Redondo Beach City Council
April 5, 2022

HYDROLOGY AND

HYDRAULICS REPORT
Prepared For:

Riviera Village Association
1799 South Catalina Ave Unit RVA
Redondo Beach, CA 90277
Attn: Allen Sanford
310-376-8077
Site Address:

Riviera Village Area
Redondo Beach, CA 90277
Report Prepared By:
2411 Cabot Road, Suite 205
Laguna Hills, CA. 92653
949.305.9070
DSC Project No. 01050-20001
Revision 3
Date: 10/15/2020

HYDROLOGY & HYDRAULICS REPORT
Riviera Village Association
Redondo Beach, CA
1 Table of Contents

1.0 INTRODUCTION ................................................................................................................................ 2

2.0 LOCATION ......................................................................................................................................... 2

3.0 METHODOLOGY ................................................................................................................................ 3

4.0 DRAINAGE AREAS ............................................................................................................................. 3

5.0 HYROLOGIC CALCULATIONS ............................................................................................................. 4

6.0 HYRAULIC CALCULATIONS ................................................................................................................ 5

7.0 CONCLUSION AND RECOMMENDATIONS ....................................................................................... 6

8.0 DECLARATION OF RESPONSIBLE CHARGE ....................................................................................... 6 Appendices
Appendix A – Parklet Map
Appendix B – Hydrologic Parameters and Hydrology Map
Appendix C – LA County HydroCalc Results
Appendix D – Hydraulic Calculations, Inlet and Conduit Sizing Calculations Appendix E – Operations & Maintenance Plan

HYDROLOGY & HYDRAULICS REPORT
Riviera Village Association
Redondo Beach, CA
2 1.0 INTRODUCTION
The purpose of this report is to provide hydrologic and hydraulic calculations for the Riviera Village area within Redondo Beach for existing and planned parklet areas. These parklet areas are used as outdoor dining and seating areas for adjacent businesses and restaurants in order to comply with COVID-19 restrictions. The City of Redondo Beach has requested a hydrology and hydraulics study be performed to analyze the impact of these parklet facilities on the hydraulic capacity of the street, curb, and gutter to carry the required storm event flows. The existing parklets are constructed of wood and steel framed decks surrounded by K-Rails for vehicle crash protection. The parklets are constructed in parking areas within the street.

2.0 LOCATION
The project location and study area is the Riviera Village area within the City of Redondo Beach. This area is bounded by Avenue I to the North, Pacific Coast Highway and Palos Verdes Boulevard to the east, and Catalina Avenue to the west and south.

The study area is shown below and on the Hydrology Map in Appendix B.

Study Area

HYDROLOGY & HYDRAULICS REPORT
Riviera Village Association
Redondo Beach, CA
3 Aerial Map (Google Earth)

3.0 METHODOLOGY
Runoff rates were determined based on the Los Angeles County Hydrology Manual. The City of Redondo Beach uses the 25 Year storm event as their required level of protection for permanent structures. The parklets are temporary facilities to accommodate COVID19 restrictions and are not planned to be in place longer than one wet season. Therefore, higher frequency storm events were also analyzed to more closely reflect a storm event that would more likely happen during any single wet season. The two storms that were selected were the 85th Percentile Storm Event and the 2-Year storm event. The 85th Percentile Storm Event is used to size Low Impact Development facilities throughout Los Angeles County and represents rainfall depths that 85 percent of storms fall within. The 2-Year storm event corresponds to a storm that would occur approximately every 2 years with a 90% level of confidence.

The following table shows the corresponding isohyetal rainfall depth for each of the analyzed storm events. The values were obtained from the Los Angeles County Hydrology Manual and LA County GIS Maps and are also included in Appendix B of this report:

Storm Event Isohyet (in.)
50 Year 5.05
25 Year 4.42
2 Year 2.28
85th Percentile 0.60

4.0 DRAINAGE AREAS
Drainage areas were defined for the Riviera Village area using several methods. First, a preliminary hydrology map was created using information obtained from available Los Angeles County GIS and Google Earth topographic data. This map was then field verified on September 2, 2020. During the field verification, existing slopes of streets, curbs and gutters were measured using a 4’ digital level. Existing storm drain catch basins were inventoried along with their slopes, widths, local depressions, and other pertinent characteristics. In addition, record street and storm drain plans provided by the City of Redondo Beach and those found on the LA County Record Plan website were used to verify the watershed boundaries and flow patterns. A final hydrology map was then prepared for use in the hydrologic calculations.

The drainage area contributing to the Riviera Village area is fairly complex as numerous flow-by catch basins partially intercept flows from the Hollywood Riviera area, City of Torrance, and extending down Palos Verdes Boulevard to the south. In general, runoff is towards the west towards the Pacific Ocean. Within the Riviera Village area, flows concentrate at a sump at the intersection of Vista Del Mar and Catalina Avenue where a total of seven catch basins are located. A more detailed description of the various watersheds and their contribution to the Riviera Village area is below:

HYDROLOGY & HYDRAULICS REPORT
Riviera Village Association
Redondo Beach, CA
4 Pacific Coast Highway: Pacific Coast Highway (PCH) runs south and then towards the southeast at the northern boundary of the Riviera Village. PCH is a crowned multi-laned urban roadway. The west side of PCH contributes to the Riviera Village watershed. A high point is located approximately at Avenue G with flows on the west side of PCH flowing south from this point down Elena Avenue and onto Avenue I. PCH to the east of Palos Verdes Boulevard also slopes towards the Riviera Village area. The southern half of the street section specifically has a flow path towards Avenue I. Several large flow-by catch basins were found east of Palos Verdes Boulevard. In total, two 21 foot flow-by catch basins located east of Paseo De Las Delicias and two 14 foot flow-by catch basins west of Camino De Las Colinas intercept flow within PCH. In addition, flow from PCH is intercepted by 10’ and 8’ long catch basins in localized sumps at Avenue I east of Elena Avenue.

These numerous catch basins were found to intercept nearly all flow that would be possible running down PCH into the Riviera Village area. These flows from the eastern portion of PCH were ignored as part of the overall contributing watershed for the study.

Palos Verdes Boulevard: A large drainage area exists along the southern portion of Palos Verdes Boulevard extending south and east through the Cities of Torrance and to Palos Verdes Estates. Numerous flow-by catch basins exist within this drainage area that partially intercept flows. Flows not intercepted by the local storm drain catch basins are routed to Palos Verdes Boulevard where they flow towards the north and Catalina Avenue. Palos Verdes Boulevard is a crowned roadway section south of Catalina Avenue. Between Catalina Avenue and PCH, Palos Verdes Boulevard is superelevated to the west, forcing all flows on the north side gutter towards the west. The large flows within Palos Verdes Boulevard south of Catalina Avenue are directed down the south half of Catalina Avenue.

These flows are partially intercepted by a 14’ flow-by catch basin located on the southwest corner of Catalina Avenue and Palos Verdes Boulevard. To estimate the flows and drainage area along Palos Verdes Boulevard, a watershed extending south towards Calle Miramar was used.

5.0 HYROLOGIC CALCULATIONS
Storm volumes and peak flow rates for the 25 year, 2 year and 85th percentile storm event were generated using the Los Angeles County HydroCalc v1.0.3 Calculator. The calculator was developed by the Los Angeles County Public Works Department based on the Modified Rational Method as shown in the Los Angeles County Hydrology Manual.

The Calculator is available for use by the public. A copy of the HydroCalc output results are included in Appendix C of this report.

Inputs for the HydroCalc program were determined from the Los Angeles County Hydrology Manual and associated tables and figures. A copy of which has been included in Appendix B of this report. Tributary areas were determined based on Drainage Areas as described in the previous sections. Flow Lengths, elevations, and percentages of impervious surfaces were developed from available information including LA County GIS Data, Google Earth and field measured data. A summary of the HydroCalc results are included in the following table:

HYDROLOGY & HYDRAULICS REPORT
Riviera Village Association
Redondo Beach, CA
5 Peak Flow Rate (cfs)
Subarea Area (acres) 25-yr 2-yr 85th Percentile
A1 1.73 2.44 0.78 0.17
A2 1.96 2.77 0.91 0.19
B1 1.9 2.58 0.84 0.18
B2 4.92 7.23 2.32 0.48
B3 0.67 1.28 0.40 0.09
C1 1.29 1.98 0.62 0.13
D1 5.12 8.23 2.66 0.56
E1 7.45 9.20 2.62 0.55
E2 5.08 8.16 2.63 0.54
E3 4.55 7.51 2.15 0.45
E4 5.71 10.24 3.22 0.67
E5 0.55 1.25 0.40 0.08
F1 28.52 30.11 8.89 1.88
F2 1.23 1.98 0.64 0.13

6.0 HYRAULIC CALCULATIONS
The existing parklets cut-off flow that would typically be contained within the curb and gutter portion of the street. Hydraulic calculations were performed to determine the required hydraulic conduit sizes to be installed adjacent to the curb face to pass the required flows under the wood framed parklet areas. Hydraulic calculations were performed in Bentley FlowMaster version 10.03.00.03 for the sizing of the hydraulic conduits and to also determine the flows intercepted at various catch basins within the watershed. Hydraulic Calculations are included in Appendix D. Hydraulic Calculations were performed for the 85th percentile and 2 year storm events to determine the required hydraulic conduits required for the parklets. Parklets should be designed to accommodate the 2 year storm event sizing at a minimum. Larger storm events require the un-impeded curb and gutter sections to be utilized to convey storm flows. A summary of the required conduit sizes are included in the table below:

Conduit Sizes
Location 2 Year Storm Event 85th Percentile Storm Event Avenue I 6” Height x6” Width 6” Height x6” Width
Catalina Avenue, West Side
North of Vista Del Mar 6” Height x6” Width 6” Height x6” Width Catalina Avenue, East Side
North of Vista Del Mar 6” Height x14” Width 6” Height x6” Width Catalina Avenue, West Side
South of Vista Del Mar 6” Height x16” Width 6” Height x6” Width Catalina Avenue, East Side
South of Vista Del Mar 6” Height x30” Width 6” Height x6” Width

HYDROLOGY & HYDRAULICS REPORT
Riviera Village Association
Redondo Beach, CA
6 The City of Redondo Beach provided a threshold of 3 ft/sec for the velocity for flows within the street and gutter section. In addition, the conduit sizes listed above would need to meet this velocity threshold at the outlet. Based on the hydraulic calculations, several street flow sections exceed this 3 ft/sec criteria regardless of the impact of the parklet construction. The addition of the parklet conduits further constrain flow and raise velocities approximately 1 ft/sec in some areas. Flow velocity dissipaters in the form of gravel bags near the outlet of the parklet conduits can be placed to reduce the impact of these velocities during larger storm events. However, the placement of these flow dissipaters would increase the overall flood elevations and may lead to the potential for additional flooding. Therefore, since the overall flow velocities do not significantly exceed 3 ft/sec and the flow is contained within the street section, velocity dissipaters are not recommended for outlet conditions.

7.0 CONCLUSION AND RECOMMENDATIONS
The existing parklet construction impacts the hydraulic carrying capacity of the street, curb, and gutter. The parklets are short term, temporary facilities that can be modified to provide some level of flood protection. It is recommended that each parklet be provided with, at a minimum, openings or conduits adjacent to the curb and gutter per the Table in Section 6. For larger forecasted rain events, an emergency action plan should be in place that provides increased flow capacity within the street section with the ultimate goal of flood protection for permanent structures. Gravel bags should be placed at the inlet side of the parklets to funnel and direct flow to the hydraulic conduits provided under the parklet platforms. In addition, flow should be allowed to flow from the street centerline under the K-Rails and towards the curb and hydraulic conduit section. This flow can be provided by small cut-outs on the street side of the existing plywood sheathing. The K-Rails already have integral openings at the base to allow flow to pass under them.

An emergency action plan should be developed between the Riviera Village Association and the City of Redondo Beach to closely monitor each approaching storm event and be able to respond accordingly. Response may include modifications, gravel bagging, and potentially partial removal of the parklet facilities.

8.0 DECLARATION OF RESPONSIBLE CHARGE
I hereby declare that I am the engineer of work for this project, that I have exercised responsible charge over the design of the project as defined in Section 6703 of the Business and Professions code, and that the design is consistent with current standards.

I understand that the review of this report by the City of Redondo Beach is confined to a review only and does not relieve me, as engineer of work, of my responsibilities for project design.

Joseph E. Dietz, PE Date

10.15.2020

HYDROLOGY & HYDRAULICS REPORT
Riviera Village Association
Redondo Beach, CA

Appendix A – Parklet Map

HYDROLOGY & HYDRAULICS REPORT
Riviera Village Association
Redondo Beach, CA

Appendix B – Hydrologic Parameters and Hydrology Map














 















 

  
  

  
  
  
 
 

    


      




 

 
 



 




 
 



 








 

 
  

 




 



NOAA Atlas 14, Volume 6, Version 2
Location name: Redondo Beach, California, USA*
Latitude: 33.8164°, Longitude: -118.3877°
Elevation: 61.05 ft**
* source: ESRI Maps
** source: USGS

POINT PRECIPITATION FREQUENCY ESTIMATES
Sanja Perica, Sarah Dietz, Sarah Heim, Lillian Hiner, Kazungu Maitaria, Deborah Martin, Sandra Pavlovic, Ishani Roy, Carl Trypaluk, Dale Unruh, Fenglin Yan, Michael Yekta, Tan Zhao, Geoffrey Bonnin, Daniel Brewer, Li-Chuan Chen, Tye Parzybok, John Yarchoan NOAA, National Weather Service, Silver Spring, Maryland PF_tabular | PF_graphical | Maps_&_aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches) 1 Duration
Average recurrence interval (years)
1 2 5 10 25 50 100 200 500 1000
5-min 0.123
(0.104‑0.149)

0.162
(0.136‑0.195)

0.213
(0.178‑0.257)

0.254
(0.211‑0.310)

0.311
(0.248‑0.393)

0.354
(0.277‑0.459)

0.399
(0.303‑0.530)

0.444
(0.328‑0.608)

0.507
(0.357‑0.725)

0.555
(0.377‑0.824)
10-min 0.177
(0.149‑0.213)

0.232
(0.195‑0.280)

0.305
(0.255‑0.369)

0.365
(0.302‑0.445)

0.446
(0.356‑0.564)

0.508
(0.397‑0.657)

0.572
(0.435‑0.759)

0.637
(0.470‑0.872)

0.726
(0.512‑1.04)

0.795
(0.541‑1.18)
15-min 0.214
(0.180‑0.258)

0.281
(0.236‑0.339)

0.369
(0.308‑0.446)

0.441
(0.365‑0.538)

0.539
(0.431‑0.682)

0.614
(0.480‑0.795)

0.691
(0.526‑0.918)

0.770
(0.569‑1.06)

0.878
(0.620‑1.26)

0.962
(0.654‑1.43)
30-min 0.292
(0.245‑0.352)

0.384
(0.321‑0.462)

0.504
(0.421‑0.609)

0.602
(0.499‑0.734)

0.736
(0.588‑0.930)

0.839
(0.655‑1.09)

0.944
(0.718‑1.25)

1.05 (0.776‑1.44)

1.20 (0.846‑1.72)

1.31 (0.893‑1.95)
60-min 0.418
(0.351‑0.503)

0.549
(0.460‑0.661)

0.721
(0.602‑0.871)

0.861
(0.713‑1.05)

1.05 (0.841‑1.33)

