Agenda packet — Ontario City Council, July 16, 2024 (part 6 of 14)

• If Tier 4 Final equipment is not available, the construction contractor(s) and subcontractor(s) affected shall use Tier 4 Interim equipment. • If Tier 4 Interim equipment is not available, the construction contractor(s) and subcontractor(s) affected shall use then Tier 3 equipment outfitted with a level 3 diesel particulate filter.
• For purposes of this mitigation measure, “commercially available” shall mean the availability of Tier 4 engines similar to the availability for other large-scale construction projects in the City occurring at the same time and taking into consideration factors such as (i) potential significant delays to critical-path timing of construction and (ii) geographic proximity to the project site of Tier 4 equipment.  During construction, the construction contractor shall maintain a list of all operating equipment in use on the construction site for verification by the City of Ontario. The construction equipment list shall state the makes, models, Equipment Identification Numbers, Engine Family Numbers, and number of construction equipment on-site.  Use paints with a VOC content that meets the South Coast Air Quality Management District Super Compliant architectural coatings standard of 10 grams per liter (g/L) or less (i.e.,) for coating architectural surfaces.
 Comply with South Coast Air Quality Management District Rule 403, including the following measures:
• Provide National Institute for Occupational Safety and Health (NIOSH)-approved respirators for workers with a prior history of Valley Fever. • Half-face respirators equipped with a minimum N-95 protection factor for use during worker collocation with surface disturbance activities. Half-face respirators equipped with N-100 or P-100 filters should be used during digging activities. Employees should wear respirators when working near earth-moving machinery. • Post warnings onsite and consider limiting access to visitors, especially those without adequate training and respiratory protection.

These identified measures shall be incorporated into all appropriate construction documents (e.g., construction management plans) submitted to and verified by the City. 1316

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Saturday, and Table 5.3-19, Mitigated Ontario Regional Sports Complex Site Regional Operation Emissions: Average Weekday, Section 5.3, Air Quality. Potential stationary source emissions from backup generators have been incorporated into the emissions modeling tables in response to Comments O2-7 from CARE CA.

Table 5.3-18 Mitigated Ontario Regional Sports Complex Regional Operation Emissions: Worst Case Saturday
Source
Maximum Daily Emissions (lbs./day)
VOC NOx CO SO2 PM10 PM2.5
ORSC
Mobile 86 43 735 1 156 40
Area1 24 0 0 0 0 0
Energy 0 3 3 0 0 0
Stationary Sources (Generators) 1 2 2 <1 <1 <1
Total 110 111 46 48 738 740 2 156 40
South Coast AQMD Regional Threshold 55 55 550 150 150 55 Exceeds Threshold? Yes No Yes No Yes No
Unmitigated Emissions 119 120 46 48 792 794 2 156 40
Mitigated Emissions 110 111 46 48 738 740 2 156 40
Percent Reduction 8% 0% 7% 0% 0% 0%
Source: CalEEMod Version 2022.1. Highest winter or summer emissions are reported. (see Appendix D1) Notes: lbs. = Pounds.
1 Includes implementation of Mitigation Measure AQ-2.

Table 5.3-19 Mitigated Ontario Regional Sports Complex Site Regional Operation Emissions: Average Weekday
Source
Maximum Daily Emissions (lbs./day)
VOC NOx CO SO2 PM10 PM2.5
ORSC
Mobile 59 31 535 1 115 30
Area1 24 0 0 0 0 0
Energy 0 3 3 0 0 0
Stationary Sources (Generators) 1 2 2 <1 <1 <1
Total 83 84 34 36 538 540 1 115 30
South Coast AQMD Regional Threshold 55 55 550 150 150 55 Exceeds Threshold? Yes No No No No No
Unmitigated Emissions 92 93 34 36 592 594 1 116 30
Mitigated Emissions 83 84 34 36 538 540 1 115 30
Percent Reduction 10% 0% 9% 0% 1% 0%
Source: CalEEMod Version 2022.1. Highest winter or summer emissions are reported. (see Appendix D1) Notes: lbs. = Pounds.
1 Includes implementation of Mitigation Measure AQ-2.
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Emissions. Potential stationary source emissions from backup generators have been incorporated into the emissions modeling tables in response to Comments O2-7 from CARE CA.

Table 5.8-5 Ontario Regional Sports Complex Operational GHG Emissions Source ORSC MTCO2e
Mobile 17,369
Area 25
Energy 4,149
Stationary Sources (Generators) 15
Water 120
Solid Waste 94
Refrigerants 20
Total Emissions 21,777 21,792
Exceeds No Net Increase Threshold Yes
Source: CalEEMod v. 2022.1. (see Appendix D1)

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internal consistency with the overall significance conclusions on page 5.8-33 for consistency with the SCS for Impact 5.8-2. This change does not add any new significant information as Impact 5.8-2 is identified as a significant impact in the Draft EIR, including in Section 5.8-2 on page 5.8-33.

Connect SoCal does not require that local general plans, proposed projects, or zoning be consistent with the SCS, but provides incentives for consistency to governments and developers. It is anticipated that long-term and short-term (i.e., construction) jobs would be absorbed by the local and regional labor force, which would contribute to minimizing passenger vehicle VMT. However, as discussed in Section 5.17, Transportation, the ORSC would continue to result in a substantial increase in total VMT in the city and would exceed the City’s VMT threshold. Therefore, while the ORSC would be generally consistent with Connect SoCal, it would remain inconsistent with the underlying VMT-reducing goals of SCAG’s Connect SoCal; and therefore, and impacts related to consistency with SCAG’s Connect SoCal would be less than potentially significant. 1318

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Greenhouse Gas Emissions. Potential stationary source emissions from backup generators have been incorporated into the emissions modeling tables in response to Comments O2-7 from CARE CA.

Table 5.8-8 Mitigated Ontario Regional Sports Complex Site Operational GHG Emissions Source ORSC MTCO2e
Mobile 17,369
Area 0
Energy 4,154
Stationary Sources (Generators) 15
Water 120
Solid Waste 94
Refrigerants 20
Total Emissions1 21,757 21,772
Exceeds No Net Increase Threshold Yes
Source: CalEEMod v. 2022.1. (See Appendix D1)
1 Includes Mitigation Measures GHG-1 and GHG-2 and Mitigation Measure AQ-2.

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been amended in response to Comments O2-9 through O2-11 from CARE CA.

