ----- 0.204 0.204
10.53 0.468 437.08 ----- ----- ----- ----- ----- ----- ----- ----- 0.211 0.211
10.57 0.485 437.08 ----- ----- ----- ----- ----- ----- ----- ----- 0.219 0.219
10.60 0.502 437.09 ----- ----- ----- ----- ----- ----- ----- ----- 0.227 0.227
10.63 0.519 437.09 ----- ----- ----- ----- ----- ----- ----- ----- 0.235 0.235
10.67 0.538 437.09 ----- ----- ----- ----- ----- ----- ----- ----- 0.243 0.243
10.70 0.557 437.09 ----- ----- ----- ----- ----- ----- ----- ----- 0.252 0.252
10.73 0.577 437.10 ----- ----- ----- ----- ----- ----- ----- ----- 0.260 0.261
10.77 0.597 437.10 ----- ----- ----- ----- ----- ----- ----- ----- 0.270 0.270
10.80 0.619 437.11 ----- ----- ----- ----- ----- ----- ----- ----- 0.279 0.279 Continues on next page...
RETENTION BASIN, F
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
10.83 0.642 437.11 ----- ----- ----- ----- ----- ----- ----- ----- 0.289 0.289
10.87 0.666 437.11 ----- ----- ----- ----- ----- ----- ----- ----- 0.300 0.300
10.90 0.690 437.12 ----- ----- ----- ----- ----- ----- ----- ----- 0.310 0.310
10.93 0.717 437.12 ----- ----- ----- ----- ----- ----- ----- ----- 0.321 0.321
10.97 0.744 437.13 ----- ----- ----- ----- ----- ----- ----- ----- 0.333 0.333
11.00 0.772 437.13 ----- ----- ----- ----- ----- ----- ----- ----- 0.345 0.345
11.03 0.801 437.13 ----- ----- ----- ----- ----- ----- ----- ----- 0.357 0.357
11.07 0.832 437.14 ----- ----- ----- ----- ----- ----- ----- ----- 0.370 0.370
11.10 0.864 437.14 ----- ----- ----- ----- ----- ----- ----- ----- 0.384 0.384
11.13 0.898 437.15 ----- ----- ----- ----- ----- ----- ----- ----- 0.398 0.398
11.17 0.935 437.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.413 0.413
11.20 0.973 437.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.428 0.428
11.23 1.014 437.17 ----- ----- ----- ----- ----- ----- ----- ----- 0.444 0.444
11.27 1.058 437.17 ----- ----- ----- ----- ----- ----- ----- ----- 0.461 0.461
11.30 1.106 437.18 ----- ----- ----- ----- ----- ----- ----- ----- 0.478 0.478
11.33 1.156 437.19 ----- ----- ----- ----- ----- ----- ----- ----- 0.497 0.497
11.37 1.211 437.19 ----- ----- ----- ----- ----- ----- ----- ----- 0.516 0.516
11.40 1.270 437.20 ----- ----- ----- ----- ----- ----- ----- ----- 0.537 0.537
11.43 1.333 437.21 ----- ----- ----- ----- ----- ----- ----- ----- 0.558 0.558
11.47 1.400 437.22 ----- ----- ----- ----- ----- ----- ----- ----- 0.581 0.581
11.50 1.470 437.23 ----- ----- ----- ----- ----- ----- ----- ----- 0.605 0.605
11.53 1.551 437.24 ----- ----- ----- ----- ----- ----- ----- ----- 0.631 0.631
11.57 1.654 437.25 ----- ----- ----- ----- ----- ----- ----- ----- 0.658 0.658
11.60 1.794 437.26 ----- ----- ----- ----- ----- ----- ----- ----- 0.688 0.688
11.63 1.988 437.27 ----- ----- ----- ----- ----- ----- ----- ----- 0.722 0.722
11.67 2.251 437.29 ----- ----- ----- ----- ----- ----- ----- ----- 0.762 0.762
11.70 2.603 437.30 ----- ----- ----- ----- ----- ----- ----- ----- 0.809 0.809
11.73 3.066 437.33 ----- ----- ----- ----- ----- ----- ----- ----- 0.866 0.866 Continues on next page...
RETENTION BASIN, F
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
11.77 3.664 437.35 ----- ----- ----- ----- ----- ----- ----- ----- 0.937 0.937
11.80 4.455 437.39 ----- ----- ----- ----- ----- ----- ----- ----- 1.025 1.025
11.83 5.502 437.43 ----- ----- ----- ----- ----- ----- ----- ----- 1.137 1.137
11.87 6.879 437.48 ----- ----- ----- ----- ----- ----- ----- ----- 1.280 1.280
11.90 8.652 437.55 ----- ----- ----- ----- ----- ----- ----- ----- 1.463 1.463
11.93 10.77 437.64 ----- ----- ----- ----- ----- ----- ----- ----- 1.696 1.696
11.97 13.08 437.75 ----- ----- ----- ----- ----- ----- ----- ----- 1.985 1.985
12.00 15.39 437.88 ----- ----- ----- ----- ----- ----- ----- ----- 2.331 2.331
12.03 17.60 438.02 ----- ----- ----- ----- ----- ----- ----- ----- 2.674 2.674
12.07 19.65 438.15 ----- ----- ----- ----- ----- ----- ----- ----- 2.766 2.766
12.10 21.52 438.30 ----- ----- ----- ----- ----- ----- ----- ----- 2.869 2.869
12.13 23.13 438.46 ----- ----- ----- ----- ----- ----- ----- ----- 2.982 2.982
12.17 24.38 438.63 ----- ----- ----- ----- ----- ----- ----- ----- 3.102 3.102
12.20 25.12 438.81 ----- ----- ----- ----- ----- ----- ----- ----- 3.227 3.227
12.23 25.23 << 438.99 ----- ----- ----- ----- ----- ----- ----- ----- 3.354 3.354
12.27 24.52 439.14 ----- ----- ----- ----- ----- ----- ----- ----- 3.458 3.458
12.30 23.07 439.27 ----- ----- ----- ----- ----- ----- ----- ----- 3.555 3.555
12.33 21.15 439.40 ----- ----- ----- ----- ----- ----- ----- ----- 3.643 3.643
12.37 19.07 439.51 ----- ----- ----- ----- ----- ----- ----- ----- 3.722 3.722
12.40 16.99 439.60 ----- ----- ----- ----- ----- ----- ----- ----- 3.790 3.790
12.43 14.94 439.68 ----- ----- ----- ----- ----- ----- ----- ----- 3.848 3.848
12.47 12.94 439.75 ----- ----- ----- ----- ----- ----- ----- ----- 3.896 3.896
12.50 11.03 439.80 ----- ----- ----- ----- ----- ----- ----- ----- 3.935 3.935
12.53 9.253 439.85 ----- ----- ----- ----- ----- ----- ----- ----- 3.965 3.965
12.57 7.691 439.88 ----- ----- ----- ----- ----- ----- ----- ----- 3.986 3.986
12.60 6.417 439.90 ----- ----- ----- ----- ----- ----- ----- ----- 4.001 4.001
12.63 5.517 439.91 ----- ----- ----- ----- ----- ----- ----- ----- 4.010 4.010
12.67 4.974 439.92 ----- ----- ----- ----- ----- ----- ----- ----- 4.016 4.016 Continues on next page...
RETENTION BASIN, F
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
12.70 4.658 439.92 ----- ----- ----- ----- ----- ----- ----- ----- 4.020 4.020
12.73 4.426 439.93 ----- ----- ----- ----- ----- ----- ----- ----- 4.022 4.022
12.77 4.206 439.93 ----- ----- ----- ----- ----- ----- ----- ----- 4.024 4.024
12.80 4.001 439.93 << ----- ----- ----- ----- ----- ----- ----- ----- 4.024 4.024 <<
12.83 3.812 439.93 ----- ----- ----- ----- ----- ----- ----- ----- 4.024 4.024
12.87 3.641 439.93 ----- ----- ----- ----- ----- ----- ----- ----- 4.022 4.022
12.90 3.489 439.92 ----- ----- ----- ----- ----- ----- ----- ----- 4.020 4.020
12.93 3.353 439.92 ----- ----- ----- ----- ----- ----- ----- ----- 4.017 4.017
12.97 3.233 439.91 ----- ----- ----- ----- ----- ----- ----- ----- 4.014 4.014
13.00 3.125 439.91 ----- ----- ----- ----- ----- ----- ----- ----- 4.010 4.010
13.03 3.030 439.90 ----- ----- ----- ----- ----- ----- ----- ----- 4.005 4.005
13.07 2.944 439.90 ----- ----- ----- ----- ----- ----- ----- ----- 4.000 4.000
13.10 2.867 439.89 ----- ----- ----- ----- ----- ----- ----- ----- 3.995 3.995
13.13 2.798 439.88 ----- ----- ----- ----- ----- ----- ----- ----- 3.990 3.990
13.17 2.733 439.87 ----- ----- ----- ----- ----- ----- ----- ----- 3.984 3.984
13.20 2.673 439.86 ----- ----- ----- ----- ----- ----- ----- ----- 3.978 3.978
13.23 2.615 439.85 ----- ----- ----- ----- ----- ----- ----- ----- 3.971 3.971
13.27 2.559 439.85 ----- ----- ----- ----- ----- ----- ----- ----- 3.965 3.965
13.30 2.505 439.84 ----- ----- ----- ----- ----- ----- ----- ----- 3.958 3.958
13.33 2.453 439.83 ----- ----- ----- ----- ----- ----- ----- ----- 3.951 3.951
13.37 2.403 439.82 ----- ----- ----- ----- ----- ----- ----- ----- 3.944 3.944
13.40 2.356 439.81 ----- ----- ----- ----- ----- ----- ----- ----- 3.936 3.936
13.43 2.312 439.79 ----- ----- ----- ----- ----- ----- ----- ----- 3.928 3.928
13.47 2.269 439.78 ----- ----- ----- ----- ----- ----- ----- ----- 3.921 3.921
13.50 2.229 439.77 ----- ----- ----- ----- ----- ----- ----- ----- 3.913 3.913
13.53 2.189 439.76 ----- ----- ----- ----- ----- ----- ----- ----- 3.905 3.905
13.57 2.152 439.75 ----- ----- ----- ----- ----- ----- ----- ----- 3.896 3.896 Continues on next page...