1.20 (0.937‑1.55)

1.35 (1.03‑1.79)

1.50 (1.11‑2.06)

1.71 (1.21‑2.45)

1.88 (1.28‑2.79)
2-hr 0.605
(0.508‑0.729)

0.794
(0.665‑0.957)

1.04 (0.870‑1.26)

1.24 (1.03‑1.52)

1.52 (1.21‑1.92)

1.73 (1.35‑2.24)

1.95 (1.48‑2.58)

2.17 (1.60‑2.97)

2.47 (1.74‑3.53)

2.70 (1.84‑4.01)
3-hr 0.744
(0.624‑0.895)

0.975
(0.817‑1.18)

1.28 (1.07‑1.55)

1.53 (1.26‑1.86)

1.86 (1.49‑2.36)

2.12 (1.66‑2.75)

2.39 (1.82‑3.17)

2.66 (1.96‑3.64)

3.03 (2.14‑4.34)

3.32 (2.26‑4.93)
6-hr 1.04
(0.870‑1.25)

1.36 (1.14‑1.64)

1.79 (1.49‑2.16)

2.13 (1.77‑2.60)

2.61 (2.08‑3.29)

2.97 (2.32‑3.84)

3.34 (2.54‑4.43)

3.72 (2.75‑5.09)

4.24 (2.99‑6.07)

4.64 (3.16‑6.89)
12-hr 1.33
(1.12‑1.61)

1.76 (1.47‑2.12)

2.31 (1.93‑2.79)

2.76 (2.28‑3.37)

3.37 (2.69‑4.26)

3.84 (3.00‑4.97)

4.32 (3.29‑5.74)

4.81 (3.55‑6.59)

5.48 (3.87‑7.85)

6.00 (4.08‑8.91)
24-hr 1.72
(1.52‑1.99)

2.28 (2.01‑2.64)

3.01 (2.65‑3.49)

3.61 (3.16‑4.22)

4.42 (3.74‑5.34)

5.05 (4.18‑6.22)

5.69 (4.60‑7.17)

6.34 (4.99‑8.22)

7.23 (5.47‑9.76)

7.92 (5.79‑11.1)
2-day 2.07
(1.83‑2.38)

2.75 (2.43‑3.18)

3.66 (3.22‑4.24)

4.41 (3.85‑5.15)

5.43 (4.60‑6.56)

6.23 (5.17‑7.68)

7.06 (5.71‑8.90)

7.91 (6.23‑10.3)

9.08 (6.86‑12.3)

10.00 (7.31‑14.0)
3-day 2.32
(2.05‑2.68)

3.10 (2.74‑3.58)

4.14 (3.65‑4.80)

5.00 (4.37‑5.85)

6.20 (5.24‑7.48)

7.14 (5.91‑8.79)

8.10 (6.56‑10.2)

9.11 (7.18‑11.8)

10.5 (7.95‑14.2)

11.6 (8.49‑16.2)
4-day 2.54
(2.25‑2.94)

3.41 (3.01‑3.94)

4.57 (4.03‑5.30)

5.54 (4.84‑6.47)

6.87 (5.81‑8.29)

7.93 (6.57‑9.76)

9.01 (7.29‑11.4)

10.2 (8.00‑13.2)

11.7 (8.87‑15.8)

13.0 (9.49‑18.1)
7-day 2.94
(2.60‑3.39)

3.96 (3.50‑4.58)

5.33 (4.69‑6.17)

6.46 (5.65‑7.55)

8.04 (6.80‑9.70)

9.28 (7.69‑11.4)

10.6 (8.54‑13.3)

11.9 (9.36‑15.4)

13.7 (10.4‑18.6)

15.2 (11.1‑21.2)
10-day 3.17
(2.80‑3.66)

4.29 (3.79‑4.96)

5.79 (5.10‑6.71)

7.03 (6.14‑8.21)

8.76 (7.41‑10.6)

10.1 (8.38‑12.4)

11.5 (9.31‑14.5)

13.0 (10.2‑16.8)

15.0 (11.3‑20.2)

16.6 (12.1‑23.1)
20-day 3.75
(3.31‑4.32)

5.12 (4.52‑5.92)

6.97 (6.14‑8.08)

8.51 (7.44‑9.94)

10.6 (9.00‑12.8)

12.3 (10.2‑15.2)

14.1 (11.4‑17.7)

15.9 (12.5‑20.6)

18.4 (13.9‑24.8)

20.3 (14.9‑28.4)
30-day 4.44
(3.93‑5.13)

6.10 (5.39‑7.05)

8.33 (7.34‑9.66)

10.2 (8.90‑11.9)

12.8 (10.8‑15.4)

14.8 (12.3‑18.2)

16.9 (13.7‑21.3)

19.1 (15.0‑24.7)

22.1 (16.7‑29.9)

24.5 (17.9‑34.2)
45-day 5.22
(4.62‑6.03)

7.16 (6.32‑8.28)

9.77 (8.61‑11.3)

11.9 (10.4‑14.0)

15.0 (12.7‑18.1)

17.4 (14.4‑21.4)

19.8 (16.1‑25.0)

22.4 (17.7‑29.1)

26.0 (19.7‑35.1)

28.9 (21.1‑40.3)
60-day 6.07
(5.37‑7.01)

8.28 (7.31‑9.57)

11.3 (9.91‑13.0)

13.7 (12.0‑16.1)

17.2 (14.6‑20.8)

20.0 (16.5‑24.6)

22.8 (18.4‑28.7)

25.8 (20.3‑33.4)

29.9 (22.6‑40.4)

33.2 (24.3‑46.3)
1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).

Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.

Please refer to NOAA Atlas 14 document for more information.

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PF graphical
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Maps & aerials
Small scale terrain
Large scale terrain
Large scale map
Large scale aerial
+
–
3km
2mi
+
–
100km
60mi
+
–
100km
60mi
A1

4.92 B2

1.73 0.67
B3

1.29 C1

5.12 D1

7.45 E1

5.08 E2

5.71 E4

4.55 E3

0.55 E5

28.52 F1

1.23 F2
A2

1.96 1.90
B1
EH-1
ELEV = 81 FS
Q 85TH = 1.88 (1.88)
Q 2 YR = 8.89 (7.31)
Q 25 YR = 30.11 (14.02)
14' FLOW-BY CATCH BASIN

PALOS VERDES BLVD
AVE I

VISTA DEL MAR

PASEO DE LA PLAYA

CAMINO DE LA COSTA

PACIFIC COAST HWY

CATALINA AVENUE

ELENA AVE

ESPLANADE VIA EL PRADO

AVE DEL NORTE

VISTA DEL MAR

VIA VALENCIA
X.XX
XX
Checked By:

Drawn By:

Project No.:

Designed By:

MARK DATE DESCRIPTION BY
1799 S CATALINA AVE

REDONDO BEACH, CA
JH
JH
01050-20001

RIVIERA VILLAGE AREA

RIVIERA VILLAGE ASSOCIATION

HYDROLOGY MAP
JD
179 FS
123 FS
2 - 14' FLOW-BY

CATCH BASINS
2 - 21' FLOW-BY

CATCH BASINS
10' FLOW-BY

CATCH BASIN

PALOS VERDES BLVD
AVE H

AVE G PACIFIC COAST HWY

CALLE MIRAMAR

CAMINO DE LAS COLINAS

PASEO DE LAS DELICIAS
8' FLOW-BY CATCH
BASIN

DRAINAGE AREA

IDENTIFIER
LEGEND

DRAINAGE AREA,
ACRES

DRAINAGE AREA BOUNDARY

DRAINAGE AREA SUB-AREA

BOUNDARY
76 FS
ELEV = 68 FS
Q 85TH = 0.17 (0.17)
Q 2 YR = 0.78 (0.78)
Q 25 YR = 2.44 (1.92)
4' FLOW-BY CATCH BASIN
ELEV = 64 FS
Q 85TH = 0.19 CFS
Q 2 YR = 0.91 CFS
Q 25 YR = 3.29 CFS
69 FS
83 FS
ELEV = 66 FS
Q 85TH = 0.55 CFS
Q 2 YR = 2.63 CFS
Q 25 YR = 9.20 CFS
ELEV = 64 FS
Q 85TH = 0.18 (0.18)
Q 2 YR = 0.84 (0.71)
Q 25 YR = 2.58 (1.54)
4' FLOW-BY CATCH BASIN
64 FS
ELEV = 57 FS
Q 85TH = 0.13 CFS
Q 2 YR = 0.62 CFS
Q 25 YR = 1.98 CFS

SUMP CATCH
BASINS
ELEV = 57 FS
Q 85TH = 0.13 CFS
Q 2 YR = 2.22 CFS
Q 25 YR = 18.07 CFS
ELEV = 57 FS
Q 85TH = 0.56 CFS
Q 2 YR = 2.66 CFS
Q 25 YR = 8.23 CFS
ELEV = 58 FS
Q 85TH = 0.44 CFS
Q 2 YR = 4.48 CFS
Q 25 YR = 19.89 CFS
4' FLOW-BY CATCH
BASIN
ELEV = 60 FS
Q 85TH = 0.48 CFS
Q 2 YR = 2.45 CFS
Q 25 YR = 8.27 CFS
ELEV = 58 FS
Q 85TH = 0.57 CFS
Q 2 YR = 2.85 CFS
Q 25 YR = 9.55 CFS
69 FS
68 FS
ELEV = 66 FS
Q 85TH = 0.54 CFS
Q 2 YR = 2.63 CFS
Q 25 YR = 8.16 CFS
ELEV = 60 FS
Q 85TH = 1.76 (1.40)
Q 2 YR = 8.49 (4.41)
Q 25 YR = 28.57 (9.93)
7' GRATED CATCH BASIN
ELEV = 78 FS
Q 85TH = 0.45 (0.45)
Q 2 YR = 2.15 (2.15)
Q 25 YR = 7.51 (6.55)
2- 7' FLOW-BY

CATCH BASINS
ELEV = XX FS
Q XX = X.XX (X.XX)