HAZ-1 Prior to the issuance of demolition permits or grading permits, whichever is issued first, for individual development projects in the ORSC site, the project applicant/developer shall submit a Phase II Environmental Site Assessment (ESA) to the City of Ontario prepared under the responsible charge of a Professional Geologist or Professional Engineer. The Phase II ESA shall be prepared by an Environmental Professional in accordance with the American Society of Testing and Materials (ASTM) Standard E: 1527-21 Environmental Site Assessment Standard Practice (ASTM E1527-21) Designation: E1903-19, Standard Practice for Environmental Site Assessments (ESA): Phase II Environmental Site Assessment Process (ASTM, E 1903-19). The purpose of the Phase II ESA is to evaluate the presence of Recognized Environmental Conditions (RECs) in connection with the site. The term Recognized Environmental Conditions is defined in Section 1.1.1 of the ASTM Standard Practice as the presence or likely presence of any hazardous substances or petroleum products in, at or on a property due to any release to the environment; under conditions indicative of a release to the environment; or under conditions that pose a material threat of a future release to the environment. If the site is found to be impacted with potential contaminants of concern at levels exceeding applicable regulatory thresholds, the project applicant shall remediate all contaminated media, under the oversight and in accordance with state and local agency requirements of the (California Department of Toxic Substances Control (DTSC), Regional Water Quality Control Board, Ontario Fire Department and/or County of San Bernardino, as applicable to their oversight jurisdictions, etc.). For minor issues the Project Environmental Consultant may self1319

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certify with approval from the City. All contaminated soils and/or material encountered shall be disposed of at a regulated site and in accordance with applicable laws and regulations prior to the completion of grading.

Prior to the issuance of building permits, a report documenting the field activities, results, and any additional recommendations shall be provided to the City of Ontario evidencing that all site remediation activities have been completed inclusive of environment oversight agency document of no further action determinations, as applicable.

Additionally, the following specific conditions shall be adhered to:
 Pesticides. Prior to the issuance of a demolition permit for any building or structure or the issuance of a grading permit, whichever is issued first, the construction contractor shall provide proof to the City that there are no pesticides on the site that exceed Environmental Protection Agency Regional Screening Levels (EPA RSLs) or Water Board Environmental Screening Levels (ESLs), whichever is more stringent. If on-site pesticides exceed the applicable screening levels, measures shall be taken in compliance with all applicable local, State and federal regulations to either remediate the pesticides on-site, or remove and properly dispose of the pesticides and proof shall be provided to the City of their safe remediation or removal as permitted by law along with agency oversight documentation of no further action determination by DTSC.  Methane. The construction contractor shall submit a subsurface methane soil gas report to the City Building Department, in general accordance with their methane ordinance, to screen for the presence of elevated levels of methane gas prior to installation of building foundations. The recommendations in the subsurface methane soil gas report to remove or remediate any soils with methane gas levels that exceed accepted regulatory levels shall be implemented in accordance with all applicable laws and regulations as determined by the City Building Department.
 Stained Soil – Pietersma Family Trust. Prior to the issuance of a demolition permit for any building or structure or the issuance of a grading permit, whichever is issued first, shallow soils impacted with Diesel Range Total Petroleum Hydrocarbons (TPH-d) in excess of commercial and residential screening levels adjacent to the aboveground storage tanks in the hazardous materials storage area of the Pietersma Family Trust (parcels 0218- 101-01, 0218-101-02, 0218-101-07, 0218-101-08, 0218-102-10, and 0218-102-11) shall be removed and disposed of in accordance with current regulations. Confirmation sampling shall be conducted as required by current regulations after removal to verify that the impacted soil has been adequately removed from the site or treated insitu (in place) as deemed appropriate by the Project Environmental Consultant at the discretion of the City.

If during grading activities hydrocarbon (TPH) stained soil areas are discovered, grading within the area shall be temporarily halted and redirected around the area until the appropriate evaluation and follow-up measures are implemented. TPH stained soil shall be removed and transported off-site at a State approved disposal site under the 1320

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observation of the Project Environmental Consultant and confirmation samples collected from the sidewalls and bottom of each excavation area. The confirmation samples shall be transported to a state certified laboratory and analyzed for TPH in accordance with EPA Methods 8015M and 8015B, to ensure that TPH stained soil has been adequately removed from the site. Based on the laboratory results and at the discretion of the City, the San Bernardino County Fire Department, the Project Environmental Consultant, or the City shall determine when the area of the site is suitable for grading activities to resume.
 Underground Storage Tanks (UST) – 15 Dairy LLC. Prior to the issuance of a demolition permit for any building or structure or the issuance of a grading permit, whichever is issued first, subsurface sampling shall be performed in the vicinity of the structures in the northern portion of the 15 Dairy LLC (parcels 0218-111-08, 0218-111- 11, 0218-111-12, 0218-111-49, and 0218-111-50) where hazardous materials were likely stored according to historical inspection reports. A geophysical survey should be completed to determine whether any Underground Storage Tanks (USTs) are present at the property. Exploratory trenching is required to address and identify anomalies prior to soil sampling. Should USTs be discovered, subsurface sampling in the vicinity of the UST(s) is recommended to assess for any potential releases that have impacted subsurface soils. All contaminated soils and/or material encountered shall be disposed of at a regulated site and in accordance with applicable laws and regulations prior to the completion of grading. The San Bernardino County Fire Department shall be the lead environmental oversight agency for UST removal activities.  Soil Vapor Testing – JCLIN Investment, LP. Soil vapor sampling in the northern portion of JCLIN Investment, LP (parcels 0218-101-03, 0218-101-04, 0218-101-05, and 0218-101-06) shall be conducted to evaluate whether historical possible drycleaning activities off-site have impacted the subsurface soil vapor beneath the property. The San Bernardino County Fire Department or Department of Toxic Substances Control shall be the lead agency.
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response to Comments O2-14 through O2-18 and Comments O2-28 through O2-34 from CARE CA.

Table 5.13-13 Concert Source Levels
Source Lw1
Public Festivals (Band) 75.0 dB
Scenario 2: Band on Pavilion 100.0 dB
Spectators 73.0 dBA
Source: HMMH 2024c. 1 Public festivals and spectators sound power levels (Lw) on a decibel per meter squared for area sources.

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14 through O2-18 and Comments O2-28 through O2-34 from CARE CA.

Ambient Noise Degradation Analysis: Construction
Daytime
Table 5.13-18, Daytime Construction Noise Degradation Analysis, summarizes the change in ambient noise levels due to construction of the Proposed Project during the daytime. This analysis is provided for informational purposes and indicates that the change in daytime ambient noise associated with the ORSC construction activities would range from <1 dBA to 30 dBA Leq.

