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 par t 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 design ated for the project site to drain per the approved Master Hydrology report for Rio Vista Villa ge. 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 it s existing conditions. Adjacent development surrounding the area site includes the Rio Vista El ementary 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 post- development condition. This hydrology report will a lso 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 Hydro graph will be used to calculate the runoff volume generated at post condition. Post developmen t 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 Conservatio n 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 undevelo ped property. The over all 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 t o the existing designated retention b asins. 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 pro ject area of the Master WQMP (M- WQMP) 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 propos ed deve lopment 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 c apacity to retain for the 100- year, 24 -hour storm event. This means t he design of the existing basin exceed the current NPDES WQMP requirements per Cathedral City Municipal Code Title 8 § 8.24.070 requiring a minimum storag e f or 1 00yr-3Hr duration storm even t. The Autodesk Civil 3D Hydraflow Unit Hydrograph and RCFC & WCD data was utilized to calculate this. R unoff from the propo sed development site wil l sheet flow through the curb and gutters then to the on-site s torm drain system and eventually to the existing retention basin s. A catch basin filter insert w ill 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 appro priate 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 Drainag e Maps. Drainage area P-E will be directed to existing retention basin, E. Drainage area P-F will flow to existing rete ntion 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 mus t 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 metho d is commonly used to determine peak discharge from relativel y 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 Civil 3D Hydraflow NRCS Unit Hydrograph Calculat or with the rainfall intensit y 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 h ydrologic calculations m ay 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 M-
WQMP 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 M-
WQMP 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 M-
WQMP 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 Pre-
Development
Flow Rate,
Q100
Total Post-
Development Flow
Rate (No
Retention), Q100
Retention
Volume
Provided
(Pro-rated)
Total Post-
Development 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 Pre-
Development
Flow Rate,
Q100
Total Post-
Development Flow
Rate (No
Retention), Q100
Retention
Volume
Provided
(Pro-rated)
Total Post-
Development 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 Pre-
Development
Flow Rate,
Q100
Total Post-
Development Flow
Rate (No
Retention), Q100
Retention
Volume
Provided
(Pro-rated)
Total Post-
Development 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 Pre-
Development
Flow Rate,
Q100
Total Post-
Development Flow
Rate (No
Retention), Q100
Retention
Volume
Provided
(Pro-rated)
Total Post-
Development Flow
Rate (After
Retention), Q100
Conclusion
Existing Retetion
Basin, K2 3.36 cfs 6.75 cfs 17,177
cu.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")
THE SITE
(0.57)
(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 t he 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 stormw ater 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 provis ions to store runoff from rainfall events up to and including the one-hundr ed-year, three-hour duration event.
If a suitable outlet for a detention basin is not available, or if engineering analysis indicates that available out let 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 Coeffic ients (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)
me: F:\Projects\4090\003\_Support Fi les\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 Coeffic ients (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)
me: F:\Projects\4090\003\_Support Fi les\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 Coeffic ients (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)
me: F:\Projects\4090\003\_Support Fi les\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 Coeffic ients (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)
me: F:\Projects\4090\003\_Support Fi les\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 Coeffic ients (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)
me: F:\Projects\4090\003\_Support Fi les\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 Coeffic ients (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)
me: F:\Projects\4090\003\_Support Fi les\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 Coeffic ients (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)
me: F:\Projects\4090\003\_Support Fi les\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 Coeffic ients (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)
me: F:\Projects\4090\003\_Support Fi les\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 Coeffic ients (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)
me: F:\Projects\4090\003\_Support Fi les\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. 6
4090-03 P-E1 POST DEVT UNIT HYDROGRAPH
Hydrograph type = SCS Runoff Peak discharge = 2.834 cfs Storm frequency = 100 yrs Time to peak = 726 min
Time interval = 2 min Hyd. volume = 11,076 cuft
Drainage area = 1.350 ac Curve number = 80
Basin Slope = 1.0 % Hydraulic length = 456 ft
Tc method = LAG Time of conc. (Tc) = 16.90 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
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 Coeffic ients (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)
me: F:\Projects\4090\003\_Support Fi les\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 Coeffic ients (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)
me: F:\Projects\4090\003\_Support Fi les\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 Coeffic ients (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)
me: F:\Projects\4090\003\_Support Fi les\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 Coeffic ients (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)