FINISH SURFACE

ELEVATION

FLOW (CFS) INTERCEPTED

BY CATCH BASIN, WHERE

FLOW (CFS) AT NODE APPLICABLE

STORM EVENT

FREQUENCY
123 FS

HYDROLOGY & HYDRAULICS REPORT
Riviera Village Association
Redondo Beach, CA

Appendix C – LA County HydroCalc Results

Peak Flow Hydrologic Analysis
File location: P:/01050_RVA/20001_Hydrology Study/Calcs/HydroCalc Output/RVA Report_REV.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name RVA
Subarea ID A1
Area (ac) 1.73
Flow Path Length (ft) 900.0
Flow Path Slope (vft/hft) 0.0088
50-yr Rainfall Depth (in) 5.05
Percent Impervious 0.89
Soil Type 10
Design Storm Frequency 25-yr
Fire Factor 0
LID False
Output Results
Modeled (25-yr) Rainfall Depth (in) 4.4339
Peak Intensity (in/hr) 1.6883
Undeveloped Runoff Coefficient (Cu) 0.3287
Developed Runoff Coefficient (Cd) 0.8372
Time of Concentration (min) 13.0
Clear Peak Flow Rate (cfs) 2.4451
Burned Peak Flow Rate (cfs) 2.4451
24-Hr Clear Runoff Volume (ac-ft) 0.5159
24-Hr Clear Runoff Volume (cu-ft) 22471.3338
Peak Flow Hydrologic Analysis
File location: P:/01050_RVA/20001_Hydrology Study/Calcs/HydroCalc Output/RVA Report_REV.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name RVA
Subarea ID A2
Area (ac) 1.96
Flow Path Length (ft) 750.0
Flow Path Slope (vft/hft) 0.005
50-yr Rainfall Depth (in) 5.05
Percent Impervious 0.89
Soil Type 10
Design Storm Frequency 25-yr
Fire Factor 0
LID False
Output Results
Modeled (25-yr) Rainfall Depth (in) 4.4339
Peak Intensity (in/hr) 1.6883
Undeveloped Runoff Coefficient (Cu) 0.3287
Developed Runoff Coefficient (Cd) 0.8372
Time of Concentration (min) 13.0
Clear Peak Flow Rate (cfs) 2.7702
Burned Peak Flow Rate (cfs) 2.7702
24-Hr Clear Runoff Volume (ac-ft) 0.5845
24-Hr Clear Runoff Volume (cu-ft) 25458.8521
Peak Flow Hydrologic Analysis
File location: P:/01050_RVA/20001_Hydrology Study/Calcs/HydroCalc Output/RVA Report_REV.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name RVA
Subarea ID B1
Area (ac) 1.9
Flow Path Length (ft) 840.0
Flow Path Slope (vft/hft) 0.005
50-yr Rainfall Depth (in) 5.05
Percent Impervious 0.89
Soil Type 10
Design Storm Frequency 25-yr
Fire Factor 0
LID False
Output Results
Modeled (25-yr) Rainfall Depth (in) 4.4339
Peak Intensity (in/hr) 1.6305
Undeveloped Runoff Coefficient (Cu) 0.3177
Developed Runoff Coefficient (Cd) 0.8359
Time of Concentration (min) 14.0
Clear Peak Flow Rate (cfs) 2.5897
Burned Peak Flow Rate (cfs) 2.5897
24-Hr Clear Runoff Volume (ac-ft) 0.5665
24-Hr Clear Runoff Volume (cu-ft) 24677.8536
Peak Flow Hydrologic Analysis
File location: P:/01050_RVA/20001_Hydrology Study/Calcs/HydroCalc Output/RVA Report_REV.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name RVA
Subarea ID B2
Area (ac) 4.92
Flow Path Length (ft) 860.0
Flow Path Slope (vft/hft) 0.0105
50-yr Rainfall Depth (in) 5.05
Percent Impervious 0.89
Soil Type 10
Design Storm Frequency 25-yr
Fire Factor 0
LID False
Output Results
Modeled (25-yr) Rainfall Depth (in) 4.4339
Peak Intensity (in/hr) 1.753
Undeveloped Runoff Coefficient (Cu) 0.3409
Developed Runoff Coefficient (Cd) 0.8385
Time of Concentration (min) 12.0
Clear Peak Flow Rate (cfs) 7.232
Burned Peak Flow Rate (cfs) 7.232
24-Hr Clear Runoff Volume (ac-ft) 1.4672
24-Hr Clear Runoff Volume (cu-ft) 63911.2442
Peak Flow Hydrologic Analysis
File location: P:/01050_RVA/20001_Hydrology Study/Calcs/HydroCalc Output/RVA Report_REV.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name RVA
Subarea ID B3
Area (ac) 0.67
Flow Path Length (ft) 310.0
Flow Path Slope (vft/hft) 0.0065
50-yr Rainfall Depth (in) 5.05
Percent Impervious 0.89
Soil Type 10
Design Storm Frequency 25-yr
Fire Factor 0
LID False
Output Results
Modeled (25-yr) Rainfall Depth (in) 4.4339
Peak Intensity (in/hr) 2.2584
Undeveloped Runoff Coefficient (Cu) 0.437
Developed Runoff Coefficient (Cd) 0.8491
Time of Concentration (min) 7.0
Clear Peak Flow Rate (cfs) 1.2848
Burned Peak Flow Rate (cfs) 1.2848
24-Hr Clear Runoff Volume (ac-ft) 0.1999
24-Hr Clear Runoff Volume (cu-ft) 8706.9271
Peak Flow Hydrologic Analysis
File location: P:/01050_RVA/20001_Hydrology Study/Calcs/HydroCalc Output/RVA Report_REV.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name RVA
Subarea ID C1
Area (ac) 1.29
Flow Path Length (ft) 740.0
Flow Path Slope (vft/hft) 0.0095
50-yr Rainfall Depth (in) 5.05
Percent Impervious 0.89
Soil Type 10
Design Storm Frequency 25-yr
Fire Factor 0
LID False
Output Results
Modeled (25-yr) Rainfall Depth (in) 4.4339
Peak Intensity (in/hr) 1.8262
Undeveloped Runoff Coefficient (Cu) 0.3548
Developed Runoff Coefficient (Cd) 0.84
Time of Concentration (min) 11.0
Clear Peak Flow Rate (cfs) 1.979
Burned Peak Flow Rate (cfs) 1.979
24-Hr Clear Runoff Volume (ac-ft) 0.3847
24-Hr Clear Runoff Volume (cu-ft) 16758.4069
Peak Flow Hydrologic Analysis
File location: P:/01050_RVA/20001_Hydrology Study/Calcs/HydroCalc Output/RVA Report_REV.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name RVA
Subarea ID D1
Area (ac) 5.12
Flow Path Length (ft) 680.0
Flow Path Slope (vft/hft) 0.0162
50-yr Rainfall Depth (in) 5.05
Percent Impervious 0.89
Soil Type 10
Design Storm Frequency 25-yr
Fire Factor 0
LID False
Output Results
Modeled (25-yr) Rainfall Depth (in) 4.4339
Peak Intensity (in/hr) 1.9099
Undeveloped Runoff Coefficient (Cu) 0.3707
Developed Runoff Coefficient (Cd) 0.8418
Time of Concentration (min) 10.0
Clear Peak Flow Rate (cfs) 8.2314
Burned Peak Flow Rate (cfs) 8.2314
24-Hr Clear Runoff Volume (ac-ft) 1.5271
24-Hr Clear Runoff Volume (cu-ft) 66518.9629
Peak Flow Hydrologic Analysis
File location: P:/01050_RVA/20001_Hydrology Study/Calcs/HydroCalc Output/RVA Report_REV.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name RVA
Subarea ID E1
Area (ac) 7.45
Flow Path Length (ft) 1090.0
Flow Path Slope (vft/hft) 0.0523
50-yr Rainfall Depth (in) 5.05
Percent Impervious 0.65
Soil Type 10
Design Storm Frequency 25-yr
Fire Factor 0
LID False
Output Results
Modeled (25-yr) Rainfall Depth (in) 4.4339
Peak Intensity (in/hr) 1.753
Undeveloped Runoff Coefficient (Cu) 0.3409
Developed Runoff Coefficient (Cd) 0.7043
Time of Concentration (min) 12.0
Clear Peak Flow Rate (cfs) 9.1986
Burned Peak Flow Rate (cfs) 9.1986
24-Hr Clear Runoff Volume (ac-ft) 1.7083
24-Hr Clear Runoff Volume (cu-ft) 74413.6275
Peak Flow Hydrologic Analysis
File location: P:/01050_RVA/20001_Hydrology Study/Calcs/HydroCalc Output/RVA Report_REV.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name RVA
Subarea ID E2
Area (ac) 5.08
Flow Path Length (ft) 790.0
Flow Path Slope (vft/hft) 0.0215
50-yr Rainfall Depth (in) 5.05
Percent Impervious 0.89
Soil Type 10
Design Storm Frequency 25-yr
Fire Factor 0
LID False
Output Results
Modeled (25-yr) Rainfall Depth (in) 4.4339
Peak Intensity (in/hr) 1.9099
Undeveloped Runoff Coefficient (Cu) 0.3707
Developed Runoff Coefficient (Cd) 0.8418
Time of Concentration (min) 10.0
Clear Peak Flow Rate (cfs) 8.1671
Burned Peak Flow Rate (cfs) 8.1671
24-Hr Clear Runoff Volume (ac-ft) 1.5151
24-Hr Clear Runoff Volume (cu-ft) 65999.2835
Peak Flow Hydrologic Analysis
File location: P:/01050_RVA/20001_Hydrology Study/Calcs/HydroCalc Output/RVA Report_REV.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name RVA
Subarea ID E3
Area (ac) 4.55
Flow Path Length (ft) 720.0
Flow Path Slope (vft/hft) 0.0625
50-yr Rainfall Depth (in) 5.05
Percent Impervious 0.75
Soil Type 10
Design Storm Frequency 25-yr
Fire Factor 0
LID False
Output Results
Modeled (25-yr) Rainfall Depth (in) 4.4339
Peak Intensity (in/hr) 2.1211
Undeveloped Runoff Coefficient (Cu) 0.4109
Developed Runoff Coefficient (Cd) 0.7777
Time of Concentration (min) 8.0
Clear Peak Flow Rate (cfs) 7.5056
Burned Peak Flow Rate (cfs) 7.5056
24-Hr Clear Runoff Volume (ac-ft) 1.1749
24-Hr Clear Runoff Volume (cu-ft) 51180.0466
Peak Flow Hydrologic Analysis
File location: P:/01050_RVA/20001_Hydrology Study/Calcs/HydroCalc Output/RVA Report_REV.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name RVA
Subarea ID E4
Area (ac) 5.71
Flow Path Length (ft) 650.0
Flow Path Slope (vft/hft) 0.0327
50-yr Rainfall Depth (in) 5.05
Percent Impervious 0.89
Soil Type 10
Design Storm Frequency 25-yr
Fire Factor 0
LID False
Output Results
Modeled (25-yr) Rainfall Depth (in) 4.4339
Peak Intensity (in/hr) 2.1211
Undeveloped Runoff Coefficient (Cu) 0.4109
Developed Runoff Coefficient (Cd) 0.8462
Time of Concentration (min) 8.0
Clear Peak Flow Rate (cfs) 10.2485
Burned Peak Flow Rate (cfs) 10.2485
24-Hr Clear Runoff Volume (ac-ft) 1.7033
24-Hr Clear Runoff Volume (cu-ft) 74196.6186
Peak Flow Hydrologic Analysis
File location: P:/01050_RVA/20001_Hydrology Study/Calcs/HydroCalc Output/RVA Report_REV.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name RVA
Subarea ID E5
Area (ac) 0.55
Flow Path Length (ft) 200.0
Flow Path Slope (vft/hft) 0.01
50-yr Rainfall Depth (in) 5.05
Percent Impervious 0.89
Soil Type 10
Design Storm Frequency 25-yr
Fire Factor 0
LID False
Output Results
Modeled (25-yr) Rainfall Depth (in) 4.4339
Peak Intensity (in/hr) 2.6454
Undeveloped Runoff Coefficient (Cu) 0.5025
Developed Runoff Coefficient (Cd) 0.8563
Time of Concentration (min) 5.0
Clear Peak Flow Rate (cfs) 1.2458
Burned Peak Flow Rate (cfs) 1.2458
24-Hr Clear Runoff Volume (ac-ft) 0.1641
24-Hr Clear Runoff Volume (cu-ft) 7149.0722
Peak Flow Hydrologic Analysis
File location: P:/01050_RVA/20001_Hydrology Study/Calcs/HydroCalc Output/RVA Report_REV.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name RVA
Subarea ID F1
Area (ac) 28.52
Flow Path Length (ft) 1640.0
Flow Path Slope (vft/hft) 0.0598
50-yr Rainfall Depth (in) 5.05
Percent Impervious 0.65
Soil Type 10
Design Storm Frequency 25-yr
Fire Factor 0
LID False
Output Results
Modeled (25-yr) Rainfall Depth (in) 4.4339
Peak Intensity (in/hr) 1.5313
Undeveloped Runoff Coefficient (Cu) 0.2988
Developed Runoff Coefficient (Cd) 0.6896
Time of Concentration (min) 16.0
Clear Peak Flow Rate (cfs) 30.1169
Burned Peak Flow Rate (cfs) 30.1169
24-Hr Clear Runoff Volume (ac-ft) 6.5324
24-Hr Clear Runoff Volume (cu-ft) 284549.2885
Peak Flow Hydrologic Analysis
File location: P:/01050_RVA/20001_Hydrology Study/Calcs/HydroCalc Output/RVA Report_REV.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name RVA
Subarea ID F2
Area (ac) 1.23
Flow Path Length (ft) 820.0
Flow Path Slope (vft/hft) 0.0293
50-yr Rainfall Depth (in) 5.05
Percent Impervious 0.89
Soil Type 10
Design Storm Frequency 25-yr
Fire Factor 0
LID False
Output Results
Modeled (25-yr) Rainfall Depth (in) 4.4339
Peak Intensity (in/hr) 1.9099
Undeveloped Runoff Coefficient (Cu) 0.3707
Developed Runoff Coefficient (Cd) 0.8418
Time of Concentration (min) 10.0
Clear Peak Flow Rate (cfs) 1.9775
Burned Peak Flow Rate (cfs) 1.9775
24-Hr Clear Runoff Volume (ac-ft) 0.3669
24-Hr Clear Runoff Volume (cu-ft) 15980.1415
Peak Flow Hydrologic Analysis
File location: P:/01050_RVA/20001_Hydrology Study/Calcs/HydroCalc Output/RVA Report_REV.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name RVA
Subarea ID A1
Area (ac) 1.73
Flow Path Length (ft) 900.0
Flow Path Slope (vft/hft) 0.0088
50-yr Rainfall Depth (in) 5.05
Percent Impervious 0.89
Soil Type 10
Design Storm Frequency 2-yr
Fire Factor 0
LID False
Output Results
Modeled (2-yr) Rainfall Depth (in) 1.9544
Peak Intensity (in/hr) 0.5579
Undeveloped Runoff Coefficient (Cu) 0.1
Developed Runoff Coefficient (Cd) 0.812
Time of Concentration (min) 24.0
Clear Peak Flow Rate (cfs) 0.7837
Burned Peak Flow Rate (cfs) 0.7837
24-Hr Clear Runoff Volume (ac-ft) 0.2269
24-Hr Clear Runoff Volume (cu-ft) 9883.4861
Peak Flow Hydrologic Analysis
File location: P:/01050_RVA/20001_Hydrology Study/Calcs/HydroCalc Output/RVA Report_REV.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name RVA
Subarea ID A2
Area (ac) 1.96
Flow Path Length (ft) 750.0
Flow Path Slope (vft/hft) 0.005
50-yr Rainfall Depth (in) 5.05
Percent Impervious 0.89
Soil Type 10
Design Storm Frequency 2-yr
Fire Factor 0
LID False
Output Results
Modeled (2-yr) Rainfall Depth (in) 1.9544
Peak Intensity (in/hr) 0.5691
Undeveloped Runoff Coefficient (Cu) 0.1
Developed Runoff Coefficient (Cd) 0.812
Time of Concentration (min) 23.0
Clear Peak Flow Rate (cfs) 0.9058
Burned Peak Flow Rate (cfs) 0.9058
24-Hr Clear Runoff Volume (ac-ft) 0.2571
24-Hr Clear Runoff Volume (cu-ft) 11197.4688
Peak Flow Hydrologic Analysis
File location: P:/01050_RVA/20001_Hydrology Study/Calcs/HydroCalc Output/RVA Report_REV.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name RVA
Subarea ID B1
Area (ac) 1.9
Flow Path Length (ft) 840.0
Flow Path Slope (vft/hft) 0.005
50-yr Rainfall Depth (in) 5.05
Percent Impervious 0.89
Soil Type 10
Design Storm Frequency 2-yr
Fire Factor 0
LID False
Output Results
Modeled (2-yr) Rainfall Depth (in) 1.9544
Peak Intensity (in/hr) 0.5473
Undeveloped Runoff Coefficient (Cu) 0.1
Developed Runoff Coefficient (Cd) 0.812
Time of Concentration (min) 25.0
Clear Peak Flow Rate (cfs) 0.8443
Burned Peak Flow Rate (cfs) 0.8443
24-Hr Clear Runoff Volume (ac-ft) 0.2492
24-Hr Clear Runoff Volume (cu-ft) 10854.7025
Peak Flow Hydrologic Analysis
File location: P:/01050_RVA/20001_Hydrology Study/Calcs/HydroCalc Output/RVA Report_REV.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name RVA
Subarea ID B2
Area (ac) 4.92
Flow Path Length (ft) 860.0
Flow Path Slope (vft/hft) 0.0105
50-yr Rainfall Depth (in) 5.05
Percent Impervious 0.89
Soil Type 10
Design Storm Frequency 2-yr
Fire Factor 0
LID False
Output Results
Modeled (2-yr) Rainfall Depth (in) 1.9544
Peak Intensity (in/hr) 0.5811
Undeveloped Runoff Coefficient (Cu) 0.1
Developed Runoff Coefficient (Cd) 0.812
Time of Concentration (min) 22.0
Clear Peak Flow Rate (cfs) 2.3217
Burned Peak Flow Rate (cfs) 2.3217
24-Hr Clear Runoff Volume (ac-ft) 0.6453
24-Hr Clear Runoff Volume (cu-ft) 28107.9158
Peak Flow Hydrologic Analysis
File location: P:/01050_RVA/20001_Hydrology Study/Calcs/HydroCalc Output/RVA Report_REV.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name RVA
Subarea ID B3
Area (ac) 0.67
Flow Path Length (ft) 310.0
Flow Path Slope (vft/hft) 0.0065
50-yr Rainfall Depth (in) 5.05
Percent Impervious 0.89
Soil Type 10
Design Storm Frequency 2-yr
Fire Factor 0
LID False
Output Results
Modeled (2-yr) Rainfall Depth (in) 1.9544
Peak Intensity (in/hr) 0.7442
Undeveloped Runoff Coefficient (Cu) 0.1
Developed Runoff Coefficient (Cd) 0.812
Time of Concentration (min) 13.0
Clear Peak Flow Rate (cfs) 0.4049
Burned Peak Flow Rate (cfs) 0.4049
24-Hr Clear Runoff Volume (ac-ft) 0.0879
24-Hr Clear Runoff Volume (cu-ft) 3827.6886
Peak Flow Hydrologic Analysis
File location: P:/01050_RVA/20001_Hydrology Study/Calcs/HydroCalc Output/RVA Report_REV.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name RVA
Subarea ID C1
Area (ac) 1.29
Flow Path Length (ft) 740.0
Flow Path Slope (vft/hft) 0.0095
50-yr Rainfall Depth (in) 5.05
Percent Impervious 0.89
Soil Type 10
Design Storm Frequency 2-yr
Fire Factor 0
LID False
Output Results
Modeled (2-yr) Rainfall Depth (in) 1.9544
Peak Intensity (in/hr) 0.594
Undeveloped Runoff Coefficient (Cu) 0.1
Developed Runoff Coefficient (Cd) 0.812
Time of Concentration (min) 21.0
Clear Peak Flow Rate (cfs) 0.6222
Burned Peak Flow Rate (cfs) 0.6222
24-Hr Clear Runoff Volume (ac-ft) 0.1692
24-Hr Clear Runoff Volume (cu-ft) 7369.7544
Peak Flow Hydrologic Analysis
File location: P:/01050_RVA/20001_Hydrology Study/Calcs/HydroCalc Output/RVA Report_REV.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name RVA
Subarea ID D1
Area (ac) 5.12
Flow Path Length (ft) 680.0
Flow Path Slope (vft/hft) 0.0162
50-yr Rainfall Depth (in) 5.05
Percent Impervious 0.89
Soil Type 10
Design Storm Frequency 2-yr
Fire Factor 0
LID False
Output Results
Modeled (2-yr) Rainfall Depth (in) 1.9544
Peak Intensity (in/hr) 0.6386
Undeveloped Runoff Coefficient (Cu) 0.1
Developed Runoff Coefficient (Cd) 0.812
Time of Concentration (min) 18.0
Clear Peak Flow Rate (cfs) 2.655
Burned Peak Flow Rate (cfs) 2.655
24-Hr Clear Runoff Volume (ac-ft) 0.6715
24-Hr Clear Runoff Volume (cu-ft) 29250.4543
Peak Flow Hydrologic Analysis