Table 5.13-18 Daytime Construction Noise Degradation Analysis Month/Year
Construction Noise - Increases over Daytime Ambient Noise Levels Receptor
Group 1
Receptor
Group 2
Receptor
Group 3
Receptor
Group 4
Receptor
Group 5
Receptor
Group 6
09/24 2-20 2-27 11-21 8-11 1-19 2-21
10/24 1-23 0-30 13-24 10-14 0-22 0-24
11/24 1-21 0-27 13-23 11-14 0-22 2-25
12/24 2-20 0-27 13-22 11-14 0-21 2-21
01/25 2-21 0-28 13-22 10-13 0-21 7-21
02/25 1-22 0-29 13-23 10-14 0-20 3-21
03/25 1-22 0-29 13-22 9-13 0-20 2-21
04/25 0-20 0-27 12-21 9-13 0-20 1-21
05/25 0-20 0-27 12-21 9-13 0-20 8-22
06/25 0-20 0-27 11-21 9-12 0-19 9-23
07/25 0-20 0-27 11-21 8-12 0-19 2-22
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Table 5.13-18 Daytime Construction Noise Degradation Analysis Month/Year
Construction Noise - Increases over Daytime Ambient Noise Levels Receptor
Group 1
Receptor
Group 2
Receptor
Group 3
Receptor
Group 4
Receptor
Group 5
Receptor
Group 6
08/25 0-20 0-27 11-21 8-12 0-19 2-21
09/25 0-20 0-27 12-21 8-12 0-19 3-21
10/25 0-20 0-27 12-21 9-12 0-20 2-22
11/25 0-20 0-27 11-21 8-12 0-19 3-21
12/25 0-20 0-27 11-21 7-11 0-19 1-21
01/26 0-20 0-27 11-21 7-11 0-19 1-21
02/26 0-20 0-27 11-21 8-12 0-19 1-21
03/26 0-20 0-27 11-21 7-11 0-19 0-21
04/26 0-20 0-27 10-21 7-11 0-19 0-21
05/26 0-20 0-27 10-21 7-11 0-19 0-21
06/26 0-20 0-27 10-21 7-11 0-19 1-21
07/26 0-20 0-27 10-21 7-11 0-19 0-21
08/26 0-20 0-27 10-21 7-11 0-19 0-21
09/26 0-20 0-27 10-21 7-11 0-19 0-21
10/26 0-20 0-27 10-21 7-11 0-19 0-21
11/26 0-20 0-27 10-21 7-11 0-19 0-21
12/26 0-20 0-27 10-21 7-11 0-19 0-21
01/27 0-20 0-27 10-21 7-11 0-19 0-21
02/27 0-20 0-27 10-21 7-11 0-19 0-21
03/27 0-20 0-27 10-21 7-11 0-19 0-21
04/27 0-20 0-27 10-21 7-11 0-19 0-21
05/27 0-20 0-27 10-21 7-11 0-19 0-21
06/27 0-20 0-27 10-21 7-11 0-19 0-21
07/27 0-20 0-27 10-21 7-11 0-19 0-21
08/27 0-20 0-27 10-21 7-11 0-19 0-21
09/27 0-20 0-27 10-21 7-11 0-19 0-21
Source: Final EIR Appendix D1.

Nighttime
Table 5.13-19, Nighttime Construction Noise Degradation Analysis, summarizes the change in nighttime ambient noise levels due to construction of the Proposed Project. This analysis is provided for informational purposes and indicates that the change in ambient noise associated with the ORSC construction activities occurring at night would range from <1 dBA to 7 dBA Leq.
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Table 5.13-19 Nighttime Construction Noise Degradation Analysis Project Component
Construction Noise - Increases over Ambient Nighttime Noise Levels Receptor
Group 1
Receptor
Group 2
Receptor
Group 3
Receptor
Group 4
Receptor
Group 5
Receptor
Group 6
Parking Structure A 0 0-2 1-4 0-1 0-2 0
Parking Structure B 0-2 0-4 0-1 0 0 0-1
Stadium and ORSC Site 0-1 0-4 0-7 0-2 0-3 0
Source: Final EIR Appendix D1.

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tables requested by CARE CA.

Transportation Noise
This section summarizes the evaluation of noise levels due to traffic along the off-site roadways surrounding the ORSC site. See Figure 5.13-5, Future Traffic Noise Levels with the Ontario Regional Sports Complex. Table 5.13-18

5.13-20, Summary of the Ontario Regional Sports Complex Traffic-Noise Levels by Receptor Group, provides the TNMcomputed traffic noise levels and changes traffic noise for the with– and without–ORSC and scenarios compared to existing conditions. A total of two noise-sensitive receptors, located in Receptor Group 1 and Receptor Group 3, are predicted to experience traffic-noise levels that exceed the allowable increases in ambient noise levels under the future with-ORSC conditions. Increases in traffic-noise levels are predicted to range between 0 and 5.6 decibels, with the greatest increase occurring in Receptor Group 1. Therefore, traffic noise impacts are considered potentially significant.

Table 5.13-1820 Summary of the Ontario Regional Sports Complex Traffic-Noise Levels by Receptor Group
Receptor
Group
Range of Predicted Traffic Noise Levels (dBA CNEL)
Changes in Traffic
Noise Levels
Number of Impacted
Existing Receptors
Future Without the
ORSC Future With the ORSC
1 46–72 49–76 49–76 1.2–5.6 1
2 40–72 43–75 44–76 0.7–5.0 0
3 47–73 50–75 50–76 1.7–5.3 1
4 48–69 51–73 51–73 2.4–5.0 0
5 36–67 38–70 39–71 0.1–4.6 0
6 45–57 48–60 49–61 2.3–4.6 0
Total — — — — 2
Source: HMMH 2023a (Appendix J2).

Note: Attachment C of Appendix J2 lists the computed sound levels at all modeled receptors included in the traffic-noise assessment. 1324

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tables requested by CARE CA.

Average Hourly Noise Levels
Table 5.13-19 5.13-21, Stadium Average Hourly Noise Levels: Regular Weekday Minor League Baseball Game, summarizes the range of predicted average hourly noise level (Leq[h]) by receptor group and land use categories for receptors in the noise study area. Figure 5.13-6, Stadium Average Hourly Noise Levels: Regular Weekday Minor League Baseball Game, illustrates average hourly noise level contours for baseball games. As shown in Table 5.13- 195.13-21, the highest predicted Leq(h) for each category of land use would be below the corresponding limit in the City’s code. For this reason, noise impacts would be considered less than significant.

Table 5.13-1921 Stadium Average Hourly Noise Levels: Regular Weekday Minor League Baseball Game Noise
Zone1 Land Use
Daytime2
Exterior Leq
Criteria (dBA)
Predicted Leq(h) (dBA) Range for Baseball Games1, 2
Receptor
Group 1
Receptor
Group 2
Receptor
Group 3
Receptor
Group 4
Receptor
Group 5
Receptor
Group 6
I Single-Family Residential 65 19–32 21–43 NA 43–47 22–50 13–19 II Multi-Family Residential,
Mobile Home Parks 65 18–36 21–43 NA NA NA NA
V Manufacturing and industrial,
other uses 70 NA NA 40–55 45–50 39–50 NA
Source: HMMH 2024c (Appendix J3).