RETENTION BASIN, F
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
13.60 2.115 439.74 ----- ----- ----- ----- ----- ----- ----- ----- 3.888 3.888
13.63 2.080 439.73 ----- ----- ----- ----- ----- ----- ----- ----- 3.879 3.879
13.67 2.046 439.71 ----- ----- ----- ----- ----- ----- ----- ----- 3.871 3.871
13.70 2.012 439.70 ----- ----- ----- ----- ----- ----- ----- ----- 3.862 3.862
13.73 1.979 439.69 ----- ----- ----- ----- ----- ----- ----- ----- 3.853 3.853
13.77 1.946 439.68 ----- ----- ----- ----- ----- ----- ----- ----- 3.844 3.844
13.80 1.915 439.66 ----- ----- ----- ----- ----- ----- ----- ----- 3.835 3.835
13.83 1.884 439.65 ----- ----- ----- ----- ----- ----- ----- ----- 3.826 3.826
13.87 1.853 439.64 ----- ----- ----- ----- ----- ----- ----- ----- 3.816 3.816
13.90 1.824 439.62 ----- ----- ----- ----- ----- ----- ----- ----- 3.807 3.807
13.93 1.795 439.61 ----- ----- ----- ----- ----- ----- ----- ----- 3.797 3.797
13.97 1.767 439.60 ----- ----- ----- ----- ----- ----- ----- ----- 3.788 3.788
14.00 1.740 439.58 ----- ----- ----- ----- ----- ----- ----- ----- 3.778 3.778
14.03 1.713 439.57 ----- ----- ----- ----- ----- ----- ----- ----- 3.768 3.768
14.07 1.687 439.56 ----- ----- ----- ----- ----- ----- ----- ----- 3.758 3.758
14.10 1.662 439.54 ----- ----- ----- ----- ----- ----- ----- ----- 3.748 3.748
14.13 1.637 439.53 ----- ----- ----- ----- ----- ----- ----- ----- 3.738 3.738
14.17 1.613 439.51 ----- ----- ----- ----- ----- ----- ----- ----- 3.728 3.728
14.20 1.590 439.50 ----- ----- ----- ----- ----- ----- ----- ----- 3.718 3.718
14.23 1.568 439.49 ----- ----- ----- ----- ----- ----- ----- ----- 3.708 3.708
14.27 1.547 439.47 ----- ----- ----- ----- ----- ----- ----- ----- 3.698 3.698
14.30 1.527 439.46 ----- ----- ----- ----- ----- ----- ----- ----- 3.687 3.687
14.33 1.509 439.44 ----- ----- ----- ----- ----- ----- ----- ----- 3.677 3.677
14.37 1.492 439.43 ----- ----- ----- ----- ----- ----- ----- ----- 3.667 3.667
14.40 1.476 439.41 ----- ----- ----- ----- ----- ----- ----- ----- 3.656 3.656
14.43 1.462 439.40 ----- ----- ----- ----- ----- ----- ----- ----- 3.646 3.646
14.47 1.449 439.38 ----- ----- ----- ----- ----- ----- ----- ----- 3.635 3.635
14.50 1.437 439.37 ----- ----- ----- ----- ----- ----- ----- ----- 3.625 3.625 Continues on next page...
RETENTION BASIN, F
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
14.53 1.425 439.36 ----- ----- ----- ----- ----- ----- ----- ----- 3.614 3.614
14.57 1.415 439.34 ----- ----- ----- ----- ----- ----- ----- ----- 3.604 3.604
14.60 1.405 439.33 ----- ----- ----- ----- ----- ----- ----- ----- 3.593 3.593
14.63 1.396 439.31 ----- ----- ----- ----- ----- ----- ----- ----- 3.583 3.583
14.67 1.387 439.30 ----- ----- ----- ----- ----- ----- ----- ----- 3.573 3.573
14.70 1.378 439.28 ----- ----- ----- ----- ----- ----- ----- ----- 3.562 3.562
14.73 1.370 439.27 ----- ----- ----- ----- ----- ----- ----- ----- 3.552 3.552
14.77 1.361 439.25 ----- ----- ----- ----- ----- ----- ----- ----- 3.541 3.541
14.80 1.352 439.24 ----- ----- ----- ----- ----- ----- ----- ----- 3.531 3.531
14.83 1.343 439.22 ----- ----- ----- ----- ----- ----- ----- ----- 3.520 3.520
14.87 1.335 439.21 ----- ----- ----- ----- ----- ----- ----- ----- 3.510 3.510
14.90 1.326 439.19 ----- ----- ----- ----- ----- ----- ----- ----- 3.500 3.500
14.93 1.317 439.18 ----- ----- ----- ----- ----- ----- ----- ----- 3.489 3.489
14.97 1.308 439.17 ----- ----- ----- ----- ----- ----- ----- ----- 3.479 3.479
15.00 1.299 439.15 ----- ----- ----- ----- ----- ----- ----- ----- 3.468 3.468
15.03 1.291 439.14 ----- ----- ----- ----- ----- ----- ----- ----- 3.458 3.458
15.07 1.282 439.12 ----- ----- ----- ----- ----- ----- ----- ----- 3.448 3.448
15.10 1.273 439.11 ----- ----- ----- ----- ----- ----- ----- ----- 3.437 3.437
15.13 1.264 439.09 ----- ----- ----- ----- ----- ----- ----- ----- 3.427 3.427
15.17 1.255 439.08 ----- ----- ----- ----- ----- ----- ----- ----- 3.417 3.417
15.20 1.246 439.06 ----- ----- ----- ----- ----- ----- ----- ----- 3.406 3.406
15.23 1.237 439.05 ----- ----- ----- ----- ----- ----- ----- ----- 3.396 3.396
15.27 1.229 439.04 ----- ----- ----- ----- ----- ----- ----- ----- 3.386 3.386
15.30 1.220 439.02 ----- ----- ----- ----- ----- ----- ----- ----- 3.375 3.375
15.33 1.211 439.01 ----- ----- ----- ----- ----- ----- ----- ----- 3.365 3.365
15.37 1.202 438.99 ----- ----- ----- ----- ----- ----- ----- ----- 3.354 3.354
15.40 1.193 438.97 ----- ----- ----- ----- ----- ----- ----- ----- 3.341 3.341
15.43 1.184 438.95 ----- ----- ----- ----- ----- ----- ----- ----- 3.329 3.329 Continues on next page...
RETENTION BASIN, F
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
15.47 1.175 438.94 ----- ----- ----- ----- ----- ----- ----- ----- 3.316 3.316
15.50 1.166 438.92 ----- ----- ----- ----- ----- ----- ----- ----- 3.304 3.304
15.53 1.157 438.90 ----- ----- ----- ----- ----- ----- ----- ----- 3.291 3.291
15.57 1.148 438.88 ----- ----- ----- ----- ----- ----- ----- ----- 3.279 3.279
15.60 1.139 438.87 ----- ----- ----- ----- ----- ----- ----- ----- 3.267 3.267
15.63 1.130 438.85 ----- ----- ----- ----- ----- ----- ----- ----- 3.254 3.254
15.67 1.121 438.83 ----- ----- ----- ----- ----- ----- ----- ----- 3.242 3.242
15.70 1.112 438.81 ----- ----- ----- ----- ----- ----- ----- ----- 3.230 3.230
15.73 1.103 438.80 ----- ----- ----- ----- ----- ----- ----- ----- 3.217 3.217
15.77 1.094 438.78 ----- ----- ----- ----- ----- ----- ----- ----- 3.205 3.205
15.80 1.085 438.76 ----- ----- ----- ----- ----- ----- ----- ----- 3.193 3.193
15.83 1.076 438.74 ----- ----- ----- ----- ----- ----- ----- ----- 3.181 3.181
15.87 1.066 438.73 ----- ----- ----- ----- ----- ----- ----- ----- 3.169 3.169
15.90 1.057 438.71 ----- ----- ----- ----- ----- ----- ----- ----- 3.156 3.156
15.93 1.048 438.69 ----- ----- ----- ----- ----- ----- ----- ----- 3.144 3.144
15.97 1.039 438.67 ----- ----- ----- ----- ----- ----- ----- ----- 3.132 3.132
16.00 1.030 438.66 ----- ----- ----- ----- ----- ----- ----- ----- 3.120 3.120
16.03 1.021 438.64 ----- ----- ----- ----- ----- ----- ----- ----- 3.108 3.108
16.07 1.012 438.62 ----- ----- ----- ----- ----- ----- ----- ----- 3.096 3.096
16.10 1.003 438.61 ----- ----- ----- ----- ----- ----- ----- ----- 3.084 3.084
16.13 0.994 438.59 ----- ----- ----- ----- ----- ----- ----- ----- 3.072 3.072
16.17 0.986 438.57 ----- ----- ----- ----- ----- ----- ----- ----- 3.060 3.060
16.20 0.977 438.55 ----- ----- ----- ----- ----- ----- ----- ----- 3.048 3.048
16.23 0.969 438.54 ----- ----- ----- ----- ----- ----- ----- ----- 3.036 3.036
16.27 0.962 438.52 ----- ----- ----- ----- ----- ----- ----- ----- 3.024 3.024
16.30 0.955 438.50 ----- ----- ----- ----- ----- ----- ----- ----- 3.012 3.012
16.33 0.948 438.49 ----- ----- ----- ----- ----- ----- ----- ----- 3.000 3.000
16.37 0.942 438.47 ----- ----- ----- ----- ----- ----- ----- ----- 2.988 2.988 Continues on next page...