File location: P:/01050_RVA/20001_Hydrology Study/Calcs/HydroCalc Output/RVA Report_REV.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name RVA
Subarea ID E1
Area (ac) 7.45
Flow Path Length (ft) 1090.0
Flow Path Slope (vft/hft) 0.0523
50-yr Rainfall Depth (in) 5.05
Percent Impervious 0.65
Soil Type 10
Design Storm Frequency 2-yr
Fire Factor 0
LID False
Output Results
Modeled (2-yr) Rainfall Depth (in) 1.9544
Peak Intensity (in/hr) 0.5691
Undeveloped Runoff Coefficient (Cu) 0.1
Developed Runoff Coefficient (Cd) 0.62
Time of Concentration (min) 23.0
Clear Peak Flow Rate (cfs) 2.6288
Burned Peak Flow Rate (cfs) 2.6288
24-Hr Clear Runoff Volume (ac-ft) 0.746
24-Hr Clear Runoff Volume (cu-ft) 32497.9319
Peak Flow Hydrologic Analysis
File location: P:/01050_RVA/20001_Hydrology Study/Calcs/HydroCalc Output/RVA Report_REV.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name RVA
Subarea ID E2
Area (ac) 5.08
Flow Path Length (ft) 790.0
Flow Path Slope (vft/hft) 0.0215
50-yr Rainfall Depth (in) 5.05
Percent Impervious 0.89
Soil Type 10
Design Storm Frequency 2-yr
Fire Factor 0
LID False
Output Results
Modeled (2-yr) Rainfall Depth (in) 1.9544
Peak Intensity (in/hr) 0.6386
Undeveloped Runoff Coefficient (Cu) 0.1
Developed Runoff Coefficient (Cd) 0.812
Time of Concentration (min) 18.0
Clear Peak Flow Rate (cfs) 2.6343
Burned Peak Flow Rate (cfs) 2.6343
24-Hr Clear Runoff Volume (ac-ft) 0.6663
24-Hr Clear Runoff Volume (cu-ft) 29021.9351
Peak Flow Hydrologic Analysis
File location: P:/01050_RVA/20001_Hydrology Study/Calcs/HydroCalc Output/RVA Report_REV.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name RVA
Subarea ID E3
Area (ac) 4.55
Flow Path Length (ft) 720.0
Flow Path Slope (vft/hft) 0.0625
50-yr Rainfall Depth (in) 5.05
Percent Impervious 0.75
Soil Type 10
Design Storm Frequency 2-yr
Fire Factor 0
LID False
Output Results
Modeled (2-yr) Rainfall Depth (in) 1.9544
Peak Intensity (in/hr) 0.675
Undeveloped Runoff Coefficient (Cu) 0.1
Developed Runoff Coefficient (Cd) 0.7
Time of Concentration (min) 16.0
Clear Peak Flow Rate (cfs) 2.1498
Burned Peak Flow Rate (cfs) 2.1498
24-Hr Clear Runoff Volume (ac-ft) 0.5144
24-Hr Clear Runoff Volume (cu-ft) 22408.6496
Peak Flow Hydrologic Analysis
File location: P:/01050_RVA/20001_Hydrology Study/Calcs/HydroCalc Output/RVA Report_REV.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name RVA
Subarea ID E4
Area (ac) 5.71
Flow Path Length (ft) 650.0
Flow Path Slope (vft/hft) 0.0327
50-yr Rainfall Depth (in) 5.05
Percent Impervious 0.89
Soil Type 10
Design Storm Frequency 2-yr
Fire Factor 0
LID False
Output Results
Modeled (2-yr) Rainfall Depth (in) 1.9544
Peak Intensity (in/hr) 0.6958
Undeveloped Runoff Coefficient (Cu) 0.1
Developed Runoff Coefficient (Cd) 0.812
Time of Concentration (min) 15.0
Clear Peak Flow Rate (cfs) 3.2259
Burned Peak Flow Rate (cfs) 3.2259
24-Hr Clear Runoff Volume (ac-ft) 0.7489
24-Hr Clear Runoff Volume (cu-ft) 32621.071
Peak Flow Hydrologic Analysis
File location: P:/01050_RVA/20001_Hydrology Study/Calcs/HydroCalc Output/RVA Report_REV.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name RVA
Subarea ID E5
Area (ac) 0.55
Flow Path Length (ft) 200.0
Flow Path Slope (vft/hft) 0.01
50-yr Rainfall Depth (in) 5.05
Percent Impervious 0.89
Soil Type 10
Design Storm Frequency 2-yr
Fire Factor 0
LID False
Output Results
Modeled (2-yr) Rainfall Depth (in) 1.9544
Peak Intensity (in/hr) 0.8846
Undeveloped Runoff Coefficient (Cu) 0.1183
Developed Runoff Coefficient (Cd) 0.814
Time of Concentration (min) 9.0
Clear Peak Flow Rate (cfs) 0.396
Burned Peak Flow Rate (cfs) 0.396
24-Hr Clear Runoff Volume (ac-ft) 0.0721
24-Hr Clear Runoff Volume (cu-ft) 3142.3305
Peak Flow Hydrologic Analysis
File location: P:/01050_RVA/20001_Hydrology Study/Calcs/HydroCalc Output/RVA Report_REV.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name RVA
Subarea ID F1
Area (ac) 28.52
Flow Path Length (ft) 1640.0
Flow Path Slope (vft/hft) 0.0598
50-yr Rainfall Depth (in) 5.05
Percent Impervious 0.65
Soil Type 10
Design Storm Frequency 2-yr
Fire Factor 0
LID False
Output Results
Modeled (2-yr) Rainfall Depth (in) 1.9544
Peak Intensity (in/hr) 0.5023
Undeveloped Runoff Coefficient (Cu) 0.1
Developed Runoff Coefficient (Cd) 0.62
Time of Concentration (min) 30.0
Clear Peak Flow Rate (cfs) 8.8821
Burned Peak Flow Rate (cfs) 8.8821
24-Hr Clear Runoff Volume (ac-ft) 2.856
24-Hr Clear Runoff Volume (cu-ft) 124408.7828
Peak Flow Hydrologic Analysis
File location: P:/01050_RVA/20001_Hydrology Study/Calcs/HydroCalc Output/RVA Report_REV.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name RVA
Subarea ID F2
Area (ac) 1.23
Flow Path Length (ft) 820.0
Flow Path Slope (vft/hft) 0.0293
50-yr Rainfall Depth (in) 5.05
Percent Impervious 0.89
Soil Type 10
Design Storm Frequency 2-yr
Fire Factor 0
LID False
Output Results
Modeled (2-yr) Rainfall Depth (in) 1.9544
Peak Intensity (in/hr) 0.6386
Undeveloped Runoff Coefficient (Cu) 0.1
Developed Runoff Coefficient (Cd) 0.812
Time of Concentration (min) 18.0
Clear Peak Flow Rate (cfs) 0.6378
Burned Peak Flow Rate (cfs) 0.6378
24-Hr Clear Runoff Volume (ac-ft) 0.1613
24-Hr Clear Runoff Volume (cu-ft) 7026.9646
Peak Flow Hydrologic Analysis
File location: P:/01050_RVA/20001_Hydrology Study/Calcs/HydroCalc Output/RVA Report_REV.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name RVA
Subarea ID A1
Area (ac) 1.73
Flow Path Length (ft) 900.0
Flow Path Slope (vft/hft) 0.0088
85th Percentile Rainfall Depth (in) 0.6
Percent Impervious 0.89
Soil Type 10
Design Storm Frequency 85th percentile storm
Fire Factor 0
LID True
Output Results
Modeled (85th percentile storm) Rainfall Depth (in) 0.6 Peak Intensity (in/hr) 0.118
Undeveloped Runoff Coefficient (Cu) 0.1
Developed Runoff Coefficient (Cd) 0.812
Time of Concentration (min) 53.0
Clear Peak Flow Rate (cfs) 0.1658
Burned Peak Flow Rate (cfs) 0.1658
24-Hr Clear Runoff Volume (ac-ft) 0.0697
24-Hr Clear Runoff Volume (cu-ft) 3034.392
Peak Flow Hydrologic Analysis
File location: P:/01050_RVA/20001_Hydrology Study/Calcs/HydroCalc Output/RVA Report_REV.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name RVA
Subarea ID A2
Area (ac) 1.96
Flow Path Length (ft) 750.0
Flow Path Slope (vft/hft) 0.005
85th Percentile Rainfall Depth (in) 0.6
Percent Impervious 0.89
Soil Type 10
Design Storm Frequency 85th percentile storm
Fire Factor 0
LID True
Output Results
Modeled (85th percentile storm) Rainfall Depth (in) 0.6 Peak Intensity (in/hr) 0.1191
Undeveloped Runoff Coefficient (Cu) 0.1
Developed Runoff Coefficient (Cd) 0.812
Time of Concentration (min) 52.0
Clear Peak Flow Rate (cfs) 0.1895
Burned Peak Flow Rate (cfs) 0.1895
24-Hr Clear Runoff Volume (ac-ft) 0.0789
24-Hr Clear Runoff Volume (cu-ft) 3437.8035
Peak Flow Hydrologic Analysis
File location: P:/01050_RVA/20001_Hydrology Study/Calcs/HydroCalc Output/RVA Report_REV.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name RVA
Subarea ID B1
Area (ac) 1.9
Flow Path Length (ft) 840.0
Flow Path Slope (vft/hft) 0.005
85th Percentile Rainfall Depth (in) 0.6
Percent Impervious 0.89
Soil Type 10
Design Storm Frequency 85th percentile storm
Fire Factor 0
LID True
Output Results
Modeled (85th percentile storm) Rainfall Depth (in) 0.6 Peak Intensity (in/hr) 0.115
Undeveloped Runoff Coefficient (Cu) 0.1
Developed Runoff Coefficient (Cd) 0.812
Time of Concentration (min) 56.0
Clear Peak Flow Rate (cfs) 0.1774
Burned Peak Flow Rate (cfs) 0.1774
24-Hr Clear Runoff Volume (ac-ft) 0.0765
24-Hr Clear Runoff Volume (cu-ft) 3332.5836
Peak Flow Hydrologic Analysis
File location: P:/01050_RVA/20001_Hydrology Study/Calcs/HydroCalc Output/RVA Report_REV.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name RVA
Subarea ID B2
Area (ac) 4.92
Flow Path Length (ft) 860.0
Flow Path Slope (vft/hft) 0.0105
85th Percentile Rainfall Depth (in) 0.6
Percent Impervious 0.89
Soil Type 10
Design Storm Frequency 85th percentile storm
Fire Factor 0
LID True
Output Results
Modeled (85th percentile storm) Rainfall Depth (in) 0.6 Peak Intensity (in/hr) 0.1213
Undeveloped Runoff Coefficient (Cu) 0.1
Developed Runoff Coefficient (Cd) 0.812
Time of Concentration (min) 50.0
Clear Peak Flow Rate (cfs) 0.4846
Burned Peak Flow Rate (cfs) 0.4846
24-Hr Clear Runoff Volume (ac-ft) 0.1981
24-Hr Clear Runoff Volume (cu-ft) 8629.5652
Peak Flow Hydrologic Analysis
File location: P:/01050_RVA/20001_Hydrology Study/Calcs/HydroCalc Output/RVA Report_REV.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name RVA
Subarea ID B3
Area (ac) 0.67
Flow Path Length (ft) 310.0
Flow Path Slope (vft/hft) 0.0065
85th Percentile Rainfall Depth (in) 0.6
Percent Impervious 0.89
Soil Type 10
Design Storm Frequency 85th percentile storm
Fire Factor 0
LID True
Output Results
Modeled (85th percentile storm) Rainfall Depth (in) 0.6 Peak Intensity (in/hr) 0.1593
Undeveloped Runoff Coefficient (Cu) 0.1
Developed Runoff Coefficient (Cd) 0.812
Time of Concentration (min) 28.0
Clear Peak Flow Rate (cfs) 0.0867
Burned Peak Flow Rate (cfs) 0.0867
24-Hr Clear Runoff Volume (ac-ft) 0.027
24-Hr Clear Runoff Volume (cu-ft) 1175.1381
Peak Flow Hydrologic Analysis
File location: P:/01050_RVA/20001_Hydrology Study/Calcs/HydroCalc Output/RVA Report_REV.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name RVA
Subarea ID C1
Area (ac) 1.29
Flow Path Length (ft) 740.0
Flow Path Slope (vft/hft) 0.0095
85th Percentile Rainfall Depth (in) 0.6
Percent Impervious 0.89
Soil Type 10
Design Storm Frequency 85th percentile storm
Fire Factor 0
LID True
Output Results
Modeled (85th percentile storm) Rainfall Depth (in) 0.6 Peak Intensity (in/hr) 0.1261
Undeveloped Runoff Coefficient (Cu) 0.1
Developed Runoff Coefficient (Cd) 0.812
Time of Concentration (min) 46.0
Clear Peak Flow Rate (cfs) 0.1321
Burned Peak Flow Rate (cfs) 0.1321
24-Hr Clear Runoff Volume (ac-ft) 0.0519
24-Hr Clear Runoff Volume (cu-ft) 2262.6185
Peak Flow Hydrologic Analysis
File location: P:/01050_RVA/20001_Hydrology Study/Calcs/HydroCalc Output/RVA Report_REV.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name RVA
Subarea ID D1
Area (ac) 5.12
Flow Path Length (ft) 680.0
Flow Path Slope (vft/hft) 0.0162
85th Percentile Rainfall Depth (in) 0.6
Percent Impervious 0.89
Soil Type 10
Design Storm Frequency 85th percentile storm
Fire Factor 0
LID True
Output Results
Modeled (85th percentile storm) Rainfall Depth (in) 0.6 Peak Intensity (in/hr) 0.1347
Undeveloped Runoff Coefficient (Cu) 0.1
Developed Runoff Coefficient (Cd) 0.812
Time of Concentration (min) 40.0
Clear Peak Flow Rate (cfs) 0.5601
Burned Peak Flow Rate (cfs) 0.5601
24-Hr Clear Runoff Volume (ac-ft) 0.2062
24-Hr Clear Runoff Volume (cu-ft) 8980.2549
Peak Flow Hydrologic Analysis
File location: P:/01050_RVA/20001_Hydrology Study/Calcs/HydroCalc Output/RVA Report_REV.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name RVA
Subarea ID E1
Area (ac) 7.45
Flow Path Length (ft) 1090.0
Flow Path Slope (vft/hft) 0.0523
85th Percentile Rainfall Depth (in) 0.6
Percent Impervious 0.65
Soil Type 10
Design Storm Frequency 85th percentile storm
Fire Factor 0
LID True
Output Results
Modeled (85th percentile storm) Rainfall Depth (in) 0.6 Peak Intensity (in/hr) 0.1191
Undeveloped Runoff Coefficient (Cu) 0.1
Developed Runoff Coefficient (Cd) 0.62
Time of Concentration (min) 52.0
Clear Peak Flow Rate (cfs) 0.55
Burned Peak Flow Rate (cfs) 0.55
24-Hr Clear Runoff Volume (ac-ft) 0.229
24-Hr Clear Runoff Volume (cu-ft) 9977.3892
Peak Flow Hydrologic Analysis
File location: P:/01050_RVA/20001_Hydrology Study/Calcs/HydroCalc Output/RVA Report_REV.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name RVA
Subarea ID E2
Area (ac) 5.08
Flow Path Length (ft) 790.0
Flow Path Slope (vft/hft) 0.0215
85th Percentile Rainfall Depth (in) 0.6
Percent Impervious 0.89
Soil Type 10
Design Storm Frequency 85th percentile storm
Fire Factor 0
LID True
Output Results
Modeled (85th percentile storm) Rainfall Depth (in) 0.6 Peak Intensity (in/hr) 0.1317
Undeveloped Runoff Coefficient (Cu) 0.1
Developed Runoff Coefficient (Cd) 0.812
Time of Concentration (min) 42.0
Clear Peak Flow Rate (cfs) 0.5431
Burned Peak Flow Rate (cfs) 0.5431
24-Hr Clear Runoff Volume (ac-ft) 0.2045
24-Hr Clear Runoff Volume (cu-ft) 8910.1157
Peak Flow Hydrologic Analysis
File location: P:/01050_RVA/20001_Hydrology Study/Calcs/HydroCalc Output/RVA Report_REV.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name RVA
Subarea ID E3
Area (ac) 4.55
Flow Path Length (ft) 720.0
Flow Path Slope (vft/hft) 0.0625
85th Percentile Rainfall Depth (in) 0.6
Percent Impervious 0.75
Soil Type 10
Design Storm Frequency 85th percentile storm
Fire Factor 0
LID True
Output Results
Modeled (85th percentile storm) Rainfall Depth (in) 0.6 Peak Intensity (in/hr) 0.1415
Undeveloped Runoff Coefficient (Cu) 0.1
Developed Runoff Coefficient (Cd) 0.7
Time of Concentration (min) 36.0
Clear Peak Flow Rate (cfs) 0.4508
Burned Peak Flow Rate (cfs) 0.4508
24-Hr Clear Runoff Volume (ac-ft) 0.1579
24-Hr Clear Runoff Volume (cu-ft) 6879.7142
Peak Flow Hydrologic Analysis
File location: P:/01050_RVA/20001_Hydrology Study/Calcs/HydroCalc Output/RVA Report_REV.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name RVA
Subarea ID E4
Area (ac) 5.71
Flow Path Length (ft) 650.0
Flow Path Slope (vft/hft) 0.0327
85th Percentile Rainfall Depth (in) 0.6
Percent Impervious 0.89
Soil Type 10
Design Storm Frequency 85th percentile storm
Fire Factor 0
LID True
Output Results
Modeled (85th percentile storm) Rainfall Depth (in) 0.6 Peak Intensity (in/hr) 0.1454
Undeveloped Runoff Coefficient (Cu) 0.1
Developed Runoff Coefficient (Cd) 0.812
Time of Concentration (min) 34.0
Clear Peak Flow Rate (cfs) 0.6742
Burned Peak Flow Rate (cfs) 0.6742
24-Hr Clear Runoff Volume (ac-ft) 0.2299
24-Hr Clear Runoff Volume (cu-ft) 10015.0313
Peak Flow Hydrologic Analysis
File location: P:/01050_RVA/20001_Hydrology Study/Calcs/HydroCalc Output/RVA Report_REV.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name RVA
Subarea ID E5
Area (ac) 0.55
Flow Path Length (ft) 200.0
Flow Path Slope (vft/hft) 0.01
85th Percentile Rainfall Depth (in) 0.6
Percent Impervious 0.89
Soil Type 10
Design Storm Frequency 85th percentile storm
Fire Factor 0
LID True
Output Results
Modeled (85th percentile storm) Rainfall Depth (in) 0.6 Peak Intensity (in/hr) 0.1866
Undeveloped Runoff Coefficient (Cu) 0.1
Developed Runoff Coefficient (Cd) 0.812
Time of Concentration (min) 20.0
Clear Peak Flow Rate (cfs) 0.0833
Burned Peak Flow Rate (cfs) 0.0833
24-Hr Clear Runoff Volume (ac-ft) 0.0221
24-Hr Clear Runoff Volume (cu-ft) 964.6609
Peak Flow Hydrologic Analysis
File location: P:/01050_RVA/20001_Hydrology Study/Calcs/HydroCalc Output/RVA Report_REV.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name RVA
Subarea ID F1
Area (ac) 28.52
Flow Path Length (ft) 1640.0
Flow Path Slope (vft/hft) 0.0598
85th Percentile Rainfall Depth (in) 0.6
Percent Impervious 0.65
Soil Type 10
Design Storm Frequency 85th percentile storm
Fire Factor 0
LID True
Output Results
Modeled (85th percentile storm) Rainfall Depth (in) 0.6 Peak Intensity (in/hr) 0.1065
Undeveloped Runoff Coefficient (Cu) 0.1
Developed Runoff Coefficient (Cd) 0.62
Time of Concentration (min) 66.0
Clear Peak Flow Rate (cfs) 1.8825
Burned Peak Flow Rate (cfs) 1.8825
24-Hr Clear Runoff Volume (ac-ft) 0.8769
24-Hr Clear Runoff Volume (cu-ft) 38196.1574
Peak Flow Hydrologic Analysis
File location: P:/01050_RVA/20001_Hydrology Study/Calcs/HydroCalc Output/RVA Report_REV.pdf Version: HydroCalc 1.0.3
Input Parameters
Project Name RVA
Subarea ID F2
Area (ac) 1.23
Flow Path Length (ft) 820.0
Flow Path Slope (vft/hft) 0.0293
85th Percentile Rainfall Depth (in) 0.6
Percent Impervious 0.89
Soil Type 10
Design Storm Frequency 85th percentile storm
Fire Factor 0
LID True
Output Results
Modeled (85th percentile storm) Rainfall Depth (in) 0.6 Peak Intensity (in/hr) 0.1347
Undeveloped Runoff Coefficient (Cu) 0.1
Developed Runoff Coefficient (Cd) 0.812
Time of Concentration (min) 40.0
Clear Peak Flow Rate (cfs) 0.1345
Burned Peak Flow Rate (cfs) 0.1345
24-Hr Clear Runoff Volume (ac-ft) 0.0495
24-Hr Clear Runoff Volume (cu-ft) 2157.3659