Notes: Attachment C of Appendix J3 includes a table of predicted sound levels for each modeled receptor.

See Table 5.13-6 for locations of receptor groups. 1 Pursuant to Section 5-29.11, the maximum permissible noise level limit established for Noise Zone I also applies to the exterior of schools, daycare centers, hospitals or other similar healthcare institutions, churches, libraries, or museums during hours of use. 2 The City of Ontario’s noise code includes both “daytime” (7:00 am–10:00 pm) and “nighttime” (10:00 pm–7:00 am) limits. Since the ORSC is only operational between 8:00 am and 10:00 pm, the “nighttime” limits do not apply.

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tables requested by CARE CA.

Peak Noise Levels
Table 5.13-205.13-22, Stadium Maximum Noise Levels: Regular Weekday Minor League Baseball Game, summarizes the range in predicted hourly Lmax for each “noise zone” in each receptor group based on definitions in the City’s noise code. As shown in this table, the highest predicted Lmax would be well below applicable criteria for each land use category. For this reason, noise would be considered less than significant. 1325

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Table 5.13-2022 Stadium Average Hourly Noise Levels: Regular Weekday Minor League Baseball Game Noise
Zone1 Land Use
Daytime
Exterior Lmax
Criteria (dBA)
Predicted Lmax (dBA) Range for Baseball Games
Receptor
Group 1
Receptor
Group 2
Receptor
Group 3
Receptor
Group 4
Receptor
Group 5
Receptor
Group 6
I Single-Family Residential 85 27–46 30–56 NA 50–55 28–58 21–26 II Multi-Family Residential,
Mobile Home Parks 85 26–50 31–54 NA NA NA NA
V Manufacturing and industrial,
other uses 90 NA NA 51–66 53–56 46–58 NA
Source: HMMH 2024c (Appendix J3).

Notes: Attachment C of Appendix J3 includes a table of predicted sound levels for each modeled receptor.

See Table 5.13-6 for locations of receptor groups.

Pages 5.13-37 to 5.13-38, Section 5.13, Noise. The following discussion has been amended in response to Comments O2-14 through O2-18 and Comments O2-28 through O2-34 from CARE CA.

Ambient Noise Degradation Analysis
Table 5.13-23, Stadium Noise Degradation Analysis, summarizes the change in ambient noise levels due to the Proposed Project for the stadium. This analysis is provided for informational purposes and indicates that the change in ambient noise associated with the ORSC would range from <1 dBA to 2 dBA Leq.

Table 5.13-23 Stadium Noise Degradation Analysis
Receiver Group
Predicted Leq(h) (dBA) Range
Receptor
Group 1
Receptor
Group 2
Receptor
Group 3
Receptor
Group 4
Receptor
Group 5
Receptor
Group 6
Ambient
Day 53 53 52 52 52 53
Evening 52 52 51 51 51 52
Night 51 51 53 53 53 51
Total
Day 52-52 52-53 53-54 52-53 52-53 52-52
Evening 51-52 51-52 52-53 51-52 51-52 51-51
Night 53-53 53-54 53-54 53-54 53-54 53-53
Increase
Day 0 0-1 1-2 0-1 0-1 0
Evening 0-1 0-1 1-2 0-1 0-1 0
Night 0 0-1 0-1 0-1 0-1 0
Source: Final EIR Appendix D1.
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14 through O2-18 and Comments O2-28 through O2-34 from CARE CA. In addition the new Figure has been added to Appendix D2 that corresponds to the Concert Scenario 2.

Average Hourly Noise Levels
Table 5.13-21 5.13-24, Stadium Average Hourly Noise Levels: Concerts, and Table 5.13-25, Stadium Average Hourly Noise Levels: Concerts Scenario 2, summarizes the range of predicted average hourly noise levels (Leq[h]) by receptor group and land use categories for receptors in the noise study area. Figure 5.13-7a, Stadium Average Hourly Noise Levels: Concerts, and Figure 5.13-7b, Stadium Average Hourly Noise Levels: Concerts Scenario 2, illustrates average hourly noise level contours for two different types of concerts at the stadium. As shown in Tables 5.13- 21 5.13-24 and 5.13-25, the highest predicted Leq(h) for each category of land use would be below the corresponding limit in the City’s code. For this reason, Scenario 2 noise impacts would be considered less than significant.

Table 5.13-2124 Stadium Average Hourly Noise Levels: Concerts Noise
Zone1 Land Use
Daytime2
Exterior Leq
Criteria (dBA)
Predicted Leq(h) (dBA) Range for Concerts1, 2
Receptor
Group 1
Receptor
Group 2
Receptor
Group 3
Receptor
Group 4
Receptor
Group 5
Receptor
Group 6
I Single-Family Residential 65 7–19 14–29 NA 27–30 8–33 5–8 II Multi-Family Residential,
Mobile Home Parks 65 10–22 14–35 NA NA NA NA
V Manufacturing and industrial,
other uses 70 NA NA 29–40 28–35 21–33 NA
Source: HMMH 2024c (Appendix J3). Based on a festival soundpower level of 75 dBA Lwa.

Notes: Attachment C of Appendix J3 includes a table of predicted sound levels for each modeled receptor.

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Table 5.13-25 Stadium Average Hourly Noise Levels: Concerts Scenario 2 Noise
Zone1 Land Use
Daytime2
Exterior Leq
Criteria (dBA)
Predicted Leq(h) (dBA) Range for Concerts1, 2
Receptor
Group 1
Receptor
Group 2
Receptor
Group 3
Receptor
Group 4
Receptor
Group 5
Receptor
Group 6
I Single-Family Residential 65 17 - 27 17 - 38 NA 30 - 32 10 - 36 19 - 22 II Multi-Family Residential,
Mobile Home Parks 65 14 - 34 16 - 37 NA NA NA NA
V Manufacturing and industrial,
other uses 70 NA NA 35 - 41 30 - 36 30 - 36 NA
Source: Final EIR Appendix D1. Based on a band pavilion of 100 dBA Lwa.

Notes: Attachment C of Appendix J3 includes a table of predicted sound levels for each modeled receptor.

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14 through O2-18 and Comments O2-28 through O2-34 from CARE CA.

Ambient Noise Degradation Analysis
Table 5.13-26, Concert Noise Degradation Analysis, summarizes the change in ambient noise levels due to the Proposed Project for concerts. This analysis is provided for informational purposes and indicates that the change in ambient noise associated with the ORSC would range from <1 dBA to 2 dBA Leq.