RETENTION BASIN, F
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
16.40 0.936 438.45 ----- ----- ----- ----- ----- ----- ----- ----- 2.976 2.976
16.43 0.931 438.43 ----- ----- ----- ----- ----- ----- ----- ----- 2.964 2.964
16.47 0.926 438.42 ----- ----- ----- ----- ----- ----- ----- ----- 2.952 2.952
16.50 0.922 438.40 ----- ----- ----- ----- ----- ----- ----- ----- 2.941 2.941
16.53 0.918 438.38 ----- ----- ----- ----- ----- ----- ----- ----- 2.929 2.929
16.57 0.914 438.37 ----- ----- ----- ----- ----- ----- ----- ----- 2.917 2.917
16.60 0.910 438.35 ----- ----- ----- ----- ----- ----- ----- ----- 2.906 2.906
16.63 0.907 438.33 ----- ----- ----- ----- ----- ----- ----- ----- 2.894 2.894
16.67 0.904 438.32 ----- ----- ----- ----- ----- ----- ----- ----- 2.883 2.883
16.70 0.900 438.30 ----- ----- ----- ----- ----- ----- ----- ----- 2.871 2.871
16.73 0.897 438.29 ----- ----- ----- ----- ----- ----- ----- ----- 2.860 2.860
16.77 0.894 438.27 ----- ----- ----- ----- ----- ----- ----- ----- 2.848 2.848
16.80 0.891 438.25 ----- ----- ----- ----- ----- ----- ----- ----- 2.837 2.837
16.83 0.888 438.24 ----- ----- ----- ----- ----- ----- ----- ----- 2.826 2.826
16.87 0.885 438.22 ----- ----- ----- ----- ----- ----- ----- ----- 2.815 2.815
16.90 0.881 438.21 ----- ----- ----- ----- ----- ----- ----- ----- 2.803 2.803
16.93 0.878 438.19 ----- ----- ----- ----- ----- ----- ----- ----- 2.792 2.792
16.97 0.875 438.17 ----- ----- ----- ----- ----- ----- ----- ----- 2.781 2.781
17.00 0.872 438.16 ----- ----- ----- ----- ----- ----- ----- ----- 2.770 2.770
17.03 0.869 438.14 ----- ----- ----- ----- ----- ----- ----- ----- 2.759 2.759
17.07 0.865 438.13 ----- ----- ----- ----- ----- ----- ----- ----- 2.748 2.748
17.10 0.862 438.11 ----- ----- ----- ----- ----- ----- ----- ----- 2.737 2.737
17.13 0.859 438.10 ----- ----- ----- ----- ----- ----- ----- ----- 2.727 2.727
17.17 0.856 438.08 ----- ----- ----- ----- ----- ----- ----- ----- 2.716 2.716
17.20 0.853 438.07 ----- ----- ----- ----- ----- ----- ----- ----- 2.705 2.705
17.23 0.849 438.05 ----- ----- ----- ----- ----- ----- ----- ----- 2.694 2.694
17.27 0.846 438.03 ----- ----- ----- ----- ----- ----- ----- ----- 2.684 2.684
17.30 0.843 438.02 ----- ----- ----- ----- ----- ----- ----- ----- 2.673 2.673 Continues on next page...
RETENTION BASIN, F
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
17.33 0.840 438.00 ----- ----- ----- ----- ----- ----- ----- ----- 2.662 2.662
17.37 0.837 437.99 ----- ----- ----- ----- ----- ----- ----- ----- 2.623 2.623
17.40 0.833 437.97 ----- ----- ----- ----- ----- ----- ----- ----- 2.572 2.572
17.43 0.830 437.95 ----- ----- ----- ----- ----- ----- ----- ----- 2.523 2.523
17.47 0.827 437.93 ----- ----- ----- ----- ----- ----- ----- ----- 2.475 2.475
17.50 0.824 437.91 ----- ----- ----- ----- ----- ----- ----- ----- 2.429 2.429
17.53 0.820 437.90 ----- ----- ----- ----- ----- ----- ----- ----- 2.383 2.383
17.57 0.817 437.88 ----- ----- ----- ----- ----- ----- ----- ----- 2.339 2.339
17.60 0.814 437.86 ----- ----- ----- ----- ----- ----- ----- ----- 2.296 2.296
17.63 0.811 437.85 ----- ----- ----- ----- ----- ----- ----- ----- 2.254 2.254
17.67 0.807 437.83 ----- ----- ----- ----- ----- ----- ----- ----- 2.213 2.213
17.70 0.804 437.82 ----- ----- ----- ----- ----- ----- ----- ----- 2.173 2.173
17.73 0.801 437.80 ----- ----- ----- ----- ----- ----- ----- ----- 2.135 2.135
17.77 0.798 437.79 ----- ----- ----- ----- ----- ----- ----- ----- 2.097 2.097
17.80 0.794 437.77 ----- ----- ----- ----- ----- ----- ----- ----- 2.060 2.060
17.83 0.791 437.76 ----- ----- ----- ----- ----- ----- ----- ----- 2.024 2.024
17.87 0.788 437.75 ----- ----- ----- ----- ----- ----- ----- ----- 1.989 1.989
17.90 0.785 437.74 ----- ----- ----- ----- ----- ----- ----- ----- 1.956 1.955
17.93 0.781 437.72 ----- ----- ----- ----- ----- ----- ----- ----- 1.922 1.922
17.97 0.778 437.71 ----- ----- ----- ----- ----- ----- ----- ----- 1.890 1.890
18.00 0.775 437.70 ----- ----- ----- ----- ----- ----- ----- ----- 1.859 1.859
18.03 0.772 437.69 ----- ----- ----- ----- ----- ----- ----- ----- 1.828 1.828
18.07 0.768 437.68 ----- ----- ----- ----- ----- ----- ----- ----- 1.798 1.798
18.10 0.765 437.67 ----- ----- ----- ----- ----- ----- ----- ----- 1.769 1.769
18.13 0.762 437.65 ----- ----- ----- ----- ----- ----- ----- ----- 1.740 1.740
18.17 0.758 437.64 ----- ----- ----- ----- ----- ----- ----- ----- 1.713 1.713
18.20 0.755 437.63 ----- ----- ----- ----- ----- ----- ----- ----- 1.686 1.686
18.23 0.752 437.62 ----- ----- ----- ----- ----- ----- ----- ----- 1.659 1.659 Continues on next page...
RETENTION BASIN, F
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
18.27 0.749 437.61 ----- ----- ----- ----- ----- ----- ----- ----- 1.634 1.634
18.30 0.745 437.60 ----- ----- ----- ----- ----- ----- ----- ----- 1.609 1.609
18.33 0.742 437.60 ----- ----- ----- ----- ----- ----- ----- ----- 1.584 1.584
18.37 0.739 437.59 ----- ----- ----- ----- ----- ----- ----- ----- 1.560 1.560
18.40 0.735 437.58 ----- ----- ----- ----- ----- ----- ----- ----- 1.537 1.537
18.43 0.732 437.57 ----- ----- ----- ----- ----- ----- ----- ----- 1.514 1.514
18.47 0.729 437.56 ----- ----- ----- ----- ----- ----- ----- ----- 1.492 1.492
18.50 0.726 437.55 ----- ----- ----- ----- ----- ----- ----- ----- 1.471 1.471
18.53 0.722 437.55 ----- ----- ----- ----- ----- ----- ----- ----- 1.450 1.450
18.57 0.719 437.54 ----- ----- ----- ----- ----- ----- ----- ----- 1.429 1.429
18.60 0.716 437.53 ----- ----- ----- ----- ----- ----- ----- ----- 1.409 1.409
18.63 0.712 437.52 ----- ----- ----- ----- ----- ----- ----- ----- 1.389 1.389
18.67 0.709 437.52 ----- ----- ----- ----- ----- ----- ----- ----- 1.370 1.370
18.70 0.706 437.51 ----- ----- ----- ----- ----- ----- ----- ----- 1.351 1.351
18.73 0.702 437.50 ----- ----- ----- ----- ----- ----- ----- ----- 1.333 1.333
18.77 0.699 437.49 ----- ----- ----- ----- ----- ----- ----- ----- 1.315 1.315
18.80 0.696 437.49 ----- ----- ----- ----- ----- ----- ----- ----- 1.298 1.298
18.83 0.692 437.48 ----- ----- ----- ----- ----- ----- ----- ----- 1.281 1.281
18.87 0.689 437.48 ----- ----- ----- ----- ----- ----- ----- ----- 1.264 1.264
18.90 0.686 437.47 ----- ----- ----- ----- ----- ----- ----- ----- 1.248 1.248
18.93 0.683 437.46 ----- ----- ----- ----- ----- ----- ----- ----- 1.232 1.232
18.97 0.679 437.46 ----- ----- ----- ----- ----- ----- ----- ----- 1.216 1.216
19.00 0.676 437.45 ----- ----- ----- ----- ----- ----- ----- ----- 1.201 1.201
19.03 0.673 437.45 ----- ----- ----- ----- ----- ----- ----- ----- 1.186 1.186
19.07 0.669 437.44 ----- ----- ----- ----- ----- ----- ----- ----- 1.171 1.171
19.10 0.666 437.44 ----- ----- ----- ----- ----- ----- ----- ----- 1.157 1.157
19.13 0.663 437.43 ----- ----- ----- ----- ----- ----- ----- ----- 1.143 1.143
19.17 0.659 437.42 ----- ----- ----- ----- ----- ----- ----- ----- 1.130 1.130 Continues on next page...