HYDROLOGY & HYDRAULICS REPORT
Riviera Village Association
Redondo Beach, CA

Appendix D – Hydraulic Calculations, Inlet and Conduit
Sizing Calculations

85th 2-yr 85th 2-yr 25-yr 85th 2-yr 25-yr 85th 2-yr 25-yr 85th 2-yr 25-yr Avenue I (Both Sides) 6"H x 6" W 6"H x 6" W 1.6 5.3 6.7 1.4 2.3 3.5 2.46 3.36 3.92 1.4 3.3 8.4 Catalina East 6"H x 6" W 6"H x 16" W 4.3 5.4 7.3 2.2 3.6 4.9 2.71 3.23 3.98 2.9 8.7 14.0 Catalina West 6"H x 6" W 6"H x 6" W 1.5 4.6 6.6 1.3 2.3 3.3 1.92 2.73 3.05 1.3 3.2 7.2 Catalina Southeast 6"H x 6" W 6"H x 30" W 4.6 5.5 8.7 2.3 4.5 7.0 1.93 2.66 3.72 3.2 12.5 22.9 Catalina Southwest 6"H x 6" W 6"H x 16" W 1.8 5.8 8.6 1.5 3.7 6.8 1.48 2.32 3.63 1.5 9.1 22.0 Hydraulic Calculations Summary Table
Location Conduit Size Flow Depth (in.) Upstream Flow Depth (in.) Upstream Flow Velocity (ft/sec) Upstream Street Spread Width (ft.) Catalina Southwest_Street Flow_85th
Project Description
Solve For Spread
Input Data
Channel Slope 0.500 %
Discharge 0.13 cfs
Gutter Width 2.00 ft
Gutter Cross Slope 8.330 %
Road Cross Slope 2.000 %
Roughness Coefficient 0.013
Results
Spread 1.45 ft
Flow Area 0.1 ft²
Depth 1.5 in
Gutter Depression 1.5 in
Velocity 1.48 ft/s
27 Siemon Company Drive Suite 200 W Page 3 of 51
Watertown, CT 06795 USA +1-203-755-1666
10/6/2020
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
RVA.fm8 Center
Catalina Southwest_Street Flow_25yr
Project Description
Solve For Spread
Input Data
Channel Slope 0.500 %
Discharge 18.07 cfs
Gutter Width 2.00 ft
Gutter Cross Slope 8.330 %
Road Cross Slope 2.000 %
Roughness Coefficient 0.013
Results
Spread 22.01 ft
Flow Area 5.0 ft²
Depth 6.8 in
Gutter Depression 1.5 in
Velocity 3.63 ft/s
27 Siemon Company Drive Suite 200 W Page 1 of 51
Watertown, CT 06795 USA +1-203-755-1666
10/6/2020
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
RVA.fm8 Center
Catalina Southwest_SB @ Curb_25yr
Project Description
Manning
Formula Friction Method
Solve For Normal Depth
Input Data
Channel Slope 0.500 %
Discharge 18.07 cfs
Section Definitions
Elevation
(ft)
Station
(ft)
0+00.0 0.75
0+14.0 0.47
0+14.1 2.50
0+15.0 2.50
0+15.1 0.50
0+26.9 0.50
0+27.0 0.00
0+29.5 0.00
0+29.6 0.50
0+40.0 0.70
Roughness Segment Definitions
Start Station Ending Station Roughness Coefficient
(0+00.0, 0.75) (0+40.0, 0.70) 0.013
Options
Pavlovskii's
Method
Current Roughness Weighted
Method
Pavlovskii's
Method
Open Channel Weighting
Method
Pavlovskii's
Method
Closed Channel Weighting
Method
Results
Normal Depth 8.5 in
Roughness Coefficient 0.013
Elevation 0.71 ft

0.00 to 2.50
ft Elevation Range
Flow Area 7.0 ft²
Wetted Perimeter 38.23 ft
Hydraulic Radius 2.2 in
Top Width 36.97 ft
Normal Depth 8.5 in
Critical Depth 8.6 in
Critical Slope 0.445 %
27 Siemon Company Drive Suite 200 W Page 4 of 51
Watertown, CT 06795 USA +1-203-755-1666
10/6/2020
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
RVA.fm8 Center
Results
Velocity 2.59 ft/s
Velocity Head 0.10 ft
Specific Energy 0.82 ft
Froude Number 1.054
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 8.5 in
Critical Depth 8.6 in
Channel Slope 0.500 %
Critical Slope 0.445 %
27 Siemon Company Drive Suite 200 W Page 5 of 51
Watertown, CT 06795 USA +1-203-755-1666
10/6/2020
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
RVA.fm8 Center
Catalina Southeast_Street Flow_25yr
Project Description
Solve For Spread
Input Data
Channel Slope 0.500 %
Discharge 19.89 cfs
Gutter Width 2.00 ft
Gutter Cross Slope 8.330 %
Road Cross Slope 2.000 %
Roughness Coefficient 0.013
Results
Spread 22.85 ft
Flow Area 5.3 ft²
Depth 7.0 in
Gutter Depression 1.5 in
Velocity 3.72 ft/s
27 Siemon Company Drive Suite 200 W Page 6 of 51
Watertown, CT 06795 USA +1-203-755-1666
10/6/2020
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
RVA.fm8 Center
Catalina Southeast_Street Flow_2yr
Project Description
Solve For Spread
Input Data
Channel Slope 0.500 %
Discharge 4.48 cfs
Gutter Width 2.00 ft
Gutter Cross Slope 8.330 %
Road Cross Slope 2.000 %
Roughness Coefficient 0.013
Results
Spread 12.49 ft
Flow Area 1.7 ft²
Depth 4.5 in
Gutter Depression 1.5 in
Velocity 2.66 ft/s
27 Siemon Company Drive Suite 200 W Page 7 of 51
Watertown, CT 06795 USA +1-203-755-1666
10/6/2020
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
RVA.fm8 Center
Catalina Southeast_Street Flow_85th
Project Description
Solve For Spread
Input Data
Channel Slope 0.500 %
Discharge 0.44 cfs
Gutter Width 2.00 ft
Gutter Cross Slope 8.330 %
Road Cross Slope 2.000 %
Roughness Coefficient 0.013
Results
Spread 3.18 ft
Flow Area 0.2 ft²
Depth 2.3 in
Gutter Depression 1.5 in
Velocity 1.93 ft/s
27 Siemon Company Drive Suite 200 W Page 8 of 51
Watertown, CT 06795 USA +1-203-755-1666
10/6/2020
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
RVA.fm8 Center
Catalina Southeast_SB @ Curb_25yr
Project Description
Manning
Formula Friction Method
Solve For Normal Depth
Input Data
Channel Slope 0.500 %
Discharge 19.89 cfs
Section Definitions
Elevation
(ft)
Station
(ft)
0+00.0 0.75
0+14.0 0.47
0+14.1 2.50
0+15.0 2.50
0+15.1 0.50
0+26.9 0.50
0+27.0 0.00
0+29.5 0.00
0+29.6 0.50
0+40.0 0.70
Roughness Segment Definitions
Start Station Ending Station Roughness Coefficient
(0+00.0, 0.75) (0+40.0, 0.70) 0.013
Options
Pavlovskii's
Method
Current Roughness Weighted
Method
Pavlovskii's
Method
Open Channel Weighting
Method
Pavlovskii's
Method
Closed Channel Weighting
Method
Results
Normal Depth 8.7 in
Roughness Coefficient 0.013
Elevation 0.72 ft