Table 5.13-25 Concert Noise Degradation Analysis
Receiver Group
Predicted Leq(h) (dBA) Range
Receptor
Group 1
Receptor
Group 2
Receptor
Group 3
Receptor
Group 4
Receptor
Group 5
Receptor
Group 6
Ambient
Day 53 53 52 52 52 53
Evening 52 52 51 51 51 52
Night 51 51 53 53 53 51
Total
Day 52-52 52-53 53-54 52-53 52-53 52-52
Evening 51-52 51-52 52-53 51-52 51-52 51-51
Night 53-53 53-54 53-54 53-54 53-54 53-53
Increase
Day 0 0-1 1-2 0-1 0-1 0
Evening 0-1 0-1 1-2 0-1 0-1 0
Night 0-0 0-1 0-1 0-1 0-1 0
Source: Final EIR Appendix D1. Based on a band pavilion of 100 dBA Lwa. 1328

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tables requested by CARE CA.

Scenario 1: Weekday Practice
The weekday practice scenario includes the least amount of activity at the multipurpose and baseball/softball fields with the least intensity. Weekday youth soccer and baseball/softball practices were assumed to commence at 5:00 pm and end by 10:00 pm. All other outdoor public amenities were assumed to be in use during park operating hours, generally from 8:00 am to 9:00 pm, with lights out by 10:00 pm. Table 5.13-225.13-27, Sports Fields Average Hourly Noise Levels: Weekday Practice, summarizes the range in predicted hourly Leq(h) for each “noise zone” that exists within each receptor group based on definitions in the City’s noise code. Figure 5.13- 8, Sports Fields Average Hourly Noise Levels: Weekday Practice, illustrates the hourly noise level contours, representing weekday youth soccer and baseball/softball practice with other outdoor amenities in use.

Table 5.13-2227 Sports Fields Average Hourly Noise Levels: Weekday Practice Noise
Zone1 Land Use
Daytime2
Exterior Leq
Criteria (dBA)
Predicted Leq(h) (dBA) Range for Weekday Practice1, 2
Receptor
Group 1
Receptor
Group 2
Receptor
Group 3
Receptor
Group 4
Receptor
Group 5
Receptor
Group 6
I Single-Family Residential 65 37–51 36–56 NA 41–45 31–53 29–39 II Multi-Family Residential,
Mobile Home Parks 65 36–52 32–45 NA NA NA NA
V Manufacturing and industrial,
other uses 70 NA NA 44–55 42–47 46–54 NA
Source: HMMH 2024c.

Note: Attachment C in Appendix J4 includes a table of predicted sound levels for each modeled receptor.

Page 5 ends

tables requested by CARE CA.

Scenario 2: Weekend Regular Season Games
Regular season games are anticipated to occur on weekends (Saturdays and Sundays) for both youth soccer and baseball/softball. Both sports would include regular fall and spring seasons, lasting 12 weeks per season for soccer, 11 weeks for fall baseball/softball, and 14 weeks for spring baseball/softball. As described in Chapter 3, weekend games were assumed to commence at 8:00 am and end by 6:00 p.m. However, all other outdoor public amenities were assumed to be in use during park operating hours, generally from 8:00 am to 9:00 pm, except the pool, which would close by 3:00 pm on weekends, following the recreation center hours. 1329

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Table 5.13-235.13-28, Sports Fields Average Hourly Noise Levels: Weekend Games, summarizes the range in predicted hourly Leq(h) for each “noise zone” that exists within each receptor group based on definitions in the municipal noise code. Figure 5.13-9, Sports Fields Average Hourly Noise Levels: Weekend Games, shows predicted Leq(h) noise level contours, representing regular season youth soccer and baseball/softball games with other outdoor amenities in use.

Table 5.13-2328 Sports Fields Average Hourly Noise Levels: Weekend Games Noise
Zone1 Land Use
Daytime2
Exterior Leq
Criteria (dBA)
Predicted Leq(h) (dBA) Range for Weekend Games1, 2
Receptor
Group 1
Receptor
Group 2
Receptor
Group 3
Receptor
Group 4
Receptor
Group 5
Receptor
Group 6
I Single-Family Residential 65 36–50 35–55 NA 41–45 31–53 28–39 II Multi-Family Residential,
Mobile Home Parks 65 35–51 32–45 NA NA NA NA
V Manufacturing and industrial,
other uses 70 NA NA 44–55 42–47 46–54 NA
Source: HMMH 2024c.

Notes: Attachment C in Appendix J4 includes a table of predicted sound levels for each modeled receptor.

Pages 5.13-49 to 5.13-50, Section 5.13, Noise. The table numbering has been revised in response to the addition of new tables requested by CARE CA.

Scenario 3: Tournament Weekends
Youth soccer and baseball/softball tournaments are anticipated to occur on weekends (Saturdays and Sundays).

Soccer tournaments would occur for 26 weeks of the year, while baseball/softball tournaments would occur for 25 weeks. As described in Chapter 3, tournaments were assumed to commence at 8:00 am and end by 10:00 pm before lights out at the facility. All other outdoor public amenities were assumed to be in use during park operating hours, generally from 8:00 am to 9:00 pm, except the community pool, which would close by 3:00 pm on weekends, following the recreation center hours. Table 5.13-245.13-29, Sports Fields Average Hourly Noise Levels: Tournament Weekends, summarizes the range in predicted hourly Leq(h) for each “noise zone” that exists within each receptor group based on definitions in the municipal noise code. Figure 5.13-10, Sports Fields Average Hourly Noise Levels: Tournament Weekends, shows predicted Leq(h) noise level contours, representing regular season youth soccer and baseball/softball games with other outdoor amenities in use. 1330

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3. Revisions to the Draft EIR
June 2024 Page 3-23
Table 5.13-2429 Sports Fields Average Hourly Noise Levels: Tournament Weekends Noise
Zone1 Land Use
Daytime2
Exterior Leq
Criteria (dBA)
Predicted Leq(h) (dBA) Range for Tournament Weekends1, 2 Receptor
Group 1
Receptor
Group 2
Receptor
Group 3
Receptor
Group 4
Receptor
Group 5
Receptor
Group 6
I Single-Family Residential 65 36–50 35–55 NA 41–45 31–53 28–39 II Multi-Family Residential,
Mobile Home Parks 65 35–51 32–45 NA NA NA NA
V Manufacturing and industrial,
other uses 70 NA NA 44–55 42–47 46–54 NA
Source: HMMH 2024c (Appendix J4).

Notes: Attachment C in Appendix J4 includes a table of predicted sound levels for each modeled receptor.