RETENTION BASIN, F
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
19.20 0.656 437.42 ----- ----- ----- ----- ----- ----- ----- ----- 1.116 1.116
19.23 0.653 437.41 ----- ----- ----- ----- ----- ----- ----- ----- 1.103 1.103
19.27 0.649 437.41 ----- ----- ----- ----- ----- ----- ----- ----- 1.090 1.090
19.30 0.646 437.41 ----- ----- ----- ----- ----- ----- ----- ----- 1.078 1.078
19.33 0.642 437.40 ----- ----- ----- ----- ----- ----- ----- ----- 1.066 1.066
19.37 0.639 437.40 ----- ----- ----- ----- ----- ----- ----- ----- 1.054 1.054
19.40 0.636 437.39 ----- ----- ----- ----- ----- ----- ----- ----- 1.042 1.042
19.43 0.632 437.39 ----- ----- ----- ----- ----- ----- ----- ----- 1.030 1.030
19.47 0.629 437.38 ----- ----- ----- ----- ----- ----- ----- ----- 1.019 1.019
19.50 0.626 437.38 ----- ----- ----- ----- ----- ----- ----- ----- 1.008 1.008
19.53 0.622 437.37 ----- ----- ----- ----- ----- ----- ----- ----- 0.997 0.997
19.57 0.619 437.37 ----- ----- ----- ----- ----- ----- ----- ----- 0.987 0.987
19.60 0.616 437.37 ----- ----- ----- ----- ----- ----- ----- ----- 0.976 0.976
19.63 0.612 437.36 ----- ----- ----- ----- ----- ----- ----- ----- 0.966 0.966
19.67 0.609 437.36 ----- ----- ----- ----- ----- ----- ----- ----- 0.956 0.956
19.70 0.606 437.36 ----- ----- ----- ----- ----- ----- ----- ----- 0.946 0.946
19.73 0.602 437.35 ----- ----- ----- ----- ----- ----- ----- ----- 0.936 0.936
19.77 0.599 437.35 ----- ----- ----- ----- ----- ----- ----- ----- 0.927 0.927
19.80 0.595 437.35 ----- ----- ----- ----- ----- ----- ----- ----- 0.918 0.918
19.83 0.592 437.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.908 0.908
19.87 0.589 437.34 ----- ----- ----- ----- ----- ----- ----- ----- 0.899 0.899
19.90 0.585 437.33 ----- ----- ----- ----- ----- ----- ----- ----- 0.891 0.891
19.93 0.582 437.33 ----- ----- ----- ----- ----- ----- ----- ----- 0.882 0.882
19.97 0.579 437.33 ----- ----- ----- ----- ----- ----- ----- ----- 0.873 0.873
20.00 0.575 437.33 ----- ----- ----- ----- ----- ----- ----- ----- 0.865 0.865
20.03 0.572 437.32 ----- ----- ----- ----- ----- ----- ----- ----- 0.857 0.857
20.07 0.569 437.32 ----- ----- ----- ----- ----- ----- ----- ----- 0.849 0.849
20.10 0.565 437.32 ----- ----- ----- ----- ----- ----- ----- ----- 0.841 0.841 Continues on next page...
RETENTION BASIN, F
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
20.13 0.562 437.31 ----- ----- ----- ----- ----- ----- ----- ----- 0.833 0.833
20.17 0.559 437.31 ----- ----- ----- ----- ----- ----- ----- ----- 0.825 0.825
20.20 0.556 437.31 ----- ----- ----- ----- ----- ----- ----- ----- 0.818 0.818
20.23 0.553 437.30 ----- ----- ----- ----- ----- ----- ----- ----- 0.810 0.810
20.27 0.550 437.30 ----- ----- ----- ----- ----- ----- ----- ----- 0.803 0.803
20.30 0.548 437.30 ----- ----- ----- ----- ----- ----- ----- ----- 0.796 0.796
20.33 0.546 437.30 ----- ----- ----- ----- ----- ----- ----- ----- 0.789 0.789
20.37 0.544 437.29 ----- ----- ----- ----- ----- ----- ----- ----- 0.782 0.782
20.40 0.542 437.29 ----- ----- ----- ----- ----- ----- ----- ----- 0.775 0.775
20.43 0.540 437.29 ----- ----- ----- ----- ----- ----- ----- ----- 0.768 0.768
20.47 0.539 437.29 ----- ----- ----- ----- ----- ----- ----- ----- 0.762 0.762
20.50 0.538 437.28 ----- ----- ----- ----- ----- ----- ----- ----- 0.756 0.756
20.53 0.537 437.28 ----- ----- ----- ----- ----- ----- ----- ----- 0.749 0.749
20.57 0.536 437.28 ----- ----- ----- ----- ----- ----- ----- ----- 0.743 0.743
20.60 0.535 437.28 ----- ----- ----- ----- ----- ----- ----- ----- 0.738 0.738
20.63 0.534 437.28 ----- ----- ----- ----- ----- ----- ----- ----- 0.732 0.732
20.67 0.534 437.27 ----- ----- ----- ----- ----- ----- ----- ----- 0.726 0.726
20.70 0.533 437.27 ----- ----- ----- ----- ----- ----- ----- ----- 0.721 0.721
20.73 0.532 437.27 ----- ----- ----- ----- ----- ----- ----- ----- 0.715 0.715
20.77 0.532 437.27 ----- ----- ----- ----- ----- ----- ----- ----- 0.710 0.710
20.80 0.531 437.27 ----- ----- ----- ----- ----- ----- ----- ----- 0.705 0.705
20.83 0.531 437.26 ----- ----- ----- ----- ----- ----- ----- ----- 0.700 0.700
20.87 0.530 437.26 ----- ----- ----- ----- ----- ----- ----- ----- 0.695 0.696
20.90 0.529 437.26 ----- ----- ----- ----- ----- ----- ----- ----- 0.691 0.691
20.93 0.529 437.26 ----- ----- ----- ----- ----- ----- ----- ----- 0.686 0.686
20.97 0.528 437.26 ----- ----- ----- ----- ----- ----- ----- ----- 0.682 0.682
21.00 0.527 437.25 ----- ----- ----- ----- ----- ----- ----- ----- 0.677 0.677
21.03 0.527 437.25 ----- ----- ----- ----- ----- ----- ----- ----- 0.673 0.673 Continues on next page...
RETENTION BASIN, F
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
21.07 0.526 437.25 ----- ----- ----- ----- ----- ----- ----- ----- 0.669 0.669
21.10 0.526 437.25 ----- ----- ----- ----- ----- ----- ----- ----- 0.665 0.665
21.13 0.525 437.25 ----- ----- ----- ----- ----- ----- ----- ----- 0.661 0.661
21.17 0.524 437.25 ----- ----- ----- ----- ----- ----- ----- ----- 0.657 0.657
21.20 0.524 437.25 ----- ----- ----- ----- ----- ----- ----- ----- 0.653 0.653
21.23 0.523 437.24 ----- ----- ----- ----- ----- ----- ----- ----- 0.650 0.650
21.27 0.522 437.24 ----- ----- ----- ----- ----- ----- ----- ----- 0.646 0.646
21.30 0.522 437.24 ----- ----- ----- ----- ----- ----- ----- ----- 0.643 0.643
21.33 0.521 437.24 ----- ----- ----- ----- ----- ----- ----- ----- 0.639 0.639
21.37 0.520 437.24 ----- ----- ----- ----- ----- ----- ----- ----- 0.636 0.636
21.40 0.520 437.24 ----- ----- ----- ----- ----- ----- ----- ----- 0.633 0.633
21.43 0.519 437.24 ----- ----- ----- ----- ----- ----- ----- ----- 0.629 0.629
21.47 0.519 437.24 ----- ----- ----- ----- ----- ----- ----- ----- 0.626 0.626
21.50 0.518 437.23 ----- ----- ----- ----- ----- ----- ----- ----- 0.623 0.623
21.53 0.517 437.23 ----- ----- ----- ----- ----- ----- ----- ----- 0.620 0.620
21.57 0.517 437.23 ----- ----- ----- ----- ----- ----- ----- ----- 0.617 0.617
21.60 0.516 437.23 ----- ----- ----- ----- ----- ----- ----- ----- 0.614 0.614
21.63 0.515 437.23 ----- ----- ----- ----- ----- ----- ----- ----- 0.612 0.612
21.67 0.515 437.23 ----- ----- ----- ----- ----- ----- ----- ----- 0.609 0.609
21.70 0.514 437.23 ----- ----- ----- ----- ----- ----- ----- ----- 0.606 0.606
21.73 0.513 437.23 ----- ----- ----- ----- ----- ----- ----- ----- 0.604 0.604
21.77 0.513 437.23 ----- ----- ----- ----- ----- ----- ----- ----- 0.601 0.601
21.80 0.512 437.23 ----- ----- ----- ----- ----- ----- ----- ----- 0.599 0.599
21.83 0.512 437.22 ----- ----- ----- ----- ----- ----- ----- ----- 0.596 0.596
21.87 0.511 437.22 ----- ----- ----- ----- ----- ----- ----- ----- 0.594 0.594
21.90 0.510 437.22 ----- ----- ----- ----- ----- ----- ----- ----- 0.591 0.591
21.93 0.510 437.22 ----- ----- ----- ----- ----- ----- ----- ----- 0.589 0.589
21.97 0.509 437.22 ----- ----- ----- ----- ----- ----- ----- ----- 0.587 0.587 Continues on next page...