0.00 to 2.50
ft Elevation Range
Flow Area 7.4 ft²
Wetted Perimeter 38.88 ft
Hydraulic Radius 2.3 in
Top Width 37.58 ft
Normal Depth 8.7 in
Critical Depth 8.8 in
Critical Slope 0.438 %
27 Siemon Company Drive Suite 200 W Page 9 of 51
Watertown, CT 06795 USA +1-203-755-1666
10/6/2020
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
RVA.fm8 Center
Results
Velocity 2.68 ft/s
Velocity Head 0.11 ft
Specific Energy 0.83 ft
Froude Number 1.064
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 8.7 in
Critical Depth 8.8 in
Channel Slope 0.500 %
Critical Slope 0.438 %
27 Siemon Company Drive Suite 200 W Page 10 of 51
Watertown, CT 06795 USA +1-203-755-1666
10/6/2020
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
RVA.fm8 Center
Catalina West_Street Flow_25 yr
Project Description
Solve For Spread
Input Data
Channel Slope 1.000 %
Discharge 1.98 cfs
Gutter Width 2.00 ft
Gutter Cross Slope 8.330 %
Road Cross Slope 2.000 %
Roughness Coefficient 0.013
Results
Spread 7.23 ft
Flow Area 0.6 ft²
Depth 3.3 in
Gutter Depression 1.5 in
Velocity 3.05 ft/s
27 Siemon Company Drive Suite 200 W Page 11 of 51
Watertown, CT 06795 USA +1-203-755-1666
10/6/2020
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
RVA.fm8 Center
Catalina West_Street Flow_2 yr
Project Description
Solve For Spread
Input Data
Channel Slope 1.000 %
Discharge 0.62 cfs
Gutter Width 2.00 ft
Gutter Cross Slope 8.330 %
Road Cross Slope 2.000 %
Roughness Coefficient 0.013
Results
Spread 3.17 ft
Flow Area 0.2 ft²
Depth 2.3 in
Gutter Depression 1.5 in
Velocity 2.73 ft/s
27 Siemon Company Drive Suite 200 W Page 12 of 51
Watertown, CT 06795 USA +1-203-755-1666
10/6/2020
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
RVA.fm8 Center
Catalina West_Street Flow_85th
Project Description
Solve For Spread
Input Data
Channel Slope 1.000 %
Discharge 0.13 cfs
Gutter Width 2.00 ft
Gutter Cross Slope 8.330 %
Road Cross Slope 2.000 %
Roughness Coefficient 0.013
Results
Spread 1.28 ft
Flow Area 0.1 ft²
Depth 1.3 in
Gutter Depression 1.5 in
Velocity 1.92 ft/s
27 Siemon Company Drive Suite 200 W Page 13 of 51
Watertown, CT 06795 USA +1-203-755-1666
10/6/2020
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
RVA.fm8 Center
Catalina West_SB @ Curb_25yr
Project Description
Manning
Formula Friction Method
Solve For Normal Depth
Input Data
Channel Slope 1.000 %
Discharge 1.98 cfs
Section Definitions
Elevation
(ft)
Station
(ft)
0+00.0 0.75
0+14.0 0.47
0+14.1 2.50
0+15.0 2.50
0+15.1 0.50
0+28.9 0.50
0+29.0 0.00
0+29.5 0.00
0+29.6 0.50
0+40.0 0.70
Roughness Segment Definitions
Start Station Ending Station Roughness Coefficient
(0+00.0, 0.75) (0+40.0, 0.70) 0.013
Options
Pavlovskii's
Method
Current Roughness Weighted
Method
Pavlovskii's
Method
Open Channel Weighting
Method
Pavlovskii's
Method
Closed Channel Weighting
Method
Results
Normal Depth 6.6 in
Roughness Coefficient 0.013
Elevation 0.55 ft