As shown in Table 5.13-245.13-29, the maximum hourly predicted at any residential land use type within the six receptor groups is 55 dBA. This noise level is predicted within Receptor Group 2 to the north of the ORSC site and across from the youth multipurpose fields. The second highest Leq(h) predicted at residential receptors is 53 dBA within Receptor Group 5 to the east of the ORSC site. The maximum hourly noise levels for recreational land uses, which is included in noise zone ‘V’, is 55 dBA on the green at the Whispering Lake Golf Course in Receptor Group 3.

Page 5 ends

14 through O2-18 and Comments O2-28 through O2-34 from CARE CA.

Ambient Noise Degradation Analysis
Table 5.13-30, Athletic Field Games Noise Degradation Analysis, Table 5.13-31, Athletic Field Practice Noise Degradation Analysis, and Table 5.13-32, Athletic Field Tournaments Noise Degradation Analysis, summarize the change in ambient noise levels due to the Proposed Project for the games, practices, and tournaments at the athletic fields, respectively. This analysis is provided for informational purposes and indicates that the change in ambient noise associated with the ORSC would range from <1 dBA to 6 dBA Leq. 1331

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Table 5.13-30 Athletic Field Games Noise Degradation Analysis Receiver Group
Predicted Leq(h) (dBA) Range
Receptor
Group 1
Receptor
Group 2
Receptor
Group 3
Receptor
Group 4
Receptor
Group 5
Receptor
Group 6
Ambient
Day 53 53 52 52 52 53
Evening 52 52 51 51 51 52
Night 51 51 53 53 53 51
Total
Day 52-52 52-53 53-54 52-53 52-53 52-52
Evening 51-52 51-52 52-53 51-52 51-52 51-51
Night 53-53 53-54 53-54 53-54 53-54 53-53
Increase
Day 0 0-1 1-2 0-1 0-1 0
Evening 0-1 0-1 1-2 0-1 0-1 0
Night 0 0-1 0-1 0-1 0-1 0
Source: Final EIR Appendix D1.

Table 5.13-31 Athletic Field Practice Noise Degradation Analysis Receiver Group
Predicted Leq(h) (dBA) Range
Receptor
Group 1
Receptor
Group 2
Receptor
Group 3
Receptor
Group 4
Receptor
Group 5
Receptor
Group 6
Ambient
Day 53 53 52 52 52 53
Evening 52 52 51 51 51 52
Night 51 51 53 53 53 51
Total
Day 53-55 53-57 53-57 52-53 52-56 53-53
Evening 52-55 52-57 52-57 51-52 51-56 52-52
Night 51-54 51-57 54-57 53-54 53-56 51-51
Increase
Day 0-2 0-4 1-5 0-1 0-4 0
Evening 0-3 0-5 1-6 0-1 0-5 0
Night 0-3 0-6 1-4 0-1 0-3 0
Source: Final EIR Appendix D1.
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3. Revisions to the Draft EIR
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Table 5.13-32 Athletic Field Tournaments Noise Degradation Analysis Receiver Group
Predicted Leq(h) (dBA) Range
Receptor
Group 1
Receptor
Group 2
Receptor
Group 3
Receptor
Group 4
Receptor
Group 5
Receptor
Group 6
Ambient
Day 53 53 52 52 52 53
Evening 52 52 51 51 51 52
Night 51 51 53 53 53 51
Total
Day 53-55 53-57 53-57 52-53 52-56 53-53
Evening 52-55 52-57 52-57 51-52 51-55 52-52
Night 51-54 51-56 54-57 53-54 53-56 51-51
Increase
Day 0-2 0-4 1-5 0-1 0-4 0
Evening 0-3 0-5 1-6 0-1 0-4 0
Night 0-3 0-5 1-4 0-1 0-3 0
Source: Final EIR Appendix D1.

Pages 5.13-63 to 5.13-64, Section 5.13, Noise. The table numbering has been revised in response to the addition of new tables requested by CARE CA.

Impact 5.13-1
Nighttime construction noise impacts are predicted to occur for sensitive receptors in Receptor Group 2, Receptor Group 3, and Receptor Group 5. To reduce construction noise impacts during nighttime hours to below the significant impact threshold, Mitigation Measure N-1 requires installation of temporary noise barriers around the work site that have sufficient heights to block the direct line-of-sight between the onsite construction areas and off-site noise sensitive receptors. With typical installation, temporary noise barriers can provide 5 decibels of noise level reduction to adjacent receptors. Table 5.13-255.13-33, Predicted Nighttime Cumulative Ontario Regional Sports Complex Construction Noise Levels with Mitigation, summarizes the ranges of constructionnoise levels with the implementation of temporary noise barriers. 1333

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Table 5.13-2533 Predicted Nighttime Cumulative Ontario Regional Sports Complex Construction Noise Levels with Mitigation
ORSC Component Work Phase
Range of Predicted Nighttime (10pm–7 am) Construction Noise Levels by Receptor Group (Leq dBA)1
1 2 34 4 5 6
Nighttime Ambient (7pm–7am)2 47 47 48 48 48 47
Impact Threshold (Cannot Exceed) 52 52 53 53 53 52
Parking Structure
Parking Structure A Phase 1B 42–43 42–46 45–51 44–45 43–47 42–42 Parking Structure B Phase 2 42–45 42–49 43–44 43–44 43–44 42–44 Stadium All Activities Phase 1B 42–44 42–48 44–55 44–47 43–49 42–42 Source: HMMH 2023a
Notes: Attachment A of Appendix J1 includes a table that summarizes predicted nighttime construction noise levels at all analyzed receptors for the proposed work phases and activities.

See Table 5.13-6 for locations of receptor groups. 1 Construction equipment noise levels conservatively assume all equipment would be utilized at the same time and at all hours of an 8-hour period, both of which are unlikely. 2 Long-term noise measurements were conducted in and around the site in October 2023. The ambient noise level is comprised of the measured L90. Refer to The Ontario Regional Sports Complex EIR Traffic Noise Technical Report for detailed information on the noise measurement program. 3 Bold numbers indicate noise levels that exceed 5 dBA over the measured ambient noise level. 4 Receptors predicted to experience nighttime construction noise levels include recreational use that would not be considered to have nighttime sensitivity (green at Whispering Lakes Golf Course and Cucamonga Channel Walking Trail). Therefore, these locations would not be considered to be impacted during nighttime construction of the ORSC. Noise level ranges are provided for informational purposes.

Page 12 ends

Brian Wolfe, Transportation Engineer/Planner
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3. Revisions to the Draft EIR
June 2024 Page 3-27

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following mitigation measure has been amended in response to Comments O2-6, O2-12, and O2-23 from CARE CA.