RETENTION BASIN, F
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
22.00 0.508 437.22 ----- ----- ----- ----- ----- ----- ----- ----- 0.585 0.585
22.03 0.508 437.22 ----- ----- ----- ----- ----- ----- ----- ----- 0.582 0.582
22.07 0.507 437.22 ----- ----- ----- ----- ----- ----- ----- ----- 0.580 0.580
22.10 0.506 437.22 ----- ----- ----- ----- ----- ----- ----- ----- 0.578 0.578
22.13 0.506 437.22 ----- ----- ----- ----- ----- ----- ----- ----- 0.576 0.576
22.17 0.505 437.22 ----- ----- ----- ----- ----- ----- ----- ----- 0.574 0.574
22.20 0.505 437.22 ----- ----- ----- ----- ----- ----- ----- ----- 0.572 0.572
22.23 0.504 437.21 ----- ----- ----- ----- ----- ----- ----- ----- 0.570 0.570
22.27 0.503 437.21 ----- ----- ----- ----- ----- ----- ----- ----- 0.568 0.568
22.30 0.503 437.21 ----- ----- ----- ----- ----- ----- ----- ----- 0.567 0.567
22.33 0.502 437.21 ----- ----- ----- ----- ----- ----- ----- ----- 0.565 0.565
22.37 0.501 437.21 ----- ----- ----- ----- ----- ----- ----- ----- 0.563 0.563
22.40 0.501 437.21 ----- ----- ----- ----- ----- ----- ----- ----- 0.561 0.561
22.43 0.500 437.21 ----- ----- ----- ----- ----- ----- ----- ----- 0.560 0.560
22.47 0.499 437.21 ----- ----- ----- ----- ----- ----- ----- ----- 0.558 0.558
22.50 0.499 437.21 ----- ----- ----- ----- ----- ----- ----- ----- 0.556 0.556
22.53 0.498 437.21 ----- ----- ----- ----- ----- ----- ----- ----- 0.555 0.555
22.57 0.497 437.21 ----- ----- ----- ----- ----- ----- ----- ----- 0.553 0.553
22.60 0.497 437.21 ----- ----- ----- ----- ----- ----- ----- ----- 0.551 0.551
22.63 0.496 437.21 ----- ----- ----- ----- ----- ----- ----- ----- 0.550 0.550
22.67 0.496 437.21 ----- ----- ----- ----- ----- ----- ----- ----- 0.548 0.548
22.70 0.495 437.21 ----- ----- ----- ----- ----- ----- ----- ----- 0.547 0.547
22.73 0.494 437.21 ----- ----- ----- ----- ----- ----- ----- ----- 0.545 0.545
22.77 0.494 437.20 ----- ----- ----- ----- ----- ----- ----- ----- 0.544 0.544
22.80 0.493 437.20 ----- ----- ----- ----- ----- ----- ----- ----- 0.542 0.542
22.83 0.492 437.20 ----- ----- ----- ----- ----- ----- ----- ----- 0.541 0.541
22.87 0.492 437.20 ----- ----- ----- ----- ----- ----- ----- ----- 0.540 0.540
22.90 0.491 437.20 ----- ----- ----- ----- ----- ----- ----- ----- 0.538 0.538 Continues on next page...
RETENTION BASIN, F
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
22.93 0.490 437.20 ----- ----- ----- ----- ----- ----- ----- ----- 0.537 0.537
22.97 0.490 437.20 ----- ----- ----- ----- ----- ----- ----- ----- 0.536 0.536
23.00 0.489 437.20 ----- ----- ----- ----- ----- ----- ----- ----- 0.534 0.534
23.03 0.488 437.20 ----- ----- ----- ----- ----- ----- ----- ----- 0.533 0.533
23.07 0.488 437.20 ----- ----- ----- ----- ----- ----- ----- ----- 0.532 0.532
23.10 0.487 437.20 ----- ----- ----- ----- ----- ----- ----- ----- 0.530 0.530
23.13 0.486 437.20 ----- ----- ----- ----- ----- ----- ----- ----- 0.529 0.529
23.17 0.486 437.20 ----- ----- ----- ----- ----- ----- ----- ----- 0.528 0.528
23.20 0.485 437.20 ----- ----- ----- ----- ----- ----- ----- ----- 0.527 0.527
23.23 0.485 437.20 ----- ----- ----- ----- ----- ----- ----- ----- 0.526 0.526
23.27 0.484 437.20 ----- ----- ----- ----- ----- ----- ----- ----- 0.524 0.524
23.30 0.483 437.20 ----- ----- ----- ----- ----- ----- ----- ----- 0.523 0.523
23.33 0.483 437.20 ----- ----- ----- ----- ----- ----- ----- ----- 0.522 0.522
23.37 0.482 437.20 ----- ----- ----- ----- ----- ----- ----- ----- 0.521 0.521
23.40 0.481 437.20 ----- ----- ----- ----- ----- ----- ----- ----- 0.520 0.520
23.43 0.481 437.20 ----- ----- ----- ----- ----- ----- ----- ----- 0.519 0.519
23.47 0.480 437.19 ----- ----- ----- ----- ----- ----- ----- ----- 0.518 0.518
23.50 0.479 437.19 ----- ----- ----- ----- ----- ----- ----- ----- 0.517 0.517
23.53 0.479 437.19 ----- ----- ----- ----- ----- ----- ----- ----- 0.516 0.516
23.57 0.478 437.19 ----- ----- ----- ----- ----- ----- ----- ----- 0.515 0.515
23.60 0.477 437.19 ----- ----- ----- ----- ----- ----- ----- ----- 0.514 0.514
23.63 0.477 437.19 ----- ----- ----- ----- ----- ----- ----- ----- 0.512 0.512
23.67 0.476 437.19 ----- ----- ----- ----- ----- ----- ----- ----- 0.511 0.511
23.70 0.475 437.19 ----- ----- ----- ----- ----- ----- ----- ----- 0.510 0.510
23.73 0.475 437.19 ----- ----- ----- ----- ----- ----- ----- ----- 0.509 0.509
23.77 0.474 437.19 ----- ----- ----- ----- ----- ----- ----- ----- 0.508 0.508
23.80 0.473 437.19 ----- ----- ----- ----- ----- ----- ----- ----- 0.507 0.507
23.83 0.473 437.19 ----- ----- ----- ----- ----- ----- ----- ----- 0.507 0.507 Continues on next page...
RETENTION BASIN, F
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
23.87 0.472 437.19 ----- ----- ----- ----- ----- ----- ----- ----- 0.506 0.506
23.90 0.471 437.19 ----- ----- ----- ----- ----- ----- ----- ----- 0.505 0.505
23.93 0.471 437.19 ----- ----- ----- ----- ----- ----- ----- ----- 0.504 0.504
23.97 0.470 437.19 ----- ----- ----- ----- ----- ----- ----- ----- 0.503 0.503
24.00 0.470 437.19 ----- ----- ----- ----- ----- ----- ----- ----- 0.502 0.502
24.03 0.465 437.19 ----- ----- ----- ----- ----- ----- ----- ----- 0.501 0.501
24.07 0.457 437.19 ----- ----- ----- ----- ----- ----- ----- ----- 0.500 0.500
24.10 0.445 437.19 ----- ----- ----- ----- ----- ----- ----- ----- 0.498 0.498
24.13 0.429 437.19 ----- ----- ----- ----- ----- ----- ----- ----- 0.497 0.497
24.17 0.409 437.19 ----- ----- ----- ----- ----- ----- ----- ----- 0.494 0.494
24.20 0.386 437.18 ----- ----- ----- ----- ----- ----- ----- ----- 0.492 0.492
24.23 0.358 437.18 ----- ----- ----- ----- ----- ----- ----- ----- 0.488 0.488
24.27 0.327 437.18 ----- ----- ----- ----- ----- ----- ----- ----- 0.484 0.484
24.30 0.292 437.18 ----- ----- ----- ----- ----- ----- ----- ----- 0.479 0.479
24.33 0.254 437.18 ----- ----- ----- ----- ----- ----- ----- ----- 0.473 0.473
24.37 0.211 437.18 ----- ----- ----- ----- ----- ----- ----- ----- 0.467 0.467
24.40 0.173 437.17 ----- ----- ----- ----- ----- ----- ----- ----- 0.459 0.459
24.43 0.138 437.17 ----- ----- ----- ----- ----- ----- ----- ----- 0.450 0.450
24.47 0.107 437.17 ----- ----- ----- ----- ----- ----- ----- ----- 0.441 0.441
24.50 0.081 437.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.431 0.431
24.53 0.058 437.16 ----- ----- ----- ----- ----- ----- ----- ----- 0.421 0.421
24.57 0.038 437.15 ----- ----- ----- ----- ----- ----- ----- ----- 0.410 0.410
24.60 0.023 437.15 ----- ----- ----- ----- ----- ----- ----- ----- 0.400 0.400
24.63 0.011 437.15 ----- ----- ----- ----- ----- ----- ----- ----- 0.389 0.389
24.67 0.004 437.14 ----- ----- ----- ----- ----- ----- ----- ----- 0.378 0.378
24.70 0.000 437.14 ----- ----- ----- ----- ----- ----- ----- ----- 0.367 0.367
24.73 0.000 437.13 ----- ----- ----- ----- ----- ----- ----- ----- 0.357 0.357
24.77 0.000 437.13 ----- ----- ----- ----- ----- ----- ----- ----- 0.347 0.347 Continues on next page...