0.00 to 2.50
ft Elevation Range
Flow Area 1.2 ft²
Wetted Perimeter 21.79 ft
Hydraulic Radius 0.7 in
Top Width 20.85 ft
Normal Depth 6.6 in
Critical Depth 6.7 in
Critical Slope 0.653 %
27 Siemon Company Drive Suite 200 W Page 14 of 51
Watertown, CT 06795 USA +1-203-755-1666
10/6/2020
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
RVA.fm8 Center
Results
Velocity 1.65 ft/s
Velocity Head 0.04 ft
Specific Energy 0.59 ft
Froude Number 1.215
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 6.6 in
Critical Depth 6.7 in
Channel Slope 1.000 %
Critical Slope 0.653 %
27 Siemon Company Drive Suite 200 W Page 15 of 51
Watertown, CT 06795 USA +1-203-755-1666
10/6/2020
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
RVA.fm8 Center
Catalina SouthWest_2 yr
Project Description
Manning
Formula Friction Method
Solve For Normal Depth
Input Data
Roughness Coefficient 0.013
Channel Slope 0.500 %
Height 0.50 ft
Bottom Width 1.33 ft
Discharge 2.22 cfs
Results
Normal Depth 5.8 in
Flow Area 0.6 ft²
Wetted Perimeter 2.30 ft
Hydraulic Radius 3.4 in
Top Width 1.33 ft
Critical Depth 5.3 in
Percent Full 96.6 %
Critical Slope 0.638 %
Velocity 3.46 ft/s
Velocity Head 0.19 ft
Specific Energy 0.67 ft
Froude Number 0.877
Discharge Full 1.72 cfs
Slope Full 0.500 %
Flow Type Subcritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 %
Normal Depth Over Rise 30.8 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 5.8 in
Critical Depth 5.3 in
Channel Slope 0.500 %
Critical Slope 0.638 %
27 Siemon Company Drive Suite 200 W Page 16 of 51
Watertown, CT 06795 USA +1-203-755-1666
10/6/2020
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
RVA.fm8 Center
Catalina SouthWest_85th
Project Description
Manning
Formula Friction Method
Solve For Normal Depth
Input Data
Roughness Coefficient 0.013
Channel Slope 0.500 %
Height 0.50 ft
Bottom Width 0.50 ft
Discharge 0.13 cfs
Results
Normal Depth 1.8 in
Flow Area 0.1 ft²
Wetted Perimeter 0.81 ft
Hydraulic Radius 1.1 in
Top Width 0.50 ft
Critical Depth 1.5 in
Percent Full 30.8 %
Critical Slope 0.848 %
Velocity 1.69 ft/s
Velocity Head 0.04 ft
Specific Energy 0.20 ft
Froude Number 0.757
Discharge Full 0.51 cfs
Slope Full 0.500 %
Flow Type Subcritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 %
Normal Depth Over Rise 100.0 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 1.8 in
Critical Depth 1.5 in
Channel Slope 0.500 %
Critical Slope 0.848 %
27 Siemon Company Drive Suite 200 W Page 17 of 51
Watertown, CT 06795 USA +1-203-755-1666
10/6/2020
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
RVA.fm8 Center
Catalina Southeast_2 yr
Project Description
Manning
Formula Friction Method
Solve For Normal Depth
Input Data
Roughness Coefficient 0.013
Channel Slope 0.500 %
Height 0.50 ft
Bottom Width 2.50 ft
Discharge 4.48 cfs
Results
Normal Depth 5.5 in
Flow Area 1.1 ft²
Wetted Perimeter 3.42 ft
Hydraulic Radius 4.0 in
Top Width 2.50 ft
Critical Depth 5.6 in
Percent Full 91.8 %
Critical Slope 0.485 %
Velocity 3.90 ft/s
Velocity Head 0.24 ft
Specific Energy 0.70 ft
Froude Number 1.016
Discharge Full 3.55 cfs
Slope Full 0.500 %
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 %
Normal Depth Over Rise 91.8 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 5.5 in
Critical Depth 5.6 in
Channel Slope 0.500 %
Critical Slope 0.485 %
27 Siemon Company Drive Suite 200 W Page 18 of 51
Watertown, CT 06795 USA +1-203-755-1666
10/6/2020
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
RVA.fm8 Center
Catalina Southwest_Street Flow_2yr
Project Description
Solve For Spread
Input Data
Channel Slope 0.500 %
Discharge 2.22 cfs
Gutter Width 2.00 ft
Gutter Cross Slope 8.330 %
Road Cross Slope 2.000 %
Roughness Coefficient 0.013
Results
Spread 9.11 ft
Flow Area 1.0 ft²
Depth 3.7 in
Gutter Depression 1.5 in
Velocity 2.32 ft/s
27 Siemon Company Drive Suite 200 W Page 2 of 51
Watertown, CT 06795 USA +1-203-755-1666
10/6/2020
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
RVA.fm8 Center
Catalina Southeast_85th
Project Description
Manning
Formula Friction Method
Solve For Normal Depth
Input Data
Roughness Coefficient 0.013
Channel Slope 0.500 %
Height 0.50 ft
Bottom Width 0.50 ft
Discharge 0.44 cfs
Results
Normal Depth 4.6 in
Flow Area 0.2 ft²
Wetted Perimeter 1.27 ft
Hydraulic Radius 1.8 in
Top Width 0.50 ft
Critical Depth 3.5 in
Percent Full 76.7 %
Critical Slope 1.037 %
Velocity 2.30 ft/s
Velocity Head 0.08 ft
Specific Energy 0.47 ft
Froude Number 0.654
Discharge Full 0.51 cfs
Slope Full 0.500 %
Flow Type Subcritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 %
Normal Depth Over Rise 24.2 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 4.6 in
Critical Depth 3.5 in
Channel Slope 0.500 %
Critical Slope 1.037 %
27 Siemon Company Drive Suite 200 W Page 19 of 51
Watertown, CT 06795 USA +1-203-755-1666
10/6/2020
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
RVA.fm8 Center
Catalina West_2 yr
Project Description
Manning
Formula Friction Method
Solve For Normal Depth
Input Data
Roughness Coefficient 0.013
Channel Slope 1.000 %
Height 0.50 ft
Bottom Width 0.50 ft
Discharge 0.62 cfs
Results
Normal Depth 4.6 in
Flow Area 0.2 ft²
Wetted Perimeter 1.26 ft
Hydraulic Radius 1.8 in
Top Width 0.50 ft
Critical Depth 4.4 in
Percent Full 76.5 %
Critical Slope 1.141 %
Velocity 3.24 ft/s
Velocity Head 0.16 ft
Specific Energy 0.55 ft
Froude Number 0.925
Discharge Full 0.71 cfs
Slope Full 1.000 %
Flow Type Subcritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 %
Normal Depth Over Rise 24.2 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 4.6 in
Critical Depth 4.4 in
Channel Slope 1.000 %
Critical Slope 1.141 %
27 Siemon Company Drive Suite 200 W Page 20 of 51
Watertown, CT 06795 USA +1-203-755-1666
10/6/2020
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
RVA.fm8 Center
Catalina West_85th
Project Description
Manning
Formula Friction Method
Solve For Normal Depth
Input Data
Roughness Coefficient 0.013
Channel Slope 1.000 %
Height 0.50 ft
Bottom Width 0.50 ft
Discharge 0.13 cfs
Results
Normal Depth 1.5 in
Flow Area 0.1 ft²
Wetted Perimeter 0.74 ft
Hydraulic Radius 1.0 in
Top Width 0.50 ft
Critical Depth 1.5 in
Percent Full 24.2 %
Critical Slope 0.848 %
Velocity 2.15 ft/s
Velocity Head 0.07 ft
Specific Energy 0.19 ft
Froude Number 1.089
Discharge Full 0.71 cfs
Slope Full 1.000 %
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 %
Normal Depth Over Rise 24.2 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 1.5 in
Critical Depth 1.5 in
Channel Slope 1.000 %
Critical Slope 0.848 %
27 Siemon Company Drive Suite 200 W Page 21 of 51
Watertown, CT 06795 USA +1-203-755-1666
10/6/2020
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
RVA.fm8 Center
Catalina East_2 yr
Project Description
Manning
Formula Friction Method
Solve For Normal Depth
Input Data
Roughness Coefficient 0.013
Channel Slope 1.000 %
Height 0.50 ft
Bottom Width 1.33 ft
Discharge 2.85 cfs
Results
Normal Depth 5.4 in
Flow Area 0.6 ft²
Wetted Perimeter 2.23 ft
Hydraulic Radius 3.2 in
Top Width 1.33 ft
Critical Depth 6.0 in
Percent Full 90.1 %
Critical Slope 0.655 %
Velocity 4.76 ft/s
Velocity Head 0.35 ft
Specific Energy 0.80 ft
Froude Number 1.250
Discharge Full 2.44 cfs
Slope Full 1.000 %
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 %
Normal Depth Over Rise 90.1 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 5.4 in
Critical Depth 6.0 in
Channel Slope 1.000 %
Critical Slope 0.655 %
27 Siemon Company Drive Suite 200 W Page 22 of 51
Watertown, CT 06795 USA +1-203-755-1666
10/6/2020
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
RVA.fm8 Center
Catalina East_85th
Project Description
Manning
Formula Friction Method
Solve For Normal Depth
Input Data
Roughness Coefficient 0.013
Channel Slope 1.000 %
Height 0.50 ft
Bottom Width 0.50 ft
Discharge 0.57 cfs
Results
Normal Depth 4.3 in
Flow Area 0.2 ft²
Wetted Perimeter 1.22 ft
Hydraulic Radius 1.8 in
Top Width 0.50 ft
Critical Depth 4.1 in
Percent Full 71.6 %
Critical Slope 1.113 %
Velocity 3.19 ft/s
Velocity Head 0.16 ft
Specific Energy 0.52 ft
Froude Number 0.939
Discharge Full 0.71 cfs
Slope Full 1.000 %
Flow Type Subcritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 %
Normal Depth Over Rise 88.4 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 4.3 in
Critical Depth 4.1 in
Channel Slope 1.000 %
Critical Slope 1.113 %
27 Siemon Company Drive Suite 200 W Page 23 of 51
Watertown, CT 06795 USA +1-203-755-1666
10/6/2020
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
RVA.fm8 Center
Ave I_85th
Project Description
Manning
Formula Friction Method
Solve For Normal Depth
Input Data
Roughness Coefficient 0.013
Channel Slope 1.500 %
Height 0.50 ft
Bottom Width 0.50 ft
Discharge 0.19 cfs
Results
Normal Depth 1.6 in
Flow Area 0.1 ft²
Wetted Perimeter 0.77 ft
Hydraulic Radius 1.1 in
Top Width 0.50 ft
Critical Depth 2.0 in
Percent Full 27.4 %
Critical Slope 0.883 %
Velocity 2.77 ft/s
Velocity Head 0.12 ft
Specific Energy 0.26 ft
Froude Number 1.321
Discharge Full 0.87 cfs
Slope Full 1.500 %
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 %
Normal Depth Over Rise 27.4 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 1.6 in
Critical Depth 2.0 in
Channel Slope 1.500 %
Critical Slope 0.883 %
27 Siemon Company Drive Suite 200 W Page 24 of 51
Watertown, CT 06795 USA +1-203-755-1666
10/6/2020
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
RVA.fm8 Center
Ave I_2 YR
Project Description
Manning
Formula Friction Method
Solve For Normal Depth
Input Data
Roughness Coefficient 0.013
Channel Slope 1.500 %
Height 0.50 ft
Bottom Width 0.50 ft
Discharge 0.91 cfs
Results
Normal Depth 5.3 in
Flow Area 0.2 ft²
Wetted Perimeter 1.38 ft
Hydraulic Radius 1.9 in
Top Width 0.50 ft
Critical Depth 5.6 in
Percent Full 88.4 %
Critical Slope 1.296 %
Velocity 4.12 ft/s
Velocity Head 0.26 ft
Specific Energy 0.71 ft
Froude Number 1.093
Discharge Full 0.87 cfs
Slope Full 1.500 %
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 %
Normal Depth Over Rise 88.4 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 5.3 in
Critical Depth 5.6 in
Channel Slope 1.500 %
Critical Slope 1.296 %
27 Siemon Company Drive Suite 200 W Page 25 of 51
Watertown, CT 06795 USA +1-203-755-1666
10/6/2020
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
RVA.fm8 Center
CB E3_2 YR
Project Description
Solve For Efficiency
Input Data
Discharge 2.15 cfs
Slope 3.600 %
Gutter Width 3.00 ft
Gutter Cross Slope 8.300 %
Road Cross Slope 2.000 %
Roughness Coefficient 0.013
Curb Opening Length 14.00 ft
Local Depression 4.0 in
Local Depression Width 24.0 in
Results
Efficiency 100.00 %
Intercepted Flow 2.15 cfs
Bypass Flow 0.00 cfs
Spread 2.88 ft
Depth 2.9 in
Flow Area 0.3 ft²
Gutter Depression 2.3 in
Total Depression 6.3 in
Velocity 6.26 ft/s
Equivalent Cross Slope 19.411 %
Length Factor 1.267
Total Interception Length 11.05 ft
27 Siemon Company Drive Suite 200 W Page 26 of 51
Watertown, CT 06795 USA +1-203-755-1666
10/6/2020
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
RVA.fm8 Center
CB F1_85TH
Project Description
Solve For Efficiency
Input Data
Discharge 1.88 cfs
Slope 3.600 %
Gutter Width 3.00 ft
Gutter Cross Slope 8.300 %
Road Cross Slope 2.000 %
Roughness Coefficient 0.013
Curb Opening Length 14.00 ft
Local Depression 4.0 in
Local Depression Width 24.0 in
Results
Efficiency 100.00 %
Intercepted Flow 1.88 cfs
Bypass Flow 0.00 cfs
Spread 2.74 ft
Depth 2.7 in
Flow Area 0.3 ft²
Gutter Depression 2.3 in
Total Depression 6.3 in
Velocity 6.05 ft/s
Equivalent Cross Slope 19.411 %
Length Factor 1.340
Total Interception Length 10.45 ft
27 Siemon Company Drive Suite 200 W Page 27 of 51
Watertown, CT 06795 USA +1-203-755-1666
10/6/2020
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
RVA.fm8 Center
CB E3_25 YR
Project Description
Solve For Efficiency
Input Data
Discharge 7.51 cfs
Slope 3.600 %
Gutter Width 3.00 ft
Gutter Cross Slope 8.300 %
Road Cross Slope 2.000 %
Roughness Coefficient 0.013
Curb Opening Length 14.00 ft
Local Depression 4.0 in
Local Depression Width 24.0 in
Results
Efficiency 87.17 %
Intercepted Flow 6.55 cfs
Bypass Flow 0.96 cfs
Spread 8.69 ft
Depth 4.4 in
Flow Area 1.0 ft²
Gutter Depression 2.3 in
Total Depression 6.3 in
Velocity 7.23 ft/s
Equivalent Cross Slope 16.539 %
Length Factor 0.680
Total Interception Length 20.58 ft
27 Siemon Company Drive Suite 200 W Page 28 of 51
Watertown, CT 06795 USA +1-203-755-1666
10/6/2020
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
RVA.fm8 Center
CB F1_2 YR
Project Description
Solve For Efficiency
Input Data
Discharge 8.89 cfs
Slope 3.600 %
Gutter Width 3.00 ft
Gutter Cross Slope 8.300 %
Road Cross Slope 2.000 %
Roughness Coefficient 0.013
Curb Opening Length 14.00 ft
Local Depression 4.0 in
Local Depression Width 24.0 in
Results
Efficiency 82.21 %
Intercepted Flow 7.31 cfs
Bypass Flow 1.58 cfs
Spread 9.61 ft
Depth 4.6 in
Flow Area 1.2 ft²
Gutter Depression 2.3 in
Total Depression 6.3 in
Velocity 7.37 ft/s
Equivalent Cross Slope 15.801 %
Length Factor 0.617
Total Interception Length 22.70 ft
27 Siemon Company Drive Suite 200 W Page 29 of 51
Watertown, CT 06795 USA +1-203-755-1666
10/6/2020
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
RVA.fm8 Center
CB B1_85TH
Project Description
Solve For Efficiency
Input Data
Discharge 0.18 cfs
Slope 2.000 %
Gutter Width 3.00 ft
Gutter Cross Slope 8.300 %
Road Cross Slope 2.000 %
Roughness Coefficient 0.013
Curb Opening Length 4.00 ft
Local Depression 4.0 in
Local Depression Width 24.0 in
Results
Efficiency 100.00 %
Intercepted Flow 0.18 cfs
Bypass Flow 0.00 cfs
Spread 1.27 ft
Depth 1.3 in
Flow Area 0.1 ft²
Gutter Depression 2.3 in
Total Depression 6.3 in
Velocity 2.70 ft/s
Equivalent Cross Slope 19.411 %
Length Factor 1.223
Total Interception Length 3.27 ft
27 Siemon Company Drive Suite 200 W Page 30 of 51
Watertown, CT 06795 USA +1-203-755-1666
10/6/2020
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
RVA.fm8 Center
CB B1_2 YR
Project Description
Solve For Efficiency
Input Data
Discharge 0.84 cfs
Slope 2.000 %
Gutter Width 3.00 ft
Gutter Cross Slope 8.300 %
Road Cross Slope 2.000 %
Roughness Coefficient 0.013
Curb Opening Length 4.00 ft
Local Depression 4.0 in
Local Depression Width 24.0 in
Results
Efficiency 84.15 %
Intercepted Flow 0.71 cfs
Bypass Flow 0.13 cfs
Spread 2.26 ft
Depth 2.2 in
Flow Area 0.2 ft²
Gutter Depression 2.3 in
Total Depression 6.3 in
Velocity 3.97 ft/s
Equivalent Cross Slope 19.411 %
Length Factor 0.641
Total Interception Length 6.24 ft
27 Siemon Company Drive Suite 200 W Page 31 of 51
Watertown, CT 06795 USA +1-203-755-1666
10/6/2020
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
RVA.fm8 Center
CB B1_25 YR
Project Description
Solve For Efficiency
Input Data
Discharge 2.58 cfs
Slope 2.000 %
Gutter Width 3.00 ft
Gutter Cross Slope 8.300 %
Road Cross Slope 2.000 %
Roughness Coefficient 0.013
Curb Opening Length 4.00 ft
Local Depression 4.0 in
Local Depression Width 24.0 in
Results
Efficiency 59.71 %
Intercepted Flow 1.54 cfs
Bypass Flow 1.04 cfs
Spread 4.76 ft
Depth 3.4 in
Flow Area 0.5 ft²
Gutter Depression 2.3 in
Total Depression 6.3 in
Velocity 5.06 ft/s
Equivalent Cross Slope 19.141 %
Length Factor 0.397
Total Interception Length 10.09 ft
27 Siemon Company Drive Suite 200 W Page 32 of 51
Watertown, CT 06795 USA +1-203-755-1666
10/6/2020
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
RVA.fm8 Center
CB A1_2 YR
Project Description
Solve For Efficiency
Input Data
Discharge 0.78 cfs
Slope 0.500 %
Gutter Width 3.00 ft
Gutter Cross Slope 8.300 %
Road Cross Slope 2.000 %
Roughness Coefficient 0.013
Curb Opening Length 4.00 ft
Local Depression 4.0 in
Local Depression Width 24.0 in
Results
Efficiency 100.00 %
Intercepted Flow 0.78 cfs
Bypass Flow 0.00 cfs
Spread 2.85 ft
Depth 2.8 in
Flow Area 0.3 ft²
Gutter Depression 2.3 in
Total Depression 6.3 in
Velocity 2.32 ft/s
Equivalent Cross Slope 19.411 %
Length Factor 1.002
Total Interception Length 3.99 ft
27 Siemon Company Drive Suite 200 W Page 33 of 51
Watertown, CT 06795 USA +1-203-755-1666
10/6/2020
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
RVA.fm8 Center
CB A1_25 YR
Project Description
Solve For Efficiency
Input Data
Discharge 2.44 cfs
Slope 0.500 %
Gutter Width 3.00 ft
Gutter Cross Slope 8.300 %
Road Cross Slope 2.000 %
Roughness Coefficient 0.013
Curb Opening Length 4.00 ft
Local Depression 4.0 in
Local Depression Width 24.0 in
Results
Efficiency 78.60 %
Intercepted Flow 1.92 cfs
Bypass Flow 0.52 cfs
Spread 7.97 ft
Depth 4.2 in
Flow Area 0.9 ft²
Gutter Depression 2.3 in
Total Depression 6.3 in
Velocity 2.66 ft/s
Equivalent Cross Slope 17.119 %
Length Factor 0.575
Total Interception Length 6.95 ft
27 Siemon Company Drive Suite 200 W Page 34 of 51
Watertown, CT 06795 USA +1-203-755-1666
10/6/2020
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
RVA.fm8 Center
CB F1_25 YR
Project Description
Solve For Efficiency
Input Data
Discharge 30.11 cfs
Slope 3.600 %
Gutter Width 3.00 ft
Gutter Cross Slope 8.300 %
Road Cross Slope 2.000 %
Roughness Coefficient 0.013
Curb Opening Length 14.00 ft
Local Depression 4.0 in
Local Depression Width 24.0 in
Results
Efficiency 46.57 %
Intercepted Flow 14.02 cfs
Bypass Flow 16.09 cfs
Spread 17.45 ft
Depth 6.5 in
Flow Area 3.3 ft²
Gutter Depression 2.3 in
Total Depression 6.3 in
Velocity 9.04 ft/s
Equivalent Cross Slope 10.802 %
Length Factor 0.294
Total Interception Length 47.60 ft
27 Siemon Company Drive Suite 200 W Page 35 of 51
Watertown, CT 06795 USA +1-203-755-1666
10/6/2020
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
RVA.fm8 Center
CB E4_85TH
Project Description
Solve For Efficiency
Input Data
Discharge 1.76 cfs
Slope 0.500 %
Gutter Width 2.00 ft
Gutter Cross Slope 8.330 %
Road Cross Slope 2.000 %
Roughness Coefficient 0.013
Grate Width 2.00 ft
Grate Length 7.00 ft
P-50 mm (P-1
-7/8") Grate Type
Clogging 50.0 %
Options
Grate Flow Option Exclude None
Results
Efficiency 79.49 %
Intercepted Flow 1.40 cfs
Bypass Flow 0.36 cfs
Spread 8.13 ft
Depth 3.5 in
Flow Area 0.8 ft²
Gutter Depression 1.5 in
Total Depression 1.5 in
Velocity 2.23 ft/s
Splash Over Velocity 10.76 ft/s
Frontal Flow Factor 1.000
Side Flow Factor 0.359
Grate Flow Ratio 0.680
Active Grate Length 3.50 ft
27 Siemon Company Drive Suite 200 W Page 36 of 51
Watertown, CT 06795 USA +1-203-755-1666
10/6/2020
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
RVA.fm8 Center
CB E4_2 YR
Project Description
Solve For Efficiency
Input Data
Discharge 8.49 cfs
Slope 0.500 %
Gutter Width 2.00 ft
Gutter Cross Slope 8.330 %
Road Cross Slope 2.000 %
Roughness Coefficient 0.013
Grate Width 2.00 ft
Grate Length 7.00 ft
P-50 mm (P-1
-7/8") Grate Type
Clogging 50.0 %
Options
Grate Flow Option Exclude None
Results
Efficiency 51.92 %
Intercepted Flow 4.41 cfs
Bypass Flow 4.08 cfs
Spread 16.30 ft
Depth 5.4 in
Flow Area 2.8 ft²
Gutter Depression 1.5 in
Total Depression 1.5 in
Velocity 3.05 ft/s
Splash Over Velocity 10.76 ft/s
Frontal Flow Factor 1.000
Side Flow Factor 0.242
Grate Flow Ratio 0.366
Active Grate Length 3.50 ft
27 Siemon Company Drive Suite 200 W Page 38 of 51
Watertown, CT 06795 USA +1-203-755-1666
10/6/2020
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
RVA.fm8 Center
CB E4_25 YR
Project Description
Solve For Efficiency
Input Data
Discharge 28.57 cfs
Slope 0.500 %
Gutter Width 2.00 ft
Gutter Cross Slope 8.330 %
Road Cross Slope 2.000 %
Roughness Coefficient 0.013
Grate Width 2.00 ft
Grate Length 7.00 ft
P-50 mm (P-1
-7/8") Grate Type
Clogging 50.0 %
Options
Grate Flow Option Exclude None
Results
Efficiency 34.77 %
Intercepted Flow 9.93 cfs
Bypass Flow 18.64 cfs
Spread 26.30 ft
Depth 7.8 in
Flow Area 7.0 ft²
Gutter Depression 1.5 in
Total Depression 1.5 in
Velocity 4.05 ft/s
Splash Over Velocity 10.76 ft/s
Frontal Flow Factor 1.000
Side Flow Factor 0.161
Grate Flow Ratio 0.223
Active Grate Length 3.50 ft
27 Siemon Company Drive Suite 200 W Page 40 of 51
Watertown, CT 06795 USA +1-203-755-1666
10/6/2020
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
RVA.fm8 Center
Catalina East_Street Flow_25 yr
Project Description
Solve For Spread
Input Data
Channel Slope 1.000 %
Discharge 8.27 cfs
Gutter Width 2.00 ft
Gutter Cross Slope 8.330 %
Road Cross Slope 2.000 %
Roughness Coefficient 0.013
Results
Spread 13.98 ft
Flow Area 2.1 ft²
Depth 4.9 in
Gutter Depression 1.5 in
Velocity 3.98 ft/s
27 Siemon Company Drive Suite 200 W Page 42 of 51
Watertown, CT 06795 USA +1-203-755-1666
10/6/2020
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
RVA.fm8 Center
Catalina East_Street Flow_2 yr
Project Description
Solve For Spread
Input Data
Channel Slope 1.000 %
Discharge 2.85 cfs
Gutter Width 2.00 ft
Gutter Cross Slope 8.330 %
Road Cross Slope 2.000 %
Roughness Coefficient 0.013
Results
Spread 8.70 ft
Flow Area 0.9 ft²
Depth 3.6 in
Gutter Depression 1.5 in
Velocity 3.23 ft/s
27 Siemon Company Drive Suite 200 W Page 43 of 51
Watertown, CT 06795 USA +1-203-755-1666
10/6/2020
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
RVA.fm8 Center
Catalina East_Street Flow_85 yr
Project Description
Solve For Spread
Input Data
Channel Slope 1.000 %
Discharge 0.57 cfs
Gutter Width 2.00 ft
Gutter Cross Slope 8.330 %
Road Cross Slope 2.000 %
Roughness Coefficient 0.013
Results
Spread 2.89 ft
Flow Area 0.2 ft²
Depth 2.2 in
Gutter Depression 1.5 in
Velocity 2.71 ft/s
27 Siemon Company Drive Suite 200 W Page 44 of 51
Watertown, CT 06795 USA +1-203-755-1666
10/6/2020
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
RVA.fm8 Center
Ave I_Street Flow_85 yr
Project Description
Solve For Spread
Input Data
Channel Slope 1.500 %
Discharge 0.19 cfs
Gutter Width 2.00 ft
Gutter Cross Slope 8.330 %
Road Cross Slope 2.000 %
Roughness Coefficient 0.013
Results
Spread 1.36 ft
Flow Area 0.1 ft²
Depth 1.4 in
Gutter Depression 1.5 in
Velocity 2.46 ft/s
27 Siemon Company Drive Suite 200 W Page 45 of 51
Watertown, CT 06795 USA +1-203-755-1666
10/6/2020
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
RVA.fm8 Center
Ave I_Street Flow_2 yr
Project Description
Solve For Spread
Input Data
Channel Slope 1.500 %
Discharge 0.78 cfs
Gutter Width 2.00 ft
Gutter Cross Slope 8.330 %
Road Cross Slope 2.000 %
Roughness Coefficient 0.013
Results
Spread 3.25 ft
Flow Area 0.2 ft²
Depth 2.3 in
Gutter Depression 1.5 in
Velocity 3.36 ft/s
27 Siemon Company Drive Suite 200 W Page 46 of 51
Watertown, CT 06795 USA +1-203-755-1666
10/6/2020
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
RVA.fm8 Center
Ave I_Street Flow_25 yr
Project Description
Solve For Spread
Input Data
Channel Slope 1.500 %
Discharge 3.29 cfs
Gutter Width 2.00 ft
Gutter Cross Slope 8.330 %
Road Cross Slope 2.000 %
Roughness Coefficient 0.013
Results
Spread 8.45 ft
Flow Area 0.8 ft²
Depth 3.5 in
Gutter Depression 1.5 in
Velocity 3.92 ft/s
27 Siemon Company Drive Suite 200 W Page 47 of 51
Watertown, CT 06795 USA +1-203-755-1666
10/6/2020
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
RVA.fm8 Center
Catalina East_SB @ Curb_25yr
Project Description
Manning
Formula Friction Method
Solve For Normal Depth
Input Data
Channel Slope 1.000 %
Discharge 8.27 cfs
Section Definitions
Elevation
(ft)
Station
(ft)
0+00.0 0.75
0+14.0 0.47
0+14.1 2.50
0+15.0 2.50
0+15.1 0.50
0+28.1 0.50
0+28.2 0.00
0+29.5 0.00
0+29.6 0.50
0+40.0 0.70
Roughness Segment Definitions
Start Station Ending Station Roughness Coefficient
(0+00.0, 0.75) (0+40.0, 0.70) 0.013
Options
Pavlovskii's
Method
Current Roughness Weighted
Method
Pavlovskii's
Method
Open Channel Weighting
Method
Pavlovskii's
Method
Closed Channel Weighting
Method
Results
Normal Depth 7.3 in
Roughness Coefficient 0.013
Elevation 0.61 ft