5.3 AIR QUALITY
Impact 5.3-2: Construction activities associated
with the ORSC would generate short-term
emissions that exceed South Coast AQMD’s
significance thresholds and would cumulatively
contribute to the nonattainment designations of
the SoCAB.

Potentially significant AQ-1 The City of Ontario shall require the construction contractor to incorporate the following to reduce air pollutant emissions during construction activities:
• Use construction equipment rated by the United States Environmental Protection Agency as having Tier 4 (model year 2008 2015 or newer) Final or stricter emission limits for all off-road construction equipment. If Tier 4 Final equipment is not commercially available for a specific piece of equipment, the applicant shall provide documentation (e.g., rental inventory requests), to the City’s satisfaction, or otherwise demonstrate its unavailability to the City of Ontario prior to the issuance of any construction permits and replacement equipment used by the contractor shall achieve emissions reductions that are no less than what could be achieved by a Level 3 diesel emissions control strategy for a similarly sized engine as defined by the California Air Resources Board regulations.
 If Tier 4 Final equipment is not available, the construction contractor(s) and subcontractor(s) affected shall use Tier 4 Interim equipment.
 If Tier 4 Interim equipment is not available, the construction contractor(s) and subcontractor(s) affected shall use then Tier 3 equipment outfitted with a level 3 diesel particulate filter.  For purposes of this mitigation measure, “commercially available” shall mean the availability of Tier 4 engines similar to the availability for other large-scale construction projects in the City occurring at the same time and taking into consideration factors such as (i) potential significant delays to critical-path timing of construction and (ii) geographic proximity to the project site of Tier 4 equipment.

Less than significant
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Table ES-3 Summary of Environmental Impacts, Mitigation Measures and Levels of Significance After Mitigation Environmental Impact
Level of Significance
Before Mitigation Mitigation Measures
Level of Significance
After Mitigation
• During construction, the construction contractor shall maintain a list of all operating equipment in use on the construction site for verification by the City of Ontario. The construction equipment list shall state the makes, models, Equipment Identification Numbers, Engine Family Numbers, and number of construction equipment on-site.
• Use paints with a VOC content that meets the South Coast Air Quality Management District Super Compliant architectural coatings standard of 10 grams per liter (g/L) or less (i.e.,) for coating architectural surfaces. • Comply with South Coast Air Quality Management District Rule 403, including the following measures:
• Provide National Institute for Occupational Safety and Health (NIOSH)-approved respirators for workers with a prior history of Valley Fever.
• Half-face respirators equipped with a minimum N-95 protection factor for use during worker collocation with surface disturbance activities. Half-face respirators equipped with N-100 or P-100 filters should be used during digging activities. Employees should wear respirators when working near earth-moving machinery.
• Post warnings onsite and consider limiting access to visitors, especially those without adequate training and respiratory protection.

These identified measures shall be incorporated into all appropriate construction documents (e.g., construction management plans) submitted to and verified by the City.
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3. Revisions to the Draft EIR
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following mitigation measure has been amended in response to Comments O2-9 through O2-11 from CARE CA.

5.9 HAZARDS AND HAZARDOUS MATERIALS
Impact 5.9-2: Project construction activities may
disturb contaminants in the soil associated with
the site’s former agricultural uses and could
create a significant hazard to the public or the
environment.

Potentially significant HAZ-1 Prior to the issuance of demolition permits or grading permits, whichever is issued first, for individual development projects in the ORSC site, the project applicant/developer shall submit a Phase II Environmental Site Assessment (ESA) to the City of Ontario prepared under the responsible charge of a Professional Geologist or Professional Engineer. The Phase II ESA shall be prepared by an Environmental Professional in accordance with the American Society of Testing and Materials (ASTM) Standard E: 1527-21 Environmental Site Assessment Standard Practice (ASTM E1527-21) Designation: E1903- 19, Standard Practice for Environmental Site Assessments (ESA): Phase II Environmental Site Assessment Process (ASTM, E 1903-19). The purpose of the Phase II ESA is to evaluate the presence of Recognized Environmental Conditions (RECs) in connection with the site. The term Recognized Environmental Conditions is defined in Section 1.1.1 of the ASTM Standard Practice as the presence or likely presence of any hazardous substances or petroleum products in, at or on a property due to any release to the environment; under conditions indicative of a release to the environment; or under conditions that pose a material threat of a future release to the environment. If the site is found to be impacted with potential contaminants of concern at levels exceeding applicable regulatory thresholds, the project applicant shall remediate all contaminated media, under the oversight and in accordance with state and local agency requirements of the (California Department of Toxic Substances Control (DTSC), Regional Water Quality Control Board, Ontario Fire Department and/or County of San Bernardino, as applicable to their oversight jurisdictions, etc.). For minor issues the Project Environmental Consultant may self-certify with approval from the City. All contaminated soils and/or material encountered shall be disposed of at a regulated site and in accordance with applicable laws and regulations prior to the completion of grading.

Less than significant
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Table ES-3 Summary of Environmental Impacts, Mitigation Measures and Levels of Significance After Mitigation Environmental Impact
Level of Significance
Before Mitigation Mitigation Measures
Level of Significance
After Mitigation
Prior to the issuance of building permits, a report documenting the field activities, results, and any additional recommendations shall be provided to the City of Ontario evidencing that all site remediation activities have been completed inclusive of environment oversight agency document of no further action determinations, as applicable.

Additionally, the following specific conditions shall be adhered to:
• Pesticides. Prior to the issuance of a demolition permit for any building or structure or the issuance of a grading permit, whichever is issued first, the construction contractor shall provide proof to the City that there are no pesticides on the site that exceed Environmental Protection Agency Regional Screening Levels (EPA RSLs) or Water Board Environmental Screening Levels (ESLs), whichever is more stringent. If on-site pesticides exceed the applicable screening levels, measures shall be taken in compliance with all applicable local, State and federal regulations to either remediate the pesticides on-site, or remove and properly dispose of the pesticides and proof shall be provided to the City of their safe remediation or removal as permitted by law along with agency oversight documentation of no further action determination by DTSC.
• Methane. The construction contractor shall submit a subsurface methane soil gas report to the City Building Department, in general accordance with their methane ordinance, to screen for the presence of elevated levels of methane gas prior to installation of building foundations. The recommendations in the subsurface methane soil gas report to remove or remediate any soils with methane gas levels that exceed accepted regulatory levels shall be implemented in accordance with all applicable laws and regulations as determined by the City Building Department.
• Stained Soil – Pietersma Family Trust. Prior to the issuance of a demolition permit for any building or structure or the issuance of a grading permit, whichever is issued first, shallow soils impacted with Diesel Range Total Petroleum Hydrocarbons (TPH-d) in excess of commercial and residential screening levels adjacent to the aboveground storage tanks in the hazardous materials storage area of 1338