RETENTION BASIN, F
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
24.80 0.000 437.13 ----- ----- ----- ----- ----- ----- ----- ----- 0.337 0.337
24.83 0.000 437.12 ----- ----- ----- ----- ----- ----- ----- ----- 0.328 0.328
24.87 0.000 437.12 ----- ----- ----- ----- ----- ----- ----- ----- 0.318 0.318
24.90 0.000 437.12 ----- ----- ----- ----- ----- ----- ----- ----- 0.309 0.309
24.93 0.000 437.11 ----- ----- ----- ----- ----- ----- ----- ----- 0.301 0.301
24.97 0.000 437.11 ----- ----- ----- ----- ----- ----- ----- ----- 0.292 0.292
25.00 0.000 437.11 ----- ----- ----- ----- ----- ----- ----- ----- 0.284 0.284
25.03 0.000 437.10 ----- ----- ----- ----- ----- ----- ----- ----- 0.276 0.276
25.07 0.000 437.10 ----- ----- ----- ----- ----- ----- ----- ----- 0.268 0.268
25.10 0.000 437.10 ----- ----- ----- ----- ----- ----- ----- ----- 0.260 0.260
25.13 0.000 437.10 ----- ----- ----- ----- ----- ----- ----- ----- 0.253 0.253
25.17 0.000 437.09 ----- ----- ----- ----- ----- ----- ----- ----- 0.246 0.246
25.20 0.000 437.09 ----- ----- ----- ----- ----- ----- ----- ----- 0.239 0.239
25.23 0.000 437.09 ----- ----- ----- ----- ----- ----- ----- ----- 0.232 0.232
25.27 0.000 437.08 ----- ----- ----- ----- ----- ----- ----- ----- 0.226 0.226
25.30 0.000 437.08 ----- ----- ----- ----- ----- ----- ----- ----- 0.219 0.219
25.33 0.000 437.08 ----- ----- ----- ----- ----- ----- ----- ----- 0.213 0.213
25.37 0.000 437.08 ----- ----- ----- ----- ----- ----- ----- ----- 0.207 0.207
25.40 0.000 437.08 ----- ----- ----- ----- ----- ----- ----- ----- 0.201 0.201
25.43 0.000 437.07 ----- ----- ----- ----- ----- ----- ----- ----- 0.196 0.196
25.47 0.000 437.07 ----- ----- ----- ----- ----- ----- ----- ----- 0.190 0.190
25.50 0.000 437.07 ----- ----- ----- ----- ----- ----- ----- ----- 0.185 0.185
25.53 0.000 437.07 ----- ----- ----- ----- ----- ----- ----- ----- 0.179 0.179
25.57 0.000 437.07 ----- ----- ----- ----- ----- ----- ----- ----- 0.174 0.174
25.60 0.000 437.06 ----- ----- ----- ----- ----- ----- ----- ----- 0.169 0.169
25.63 0.000 437.06 ----- ----- ----- ----- ----- ----- ----- ----- 0.165 0.165
25.67 0.000 437.06 ----- ----- ----- ----- ----- ----- ----- ----- 0.160 0.160
25.70 0.000 437.06 ----- ----- ----- ----- ----- ----- ----- ----- 0.155 0.155 Continues on next page...
RETENTION BASIN, F
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
25.73 0.000 437.06 ----- ----- ----- ----- ----- ----- ----- ----- 0.151 0.151
25.77 0.000 437.06 ----- ----- ----- ----- ----- ----- ----- ----- 0.147 0.147
25.80 0.000 437.05 ----- ----- ----- ----- ----- ----- ----- ----- 0.143 0.143
25.83 0.000 437.05 ----- ----- ----- ----- ----- ----- ----- ----- 0.139 0.139
25.87 0.000 437.05 ----- ----- ----- ----- ----- ----- ----- ----- 0.135 0.135
25.90 0.000 437.05 ----- ----- ----- ----- ----- ----- ----- ----- 0.131 0.131
25.93 0.000 437.05 ----- ----- ----- ----- ----- ----- ----- ----- 0.127 0.127
25.97 0.000 437.05 ----- ----- ----- ----- ----- ----- ----- ----- 0.124 0.124
26.00 0.000 437.05 ----- ----- ----- ----- ----- ----- ----- ----- 0.120 0.120
26.03 0.000 437.04 ----- ----- ----- ----- ----- ----- ----- ----- 0.117 0.117
26.07 0.000 437.04 ----- ----- ----- ----- ----- ----- ----- ----- 0.113 0.113
26.10 0.000 437.04 ----- ----- ----- ----- ----- ----- ----- ----- 0.110 0.110
26.13 0.000 437.04 ----- ----- ----- ----- ----- ----- ----- ----- 0.107 0.107
26.17 0.000 437.04 ----- ----- ----- ----- ----- ----- ----- ----- 0.104 0.104
26.20 0.000 437.04 ----- ----- ----- ----- ----- ----- ----- ----- 0.101 0.101
26.23 0.000 437.04 ----- ----- ----- ----- ----- ----- ----- ----- 0.098 0.098
26.27 0.000 437.04 ----- ----- ----- ----- ----- ----- ----- ----- 0.096 0.096
26.30 0.000 437.03 ----- ----- ----- ----- ----- ----- ----- ----- 0.093 0.093
26.33 0.000 437.03 ----- ----- ----- ----- ----- ----- ----- ----- 0.090 0.090
26.37 0.000 437.03 ----- ----- ----- ----- ----- ----- ----- ----- 0.088 0.088
26.40 0.000 437.03 ----- ----- ----- ----- ----- ----- ----- ----- 0.085 0.085
26.43 0.000 437.03 ----- ----- ----- ----- ----- ----- ----- ----- 0.083 0.083
26.47 0.000 437.03 ----- ----- ----- ----- ----- ----- ----- ----- 0.080 0.080
26.50 0.000 437.03 ----- ----- ----- ----- ----- ----- ----- ----- 0.078 0.078
26.53 0.000 437.03 ----- ----- ----- ----- ----- ----- ----- ----- 0.076 0.076
26.57 0.000 437.03 ----- ----- ----- ----- ----- ----- ----- ----- 0.074 0.074
26.60 0.000 437.03 ----- ----- ----- ----- ----- ----- ----- ----- 0.072 0.072
26.63 0.000 437.03 ----- ----- ----- ----- ----- ----- ----- ----- 0.070 0.070 Continues on next page...
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Hyd. No. 40
RETENTION BASIN, K2
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 100 yrs Time to peak = 12.40 hrs
Time interval = 2 min Hyd. volume = 0 cuft
Inflow hyd. No. = 39 - 4090-03 P-K-OVERALL POST DEVT UNIT HYDROGRAPHMax. Elevation = 424.77 ft Reservoir name = RETENTION BASIN, K2 Max. Storage = 7,109 cuft Storage Indication method used. Exfiltration extracted from Outflow. 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
6.00 6.00
7.00 7.00
Q (cfs)
Time (hrs)
RETENTION BASIN, K2
Hyd. No. 40 -- 100 Year
Hyd No. 40 Hyd No. 39 Total storage used = 7,109 cuft
RETENTION BASIN, F
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
26.67 0.000 437.03 ----- ----- ----- ----- ----- ----- ----- ----- 0.068 0.068
26.70 0.000 437.02 ----- ----- ----- ----- ----- ----- ----- ----- 0.066 0.066
26.73 0.000 437.02 ----- ----- ----- ----- ----- ----- ----- ----- 0.064 0.064
26.77 0.000 437.02 ----- ----- ----- ----- ----- ----- ----- ----- 0.062 0.062
26.80 0.000 437.02 ----- ----- ----- ----- ----- ----- ----- ----- 0.060 0.060
26.83 0.000 437.02 ----- ----- ----- ----- ----- ----- ----- ----- 0.059 0.059
26.87 0.000 437.02 ----- ----- ----- ----- ----- ----- ----- ----- 0.057 0.057
26.90 0.000 437.02 ----- ----- ----- ----- ----- ----- ----- ----- 0.055 0.055
26.93 0.000 437.02 ----- ----- ----- ----- ----- ----- ----- ----- 0.054 0.054
26.97 0.000 437.02 ----- ----- ----- ----- ----- ----- ----- ----- 0.052 0.052
27.00 0.000 437.02 ----- ----- ----- ----- ----- ----- ----- ----- 0.051 0.051
27.03 0.000 437.02 ----- ----- ----- ----- ----- ----- ----- ----- 0.049 0.049
27.07 0.000 437.02 ----- ----- ----- ----- ----- ----- ----- ----- 0.048 0.048
27.10 0.000 437.02 ----- ----- ----- ----- ----- ----- ----- ----- 0.047 0.047
27.13 0.000 437.02 ----- ----- ----- ----- ----- ----- ----- ----- 0.045 0.045
27.17 0.000 437.02 ----- ----- ----- ----- ----- ----- ----- ----- 0.044 0.044
27.20 0.000 437.02 ----- ----- ----- ----- ----- ----- ----- ----- 0.043 0.043
27.23 0.000 437.02 ----- ----- ----- ----- ----- ----- ----- ----- 0.042 0.042
27.27 0.000 437.02 ----- ----- ----- ----- ----- ----- ----- ----- 0.040 0.040 ...End
RETENTION BASIN, G
DRAINAGE AREA "G"
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Hyd. No. 35
RETENTION BASIN, G
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 100 yrs Time to peak = 12.70 hrs
Time interval = 2 min Hyd. volume = 0 cuft
Inflow hyd. No. = 34 - 4090-03 P-G-OVERALL POST DEVT UNIT HYDROGRAPHMax. Elevation = 434.03 ft Reservoir name = RETENTION BASIN, G Max. Storage = 34,030 cuft Storage Indication method used. Exfiltration extracted from Outflow. 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28
Q (cfs)
0.00 0.00
4.00 4.00
8.00 8.00
12.00 12.00
16.00 16.00
20.00 20.00
24.00 24.00
Q (cfs)
Time (hrs)
RETENTION BASIN, G
Hyd. No. 35 -- 100 Year
Hyd No. 35 Hyd No. 34 Total storage used = 34,030 cuft
Pond Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Pond No. 4 - RETENTION BASIN, G
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 430.00 ft Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 430.00 2,919 0 0
1.00 431.00 5,658 4,213 4,213
2.00 432.00 8,364 6,966 11,180
3.00 433.00 11,108 9,703 20,882
4.00 434.00 14,344 12,690 33,573
5.00 435.00 17,855 16,066 49,638
6.00 436.00 21,375 19,587 69,225
7.00 437.00 25,095 23,208 92,433
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 0.00 0.00 0.00 0.00
Span (in) = 0.00 0.00 0.00 0.00
No. Barrels = 0 0 0 0
Invert El. (ft) = 0.00 0.00 0.00 0.00
Length (ft) = 0.00 0.00 0.00 0.00
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
Multi-Stage = n/a No No No
Crest Len (ft) = 0.00 0.00 0.00 0.00
Crest El. (ft) = 0.00 0.00 0.00 0.00
Weir Coeff. = 3.33 3.33 3.33 3.33
Weir Type = --- --- --- ---
Multi-Stage = No No No No
Exfil.(in/hr) = 8.940 (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).