0.00 to 2.50
ft Elevation Range
Flow Area 3.1 ft²
Wetted Perimeter 28.44 ft
Hydraulic Radius 1.3 in
Top Width 27.35 ft
Normal Depth 7.3 in
Critical Depth 7.7 in
Critical Slope 0.508 %
27 Siemon Company Drive Suite 200 W Page 48 of 51
Watertown, CT 06795 USA +1-203-755-1666
10/6/2020
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
RVA.fm8 Center
Results
Velocity 2.63 ft/s
Velocity Head 0.11 ft
Specific Energy 0.72 ft
Froude Number 1.371
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 7.3 in
Critical Depth 7.7 in
Channel Slope 1.000 %
Critical Slope 0.508 %
27 Siemon Company Drive Suite 200 W Page 49 of 51
Watertown, CT 06795 USA +1-203-755-1666
10/6/2020
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
RVA.fm8 Center
Ave I_SB @ Curb_25yr
Project Description
Manning
Formula Friction Method
Solve For Normal Depth
Input Data
Channel Slope 1.500 %
Discharge 3.29 cfs
Section Definitions
Elevation
(ft)
Station
(ft)
0+00.0 0.75
0+14.0 0.47
0+14.1 2.50
0+15.0 2.50
0+15.1 0.50
0+28.9 0.50
0+29.0 0.00
0+29.5 0.00
0+29.6 0.50
0+40.0 0.70
Roughness Segment Definitions
Start Station Ending Station Roughness Coefficient
(0+00.0, 0.75) (0+40.0, 0.70) 0.013
Options
Pavlovskii's
Method
Current Roughness Weighted
Method
Pavlovskii's
Method
Open Channel Weighting
Method
Pavlovskii's
Method
Closed Channel Weighting
Method
Results
Normal Depth 6.7 in
Roughness Coefficient 0.013
Elevation 0.56 ft

0.00 to 2.50
ft Elevation Range
Flow Area 1.5 ft²
Wetted Perimeter 23.12 ft
Hydraulic Radius 0.8 in
Top Width 22.16 ft
Normal Depth 6.7 in
Critical Depth 7.0 in
Critical Slope 0.597 %
27 Siemon Company Drive Suite 200 W Page 50 of 51
Watertown, CT 06795 USA +1-203-755-1666
10/6/2020
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
RVA.fm8 Center
Results
Velocity 2.23 ft/s
Velocity Head 0.08 ft
Specific Energy 0.64 ft
Froude Number 1.528
Flow Type Supercritical
GVF Input Data
Downstream Depth 0.0 in
Length 0.00 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 6.7 in
Critical Depth 7.0 in
Channel Slope 1.500 %
Critical Slope 0.597 %
27 Siemon Company Drive Suite 200 W Page 51 of 51
Watertown, CT 06795 USA +1-203-755-1666
10/6/2020
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
RVA.fm8 Center

HYDROLOGY & HYDRAULICS REPORT
Riviera Village Association
Redondo Beach, CA

Appendix E – Operations & Maintenance Plan
PLAN A: Baseline Rain Event (24 Hour Rain Forecast up to 0.6”):

Catch Basins and Conduits: Prior to each forecasted rain even, catch basins in the RVA area shall be inspected to ensure they are clear of debris. Conduits and flow areas under and around the temporary parklets shall be cleaned of debris and jetted to ensure they have the full hydraulic capacity.

Gravel Bag Protection: Provide gravel bag protection as shown on Detail A on the following page consisting of 2 gravel bags stacked at the inlet of the conduit. RVA will provide plywood sheathing for these baseline gravel bags to provide trip protection. Gravel bag protection shall be installed and in place prior to the start of the forecasted rain event. Gravel bags shall be placed at the upstream inlet side of each parklet to direct flows into the opening or conduit provided at each parklet. Gravel bags shall be visually inspected to ensure they are not damaged. Gravel bags shall be placed at least 2 layers high (6” minimum height).

Hydraulic Conduit: Openings or flow areas shall be provided under the parklet facilities to accommodate the equivalent area per the following table (based on 2 year storm flows):

Location Minimum Opening Size
Avenue I 6” Height x6” Width
Catalina Avenue, West Side
North of Vista Del Mar 6” Height x6” Width
Catalina Avenue, East Side
North of Vista Del Mar 6” Height x14” Width
Catalina Avenue, West Side
South of Vista Del Mar 6” Height x16” Width
Catalina Avenue, East Side
South of Vista Del Mar 6” Height x30” Width
In addition, openings shall be provided at the street side of the parklet k-rails to ensure that street flow is capable of flowing under the existing openings at the k-rails to convey flow from the street to the curb and gutter.

A BASELINE RESPONSE PLAN

NOT TO SCALE

CURB & GUTTER

PARKLET AREA

CONDUIT OPENING SIZE
PER SECTION 6.0

HYDROLOGY REPORT

K-RAILS WITH PLYWOOD

SHEATHING

MAINTAIN K-RAIL OPENINGS AT

BOTTOM FOR STREET FLOW

DRAINAGE HYDRAULIC CONDUIT OR

OPENING AT CURB LINE, SEE

REPORT FOR SIZE

REQUIREMENT

DIRECTION OF FLOW
2 LAYERS OF GRAVEL BAGS AT

INLET WITH PLYWOOD

SHEATHING FOR TRIP

PROTECTION
PLAN B: 2 Year Storm (24 Hour Rain Forecast up to 2.0”):

Catch Basins and Conduits: Prior to each forecasted rain even, catch basins in the RVA area shall be inspected to ensure they are clear of debris. Conduits and flow areas under and around the temporary parklets shall be cleaned of debris and jetted to ensure they have the full hydraulic capacity.

Gravel Bag Protection: Provide gravel bag protection as shown on Detail B on the following page consisting of gravel bags stacked at the inlet of the conduit, both in the street and along the top of the curb line. Gravel bags along the curb line shall be placed at least 24 hours prior to the storm event. Gravel bags along the curb line shall be removed within 48 hours after the end of the storm event. Gravel bags shall be placed to meet the minimum dimensions as shown on the detail. At conditions where adjacent driveways or ADA parking stalls will interfere with the placement, the angle and length shall be adjusted to provide the equivalent dimension from curb line and the conduit inlet. Gravel bags shall be placed at the upstream inlet side of each parklet to direct flows into the opening or conduit provided at each parklet. Gravel bags shall be visually inspected to ensure they are not damaged. Gravel bags shall be placed at least 2 layers high (6” minimum height).

Provide the following openings or conduit sizes under the parklet facilities:

Location Minimum Opening Size
Avenue I 6” Height x6” Width
Catalina Avenue, West Side
North of Vista Del Mar 6” Height x6” Width
Catalina Avenue, East Side
North of Vista Del Mar 6” Height x14” Width
Catalina Avenue, West Side
South of Vista Del Mar 6” Height x16” Width
Catalina Avenue, East Side
South of Vista Del Mar 6” Height x30” Width
In addition, openings shall be provided at the street side of the parklet k-rails to ensure that street flow is capable of flowing under the existing openings at the k-rails to convey flow from the street to the curb and gutter.
2 YEAR STORM RESPONSE PLAN
B (24 HOUR RAIN FORECAST UP TO 2")

NOT TO SCALE

CURB & GUTTER

PARKLET AREA

CONDUIT OPENING SIZE
PER SECTION 6.0

HYDROLOGY REPORT

K-RAILS WITH PLYWOOD

SHEATHING

MAINTAIN K-RAIL OPENINGS AT

BOTTOM FOR STREET FLOW

DRAINAGE HYDRAULIC CONDUIT OR

OPENING AT CURB LINE, SEE

REPORT FOR SIZE

REQUIREMENT

DIRECTION OF FLOW
4'-0"
1 LAYER OF

GRAVEL BAGS AT

CURB LINE
2 LAYERS OF GRAVEL BAGS AT

INLET WITH PLYWOOD

SHEATHING FOR TRIP

PROTECTION
PLAN C: 25 Year Storm (24 Hour Rain Forecast up to 4.4”):

Catch Basins and Conduits: Prior to each forecasted rain even, catch basins in the RVA area shall be inspected to ensure they are clear of debris. Conduits and flow areas under and around the temporary parklets shall be cleaned of debris and jetted to ensure they have the full hydraulic capacity.

Gravel Bag Protection: Provide gravel bag protection as shown on Detail C on the following page consisting of gravel bags stacked at the inlet of the conduit, both in the street and along the top of the curb line. Gravel bags shall be placed at least 24 hours prior to the storm event.

Gravel bags shall be removed within 48 hours after the end of the storm event. Gravel bags shall be placed to meet the minimum dimensions as shown on the detail. Gravel bags are also required to be placed along the curb line along the entire length of the parklet in order to protect flooding of the sidewalk. At conditions where adjacent driveways or ADA parking stalls will interfere with the placement, the angle and length shall be adjusted to provide the equivalent dimension from curb line and the conduit inlet. Gravel bags shall be placed at the upstream inlet side of each parklet to direct flows into the opening or conduit provided at each parklet. Gravel bags shall be visually inspected to ensure they are not damaged. Gravel bags shall be placed at least 2 layers high (6” minimum height).

For the 25 year event, flow will flood the parklet areas. Remove all furniture and loose items from the parklet area. Flooding and water damage to the parklet facilities will occur. After the storm event, parklet facilities shall be inspected for damage and repaired prior to use.

Provide the following openings or conduit sizes under the parklet facilities (Same as 2 year event):

Location Minimum Opening Size
Avenue I 6” Height x6” Width
Catalina Avenue, West Side
North of Vista Del Mar 6” Height x6” Width
Catalina Avenue, East Side
North of Vista Del Mar 6” Height x14” Width
Catalina Avenue, West Side
South of Vista Del Mar 6” Height x16” Width
Catalina Avenue, East Side
South of Vista Del Mar 6” Height x30” Width
In addition, openings shall be provided at the street side of the parklet k-rails to ensure that street flow is capable of flowing under the existing openings at the k-rails to convey flow from the street to the curb and gutter.
25 YEAR STORM RESPONSE PLAN
C (24 HOUR RAIN FORECAST UP TO 4.4")

NOT TO SCALE

CURB & GUTTER

PARKLET AREA

CONDUIT OPENING SIZE
PER SECTION 6.0

HYDROLOGY REPORT
2 LAYERS OF GRAVEL BAGS AT

INLET, ADJUST ANGLE AND

LENGTH AS NEEDED BASED ON

DRIVEWAY AND PARKING

STALL RESTRICTIONS

K-RAILS WITH PLYWOOD

SHEATHING

MAINTAIN K-RAIL OPENINGS AT

BOTTOM FOR STREET FLOW

DRAINAGE HYDRAULIC CONDUIT OR

OPENING AT CURB LINE, SEE

REPORT FOR SIZE

REQUIREMENT

DIRECTION OF FLOW
8'-0"
2 LAYERS OF

GRAVEL BAGS AT

CURB LINE AT

BOTH INLET AND
OUTLET
2 LAYERS OF

GRAVEL BAGS AT

CURB LINE ALONG

ENTIRE LENGTH OF
PARKLET 8'-0"
2 LAYERS OF GRAVEL BAGS AT

INLET WITH PLYWOOD

SHEATHING FOR TRIP

PROTECTION
PLAN D: Excess of 25 Year Storm (24 Hour Rain Forecast exceeding 4.4”):

Parklets: A rain event exceeding the 25 year storm event has less than a 4% chance of occurring within any single year. This level of storm will exceed the design capacity of local storm drains and street flow carrying capacity as local facilities are only designed to contain the 25 year storm event. During a rain event exceeding the 25 year storm event, it is recommended to remove the first 2 feet of the parklet area to maintain free flow within the gutter section. Also, K-rails on the upstream and downstream side of the parklets shall be relocated such that they are parallel to the curb and gutter. Temporary flashing beacons and/or warning signs shall be placed at the end of the k-rails to warn traffic. Remove all furniture and loose items from the parklet area. Flooding and water damage to the parklet facilities will occur. After the storm event, parklet facilities shall be inspected for damage and repaired prior to use.

Catch Basins and Conduits: Prior to each forecasted rain even, catch basins in the RVA area shall be inspected to ensure they are clear of debris. Conduits and flow areas under and around the temporary parklets shall be cleaned of debris and jetted to ensure they have the full hydraulic capacity.

Gravel Bag Protection: Provide gravel bag protection as shown on Detail D on the following page consisting of gravel bags stacked along the top of the curb line. Gravel bags shall be placed at least 24 hours prior to the storm event. Gravel bags shall be removed within 48 hours after the end of the storm event. Gravel bags shall be placed to meet the minimum dimensions as shown on the detail. At conditions where adjacent driveways or ADA parking stalls will interfere with the placement, the angle and length shall be adjusted to provide the equivalent dimension from curb line and the conduit inlet. Gravel bags shall be visually inspected to ensure they are not damaged. Gravel bags shall be placed at least 2 layers high (6” minimum height).

EXTREME EVENT RESPONSE PLAN
D (24 HOUR RAIN FORECAST EXCEEDING 4.4")

NOT TO SCALE

CURB & GUTTER

PARKLET AREA TO REMAIN

RELOCATE ANGLED PORTION

OF K-RAIL TO BE PARALLEL

WITH CURB AT BOTH

UPSTREAM AND DOWNSTREAM

SIDE OF PARKLET

RESTORE CURB AND GUTTER

FREE OF OBSTRUCTIONS

DIRECTION OF FLOW

REMOVE PARKLET

DECKING AND FRAMING
FOR FIRST 2' ADJACENT

TO CURB AND GUTTER

TEMPORARY FLASHING

BEACON AND/OR WARNING
SIGN
2 LAYERS OF

GRAVEL BAGS AT

CURB LINE AT

BOTH INLET AND
OUTLET
2 LAYERS OF

GRAVEL BAGS AT

CURB LINE ALONG

ENTIRE LENGTH OF
PARKLET 8'-0"