me: F:\Projects\4090\003\_Support Fi les\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 Coeffic ients (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)
me: F:\Projects\4090\003\_Support Fi les\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 Coeffic ients (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)
me: F:\Projects\4090\003\_Support Fi les\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 Coeffic ients (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)
me: F:\Projects\4090\003\_Support Fi les\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 M-
Hydrology
Total Ret. Volume
Provided, cu.ft. per M-
Hydrology
Delta Volume, 100YR-
24HR (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, 100YR-
24HR (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 DEV T UNIT HYDROGRAPH Max. 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. St orage (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. St orage (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 W r 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 --- 1.24 0
2.00 12,032 443.00 --- --- --- --- --- --- --- --- 1.567 --- 1.5 67
3.00 20,325 444.00 --- --- --- --- --- --- --- --- 1.871 --- 1.8 71
4.00 30,158 445.00 --- --- --- --- --- --- --- --- 2.204 --- 2.2 04
5.00 41,720 446.00 --- --- --- --- --- --- --- --- 2.587 --- 2.5 87
6.00 55,194 447.00 --- --- --- --- --- --- --- --- 2.995 --- 2.9 95
7.00 70,705 448.00 --- --- --- --- --- --- --- --- 3.431 --- 3.4 31
8.00 88,381 449.00 --- --- --- --- --- --- --- --- 3.891 --- 3.8 91 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 DEV T UNIT HYDROGRAPH Reservoir 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 Coeffic ients (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)
me: F:\Projects\4090\003\_Support Fi les\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 DEV T UNIT HYDROGRAPH Reservoir 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 DEV T UNIT HYDROGRAPH Max. 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. St orage (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. St orage (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 W r 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 --- 2.6 59
2.00 25,642 439.00 --- --- --- --- --- --- --- --- 3.361 --- 3.3 61
3.00 43,578 440.00 --- --- --- --- --- --- --- --- 4.075 --- 4.0 75
4.00 65,018 441.00 --- --- --- --- --- --- --- --- 4.809 --- 4.8 09
5.00 90,079 442.00 --- --- --- --- --- --- --- --- 5.574 --- 5.5 74
6.00 231,705 443.00 --- --- --- --- --- --- --- --- 63.542 --- 6 3.54
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 Coeffic ients (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)
me: F:\Projects\4090\003\_Support Fi les\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 DEV T UNIT HYDROGRAPH Reservoir 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 DEV T UNIT HYDROGRAPH Max. 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 DEV T UNIT HYDROGRAPH Max. 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. St orage (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. St orage (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 W r 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 --- 1.17 1
2.00 11,180 432.00 --- --- --- --- --- --- --- --- 1.731 --- 1.7 31
3.00 20,882 433.00 --- --- --- --- --- --- --- --- 2.299 --- 2.2 99
4.00 33,573 434.00 --- --- --- --- --- --- --- --- 2.968 --- 2.9 68
5.00 49,638 435.00 --- --- --- --- --- --- --- --- 3.695 --- 3.6 95
6.00 69,225 436.00 --- --- --- --- --- --- --- --- 4.423 --- 4.4 23
7.00 92,433 437.00 --- --- --- --- --- --- --- --- 5.193 --- 5.1 93 Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Return Intensity-Duration-Frequency Equation Coeffic ients (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)
me: F:\Projects\4090\003\_Support Fi les\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 DEV T UNIT HYDROGRAPH Reservoir 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. St orage (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 DEV T UNIT HYDROGRAPH Max. 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. St orage (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. St orage (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 W r 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 --- 2.10 5
2.00 20,364 426.00 --- --- --- --- --- --- --- --- 2.489 --- 2.4 89
3.00 33,360 427.00 --- --- --- --- --- --- --- --- 2.895 --- 2.8 95
4.00 48,461 428.00 --- --- --- --- --- --- --- --- 3.362 --- 3.3 62
5.00 66,386 429.00 --- --- --- --- --- --- --- --- 4.069 --- 4.0 69
6.00 87,861 430.00 --- --- --- --- --- --- --- --- 4.831 --- 4.8 31 Hydraflow Rainfall Report
Hydraflow Hydrographs Extension for Autodesk® Civil 3D® by Autodesk, Inc. v2023 Tuesday, 12 / 5 / 2023 Return Intensity-Duration-Frequency Equation Coeffic ients (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)
me: F:\Projects\4090\003\_Support Fi les\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 DRIVEAVENIDA QUINTANA
RIO PECOS DRIVE
LANDAU BLVD.
RIO COLORADO RD.
RIO BRAVO RD.
RIO ARBOLITOS RD.
RIO VISTA DRIVE
RIO LARGO ROAD
GNI REEN EI GNf u l l c i r c l e t h i n k i n g LEGEND
PREPARED BY:
PRE-DEVELOPMENTDRAINAGE MAPAPN 677-050-017 & 018CATHEDRAL CITY, CA
VICINITY MAP
RIO ROSALIA DRIVEAVENIDA QUINTANA
RIO PECOS DRIVE
LANDAU BLVD.
RIO COLORADO RD.
RIO BRAVO RD.
RIO ARBOLITOS RD.
RIO VISTA DRIVE
RIO LARGO ROAD
GNIREENEIGNf u l l c i r c l e t h i n k i n g LEGEND
PREPARED BY:
POST DEVELOPMENTDRAINAGE MAPAPN 677-050-017 & 018CATHEDRAL CITY, CAVICINITY MAP NOTE:
RIO ROSALIA DRIVEAVENIDA QUINTANA
RIO PECOS DRIVE
LANDAU BLVD.
RIO COLORADO RD.
RIO BRAVO RD.
RIO ARBOLITOS RD.
RIO VISTA DRIVE
RIO LARGO ROAD
GNIREENEIGNf u l l c i r c l e t h i n k i n g LEGENDPREPARED BY:
POST DEVELOPMENTUNIT HYDROGRAPHDRAINAGE MAPAPN 677-050-017 & 018CATHEDRAL CITY, CAVICINITY 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
Source: ASCE
Runoff Coefficients (C)
Area Description Coefficient Value Typical Design
Business:
Central business 0.70 - 0.95
District and local 0.50 - 0.70
Residential:
Single family 0.35 - 0.45
Multi-units detached 0.40 - 0.75
Suburban 0.25 - 0.40
Apartments 0.50 - 0.70
Industrial:
Light 0.50 - 0.80
Heavy 0.60 - 0.90
Parks , cemeteries 0.10 - 0.25
Playgrounds 0.20 - 0.35
Railroad yards 0.20 - 0.40
Lawns
Sandy soil 0.05 - 0.20
Heavy soil 0.18 - 0.35 0.30
Unimproved 0.10 - 0.30 0.20
Asphaltic 0.70 - 0.95 0.90
Concrete 0.80 - 0.95 0.90
Roofs 0.75 - 0.95 0.90
Runoff Coefficients (C)
4/ 5/ 2023 mk:@MSITStore:C:\Program%20Files\Autodesk\AutoCAD%202023\C3D\HHApps\Hydro ...
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.