0.00 1.00 2.00 3.00 4.00 5.00 6.00
Stage (ft)
0.00 430.00
2.00 432.00
4.00 434.00
6.00 436.00
8.00 438.00
Elev (ft)
Discharge (cfs)
Stage / Discharge
Total Q
Pond Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Pond No. 4 - RETENTION BASIN, G
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 430.00 ft Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 430.00 2,919 0 0
1.00 431.00 5,658 4,213 4,213
2.00 432.00 8,364 6,966 11,180
3.00 433.00 11,108 9,703 20,882
4.00 434.00 14,344 12,690 33,573
5.00 435.00 17,855 16,066 49,638
6.00 436.00 21,375 19,587 69,225
7.00 437.00 25,095 23,208 92,433
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 0.00 0.00 0.00 0.00
Span (in) = 0.00 0.00 0.00 0.00
No. Barrels = 0 0 0 0
Invert El. (ft) = 0.00 0.00 0.00 0.00
Length (ft) = 0.00 0.00 0.00 0.00
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
Multi-Stage = n/a No No No
Crest Len (ft) = 0.00 0.00 0.00 0.00
Crest El. (ft) = 0.00 0.00 0.00 0.00
Weir Coeff. = 3.33 3.33 3.33 3.33
Weir Type = --- --- --- ---
Multi-Stage = No No No No
Exfil.(in/hr) = 8.940 (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 0 430.00 --- --- --- --- --- --- --- --- 0.000 --- 0.000
1.00 4,213 431.00 --- --- --- --- --- --- --- --- 1.171 --- 1.171
2.00 11,180 432.00 --- --- --- --- --- --- --- --- 1.731 --- 1.731
3.00 20,882 433.00 --- --- --- --- --- --- --- --- 2.299 --- 2.299
4.00 33,573 434.00 --- --- --- --- --- --- --- --- 2.968 --- 2.968
5.00 49,638 435.00 --- --- --- --- --- --- --- --- 3.695 --- 3.695
6.00 69,225 436.00 --- --- --- --- --- --- --- --- 4.423 --- 4.423
7.00 92,433 437.00 --- --- --- --- --- --- --- --- 5.193 --- 5.193 Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000 --------
2 5.0994 0.1000 0.5670 --------
3 0.0000 0.0000 0.0000 --------
5 5.5223 0.1000 0.4686 --------
10 9.9784 0.1000 0.5666 --------
25 11.9956 0.1000 0.5621 --------
50 14.1968 0.1000 0.5656 --------
100 15.9941 0.1000 0.5621 --------
File name: 4090-03 Intensity.IDF
Intensity = B / (Tc + D)^E
Return Intensity Values (in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.02 1.37 1.09 0.93 0.82 0.74 0.68 0.63 0.59 0.55 0.53 0.50 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 2.57 1.87 1.55 1.35 1.22 1.12 1.04 0.98 0.93 0.88 0.84 0.81 10 3.96 2.69 2.14 1.82 1.61 1.45 1.33 1.23 1.15 1.09 1.03 0.98 25 4.80 3.27 2.61 2.22 1.96 1.77 1.62 1.51 1.41 1.33 1.26 1.20 50 5.65 3.84 3.06 2.60 2.29 2.07 1.90 1.76 1.65 1.55 1.47 1.40 100 6.40 4.36 3.48 2.96 2.61 2.36 2.16 2.01 1.88 1.77 1.68 1.60 Tc = time in minutes. Values may exceed 60.
Rainfall Precipitation Table (in)
e: F:\Projects\4090\003\_Support Files\Reports\Hydrology\Preliminary Hydrology\Calculation\4090-03 Precipitation.pcp Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 0.00 1.28 0.00 2.04 2.33 3.18 4.00 4.30
SCS 6-Hr 0.00 0.82 0.00 1.13 1.28 1.83 2.11 2.50
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Hyd. No. 35
RETENTION BASIN, G
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 100 yrs Time to peak = 12.70 hrs
Time interval = 2 min Hyd. volume = 0 cuft
Inflow hyd. No. = 34 - 4090-03 P-G-OVERALL POST DEVT UNIT HYDROGRAPHReservoir name = RETENTION BASIN, Max. Elevation = 434.03 ft Max. Storage = 34,030 cuft
Storage Indication method used. Exfiltration extracted from Outflow.
Hydrograph Discharge Table ( Printed values >= 1.00% of Qp.) Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
9.30 0.123 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
9.43 0.140 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
9.67 0.168 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
9.87 0.200 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
10.00 0.228 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
10.63 0.435 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
10.67 0.451 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
11.10 0.729 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
12.70 3.259 0.000 << ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 <<
12.93 2.423 0.000 << ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 <<
17.67 0.629 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
20.60 0.419 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
21.13 0.411 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
21.23 0.410 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
21.30 0.409 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
22.27 0.394 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
22.63 0.389 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
22.70 0.388 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
23.07 0.382 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
23.20 0.380 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
23.77 0.371 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 Pond Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Pond No. 5 - RETENTION BASIN, K2
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 424.00 ft Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 424.00 8,417 0 0
1.00 425.00 10,171 9,279 9,279
2.00 426.00 12,027 11,085 20,364
3.00 427.00 13,991 12,995 33,360
4.00 428.00 16,244 15,102 48,461
5.00 429.00 19,663 17,925 66,386
6.00 430.00 23,344 21,475 87,861
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 0.00 0.00 0.00 0.00
Span (in) = 0.00 0.00 0.00 0.00
No. Barrels = 0 0 0 0
Invert El. (ft) = 0.00 0.00 0.00 0.00
Length (ft) = 0.00 0.00 0.00 0.00
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
Multi-Stage = n/a No No No
Crest Len (ft) = 0.00 0.00 0.00 0.00
Crest El. (ft) = 0.00 0.00 0.00 0.00
Weir Coeff. = 3.33 3.33 3.33 3.33
Weir Type = --- --- --- ---
Multi-Stage = No No No No
Exfil.(in/hr) = 8.940 (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).
0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00
Stage (ft)
0.00 424.00
1.00 425.00
2.00 426.00
3.00 427.00
4.00 428.00
5.00 429.00
6.00 430.00
Elev (ft)
Discharge (cfs)
Stage / Discharge
Total Q
24.03 0.363 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
24.30 0.162 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
24.37 0.095 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
24.53 0.004 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
25.53 0.000 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
25.57 0.000 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
25.90 0.000 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
26.43 0.000 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
26.63 0.000 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 ...End
RETENTION BASIN, K2
DRAINAGE AREA, K2
Hydrograph Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Hyd. No. 40
RETENTION BASIN, K2
Hydrograph type = Reservoir Peak discharge = 0.000 cfs
Storm frequency = 100 yrs Time to peak = 12.40 hrs
Time interval = 2 min Hyd. volume = 0 cuft
Inflow hyd. No. = 39 - 4090-03 P-K-OVERALL POST DEVT UNIT HYDROGRAPHMax. Elevation = 424.77 ft Reservoir name = RETENTION BASIN, K2 Max. Storage = 7,109 cuft Storage Indication method used. Exfiltration extracted from Outflow. 0 2 4 6 8 10 12 14 16 18 20 22 24 26 28
Q (cfs)
0.00 0.00
1.00 1.00
2.00 2.00
3.00 3.00
4.00 4.00
5.00 5.00
6.00 6.00
7.00 7.00
Q (cfs)
Time (hrs)
RETENTION BASIN, K2
Hyd. No. 40 -- 100 Year
Hyd No. 40 Hyd No. 39 Total storage used = 7,109 cuft
Pond Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Pond No. 5 - RETENTION BASIN, K2
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 424.00 ft Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 424.00 8,417 0 0
1.00 425.00 10,171 9,279 9,279
2.00 426.00 12,027 11,085 20,364
3.00 427.00 13,991 12,995 33,360
4.00 428.00 16,244 15,102 48,461
5.00 429.00 19,663 17,925 66,386
6.00 430.00 23,344 21,475 87,861
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 0.00 0.00 0.00 0.00
Span (in) = 0.00 0.00 0.00 0.00
No. Barrels = 0 0 0 0
Invert El. (ft) = 0.00 0.00 0.00 0.00
Length (ft) = 0.00 0.00 0.00 0.00
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
Multi-Stage = n/a No No No
Crest Len (ft) = 0.00 0.00 0.00 0.00
Crest El. (ft) = 0.00 0.00 0.00 0.00
Weir Coeff. = 3.33 3.33 3.33 3.33
Weir Type = --- --- --- ---
Multi-Stage = No No No No
Exfil.(in/hr) = 8.940 (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).
0.00 0.50 1.00 1.50 2.00 2.50 3.00 3.50 4.00 4.50 5.00
Stage (ft)
0.00 424.00
1.00 425.00
2.00 426.00
3.00 427.00
4.00 428.00
5.00 429.00
6.00 430.00
Elev (ft)
Discharge (cfs)
Stage / Discharge
Total Q
Pond Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Pond No. 5 - RETENTION BASIN, K2
Pond Data
Contours -User-defined contour areas. Conic method used for volume calculation. Begining Elevation = 424.00 ft Stage / Storage Table
Stage (ft) Elevation (ft) Contour area (sqft) Incr. Storage (cuft) Total storage (cuft)
0.00 424.00 8,417 0 0
1.00 425.00 10,171 9,279 9,279
2.00 426.00 12,027 11,085 20,364
3.00 427.00 13,991 12,995 33,360
4.00 428.00 16,244 15,102 48,461
5.00 429.00 19,663 17,925 66,386
6.00 430.00 23,344 21,475 87,861
Culvert / Orifice Structures Weir Structures
[A] [B] [C] [PrfRsr] [A] [B] [C] [D]
Rise (in) = 0.00 0.00 0.00 0.00
Span (in) = 0.00 0.00 0.00 0.00
No. Barrels = 0 0 0 0
Invert El. (ft) = 0.00 0.00 0.00 0.00
Length (ft) = 0.00 0.00 0.00 0.00
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
Multi-Stage = n/a No No No
Crest Len (ft) = 0.00 0.00 0.00 0.00
Crest El. (ft) = 0.00 0.00 0.00 0.00
Weir Coeff. = 3.33 3.33 3.33 3.33
Weir Type = --- --- --- ---
Multi-Stage = No No No No
Exfil.(in/hr) = 8.940 (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 0 424.00 --- --- --- --- --- --- --- --- 0.000 --- 0.000
1.00 9,279 425.00 --- --- --- --- --- --- --- --- 2.105 --- 2.105
2.00 20,364 426.00 --- --- --- --- --- --- --- --- 2.489 --- 2.489
3.00 33,360 427.00 --- --- --- --- --- --- --- --- 2.895 --- 2.895
4.00 48,461 428.00 --- --- --- --- --- --- --- --- 3.362 --- 3.362
5.00 66,386 429.00 --- --- --- --- --- --- --- --- 4.069 --- 4.069
6.00 87,861 430.00 --- --- --- --- --- --- --- --- 4.831 --- 4.831 Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Return Intensity-Duration-Frequency Equation Coefficients (FHA) Period
(Yrs) B D E (N/A)
1 0.0000 0.0000 0.0000 --------
2 5.0994 0.1000 0.5670 --------
3 0.0000 0.0000 0.0000 --------
5 5.5223 0.1000 0.4686 --------
10 9.9784 0.1000 0.5666 --------
25 11.9956 0.1000 0.5621 --------
50 14.1968 0.1000 0.5656 --------
100 15.9941 0.1000 0.5621 --------
File name: 4090-03 Intensity.IDF
Intensity = B / (Tc + D)^E
Return Intensity Values (in/hr)
Period
(Yrs) 5 min 10 15 20 25 30 35 40 45 50 55 60
1 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2 2.02 1.37 1.09 0.93 0.82 0.74 0.68 0.63 0.59 0.55 0.53 0.50 3 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5 2.57 1.87 1.55 1.35 1.22 1.12 1.04 0.98 0.93 0.88 0.84 0.81 10 3.96 2.69 2.14 1.82 1.61 1.45 1.33 1.23 1.15 1.09 1.03 0.98 25 4.80 3.27 2.61 2.22 1.96 1.77 1.62 1.51 1.41 1.33 1.26 1.20 50 5.65 3.84 3.06 2.60 2.29 2.07 1.90 1.76 1.65 1.55 1.47 1.40 100 6.40 4.36 3.48 2.96 2.61 2.36 2.16 2.01 1.88 1.77 1.68 1.60 Tc = time in minutes. Values may exceed 60.
Rainfall Precipitation Table (in)
e: F:\Projects\4090\003\_Support Files\Reports\Hydrology\Preliminary Hydrology\Calculation\4090-03 Precipitation.pcp Storm
Distribution 1-yr 2-yr 3-yr 5-yr 10-yr 25-yr 50-yr 100-yr SCS 24-hour 0.00 1.28 0.00 2.04 2.33 3.18 4.00 4.30
SCS 6-Hr 0.00 0.82 0.00 1.13 1.28 1.83 2.11 2.50
Huff-1st 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-2nd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-3rd 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-4th 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Huff-Indy 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
Custom 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00
12.40 1.061 0.000 << ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 <<
12.70 0.649 0.000 << ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 <<
13.43 0.399 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
14.00 0.304 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
14.43 0.266 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
15.43 0.216 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
15.57 0.209 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
15.70 0.202 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
15.73 0.200 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
16.17 0.179 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
17.43 0.154 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
17.63 0.151 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
17.67 0.150 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
17.70 0.149 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
17.83 0.147 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
17.87 0.146 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
17.90 0.146 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
18.00 0.144 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
18.30 0.138 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
18.33 0.138 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
18.50 0.134 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
18.63 0.132 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
18.70 0.131 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
18.77 0.129 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
18.80 0.129 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
19.13 0.122 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
19.20 0.121 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
19.27 0.120 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
19.40 0.117 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
19.53 0.115 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
19.77 0.110 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 Continues on next page...
25.03 0.000 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
25.20 0.000 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
25.27 0.000 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
25.40 0.000 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
25.57 0.000 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
25.73 0.000 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
25.77 0.000 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
25.93 0.000 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
26.07 0.000 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
26.17 0.000 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
26.20 0.000 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 ...End
RETENTION BASIN, K2
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
19.80 0.110 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
19.90 0.108 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
20.00 0.106 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
20.43 0.102 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
20.50 0.101 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
20.67 0.101 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
20.70 0.101 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
20.77 0.100 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
20.83 0.100 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
20.87 0.100 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
20.90 0.100 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
20.93 0.100 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
20.97 0.100 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
21.00 0.100 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
21.07 0.099 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
21.10 0.099 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
21.27 0.099 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
21.37 0.098 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
21.50 0.098 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
21.53 0.098 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
21.57 0.097 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
21.60 0.097 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
21.83 0.096 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
21.87 0.096 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
22.00 0.096 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
22.07 0.096 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
22.17 0.095 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
22.23 0.095 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000 Continues on next page...
RETENTION BASIN, K2
Hydrograph Discharge Table
Time Inflow Elevation Clv A Clv B Clv C PfRsr Wr A Wr B Wr C Wr D Exfil Outflow (hrs) cfs ft cfs cfs cfs cfs cfs cfs cfs cfs cfs cfs
22.27 0.095 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
22.30 0.095 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
22.60 0.094 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
22.67 0.093 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
22.70 0.093 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
22.83 0.093 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
22.90 0.093 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
23.10 0.092 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
23.13 0.092 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
23.27 0.091 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
23.33 0.091 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
23.37 0.091 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
23.57 0.090 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
23.67 0.090 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
23.70 0.090 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
23.73 0.089 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
23.77 0.089 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
23.87 0.089 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
24.07 0.079 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
24.17 0.044 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
24.20 0.031 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
24.57 0.000 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
24.60 0.000 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
24.70 0.000 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
24.77 0.000 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
24.80 0.000 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
24.83 0.000 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
24.87 0.000 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
24.97 0.000 0.000 ----- ----- ----- ----- ----- ----- ----- ----- ----- 0.000
APPENDIX 5
HYDROLOGY MAPS:
PRE-DEVELOPMENT DRAINAGE MAP
POST DEVELOPMENT DRAINAGE MAP
POST DEVELOPMENT UNIT HYDROGRAPH MAP
RIO ROSALIA DRIVE
AVENIDA QUINTANA
RIO PECOS DRIVE
LANDAU BLVD.
RIO COLORADO RD.
RIO BRAVO RD.
RIO ARBOLITOS RD.
RIO VISTA DRIVE
RIO LARGO ROAD
G
N I R E E N E I G
N
LEGEND
f u l l c i r c l e t h i n k i n g
PREPARED BY:
PRE-DEVELOPMENT
DRAINAGE MAP
APN 677-050-017 & 018
CATHEDRAL CITY, CA
VICINITY MAP
RIO ROSALIA DRIVE
AVENIDA QUINTANA RIO PECOS DRIVE
LANDAU BLVD.
RIO COLORADO RD.
RIO BRAVO RD.
RIO ARBOLITOS RD.
RIO VISTA DRIVE
RIO LARGO ROAD
G
N I R E E N E I G
N f u l l c i r c l e t h i n k i n g LEGEND PREPARED BY: POST DEVELOPMENT DRAINAGE MAP APN 677-050-017 & 018 CATHEDRAL CITY, CA VICINITY MAP NOTE:
RIO ROSALIA DRIVE
AVENIDA QUINTANA RIO PECOS DRIVE
LANDAU BLVD.
RIO COLORADO RD.
RIO BRAVO RD.
RIO ARBOLITOS RD.
RIO VISTA DRIVE
RIO LARGO ROAD
G
N I R E E N E I G
N f u l l c i r c l e t h i n k i n g LEGEND PREPARED BY: POST DEVELOPMENT UNIT HYDROGRAPH DRAINAGE MAP APN 677-050-017 & 018 CATHEDRAL CITY, CA VICINITY MAP REQUIRED RETAINED VOLUME NOTE:
APPENDIX 6
EXCERPTS: APPROVED MASTER-HYDROLOGY
FOR RIO VISTA VILLAGE (FOR REFERENCE ONLY)
APPENDIX 7
SUPPORTING DOCUMENTS
1. Approximate Geographic Boundaries for NRCS Rainfall Distribution
2. Runoff Coefficient Table
3. SCS Curve Number Table