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3. Revisions to the Draft EIR
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Table ES-3 Summary of Environmental Impacts, Mitigation Measures and Levels of Significance After Mitigation Environmental Impact
Level of Significance
Before Mitigation Mitigation Measures
Level of Significance
After Mitigation
the Pietersma Family Trust (parcels 0218-101-01, 0218-101-02, 0218- 101-07, 0218-101-08, 0218-102-10, and 0218-102-11) shall be removed and disposed of in accordance with current regulations. Confirmation sampling shall be conducted as required by current regulations after removal to verify that the impacted soil has been adequately removed from the site or treated insitu (in place) as deemed appropriate by the Project Environmental Consultant at the discretion of the City. If during grading activities hydrocarbon (TPH) stained soil areas are discovered, grading within the area shall be temporarily halted and redirected around the area until the appropriate evaluation and follow-up measures are implemented. TPH stained soil shall be removed and transported off-site at a State approved disposal site under the observation of the Project Environmental Consultant and confirmation samples collected from the sidewalls and bottom of each excavation area. The confirmation samples shall be transported to a state certified laboratory and analyzed for TPH in accordance with EPA Methods 8015M and 8015B, to ensure that TPH stained soil has been adequately removed from the site. Based on the laboratory results and at the discretion of the City, the San Bernardino County Fire Department, the Project Environmental Consultant, or the City shall determine when the area of the site is suitable for grading activities to resume.
• Underground Storage Tanks (UST) – 15 Dairy LLC. Prior to the issuance of a demolition permit for any building or structure or the issuance of a grading permit, whichever is issued first, subsurface sampling shall be performed in the vicinity of the structures in the northern portion of the 15 Dairy LLC (parcels 0218-111-08, 0218-111- 11, 0218-111-12, 0218-111-49, and 0218-111-50) where hazardous materials were likely stored according to historical inspection reports. A geophysical survey should be completed to determine whether any Underground Storage Tanks (USTs) are present at the property.

Exploratory trenching is required to address and identify anomalies prior to soil sampling. Should USTs be discovered, subsurface sampling in the vicinity of the UST(s) is recommended to assess for any potential releases that have impacted subsurface soils. All contaminated soils and/or material encountered shall be disposed of at a regulated site and 1339

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Table ES-3 Summary of Environmental Impacts, Mitigation Measures and Levels of Significance After Mitigation Environmental Impact
Level of Significance
Before Mitigation Mitigation Measures
Level of Significance
After Mitigation
in accordance with applicable laws and regulations prior to the completion of grading. The San Bernardino County Fire Department shall be the lead environmental oversight agency for UST removal activities.
• Soil Vapor Testing – JCLIN Investment, LP. Soil vapor sampling in the northern portion of JCLIN Investment, LP (parcels 0218-101-03, 0218- 101-04, 0218-101-05, and 0218-101-06) shall be conducted to evaluate whether historical possible drycleaning activities off-site have impacted the subsurface soil vapor beneath the property. The San Bernardino County Fire Department or Department of Toxic Substances Control shall be the lead agency.
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Appendix
June 2024
Appendix A1. Parking Traffic Demand Management
Plan
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Appendix
PlaceWorks
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DRAFT Ontario Regional Sports Complex
Stadium and Athletic Facilities
Parking and Transportation
Demand Management Plan
Prepared for:

City of Ontario
May 2024
OC20-0741
A1-1
1343
Table of Contents

1. Introduction ............................................................................................................................... 5

1.1 Purpose and Objectives ............................................................................................................................................ 5

1.2 Report Organization ............................................................................................................................................................ 5

1.3 Coordination with Event Transportation Management Plan ............................................................................... 6

2. Project Description ................................................................................................................... 7

2.1 Overview ................................................................................................................................................................................... 7

2.2 Proposed Event Programming ........................................................................................................................................ 9

2.3 Proposed Parking Supply ................................................................................................................................................10

2.4 Expected Parking Demand ..............................................................................................................................................11

3. Parking Management ............................................................................................................. 12

3.1 Recommended Parking Management Strategies ..................................................................................................12

3.2 Parking Facility Allocation ...............................................................................................................................................13

3.2.1 Stadium Parking ......................................................................................................................................................14

3.2.2 Athletic Facility Parking ........................................................................................................................................14

3.2.3 Retail and Hospitality Parking ............................................................................................................................14

3.2.4 Public Park Parking .................................................................................................................................................14

3.2.5 Employee Parking ...................................................................................................................................................14

3.3 Parking Pricing and Validation ......................................................................................................................................15

3.3.1 Pricing Model ...........................................................................................................................................................15

3.3.2 Potential Pricing Levels .........................................................................................................................................15

3.3.3 Retail and Recreation Center Validation ........................................................................................................16

3.3.4 HOV 5+ Parking Discount ...................................................................................................................................17

3.4 Technology and Enforcement ........................................................................................................................................17

3.4.1 Recommended Technologies .............................................................................................................................17

3.4.2 Enforcement ..............................................................................................................................................................18

3.5 Neighborhood Impact Mitigation ................................................................................................................................18

4. Transportation Demand Management ................................................................................. 19

4.1 Nearby Transportation Services ....................................................................................................................................19

4.1.1 Transit Service ..........................................................................................................................................................19

4.1.2 Pedestrian Facilities ................................................................................................................................................20

4.1.3 Bicycle Facilities .......................................................................................................................................................20

4.2 Recommended TDM Strategies ....................................................................................................................................21 A1-2
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4.3 TDM Strategy Implementation ......................................................................................................................................23

4.3.1 TDM Program Coordinator .................................................................................................................................23

4.3.2 Marketing ...................................................................................................................................................................23

4.3.3 Coordination with Omnitrans.............................................................................................................................23

5. Program Monitoring ............................................................................................................... 24

5.1 Monitoring .............................................................................................................................................................................24

5.2 Program Modification .......................................................................................................................................................24 Appendices
Appendix A: Ontario Regional Sports Complex Parking Study A1-3
1345
List of Figures
Figure 1: Project Site Plan ................................................................................................................................................................. 8 Figure 2: Example of Parking Payment Signage, Acrisure Arena, Palm Desert, CA ................................................. 18 List of Tables
Table 1: Summary of Proposed Event Programming ............................................................................................................. 9 Table 2: Proposed Parking Supply .............................................................................................................................................. 10 Table 3: Expected Parking Demand ........................................................................................................................................... 11 Table 4: Parking Management Strategies by Land Use ...................................................................................................... 13 Table 5: Parking Pricing at Existing Regional Facilities ....................................................................................................... 16 Table 6: Omnitrans Route 87 Frequency and Hours of Operation ................................................................................ 19 Table 7: TDM Strategies by Land Use ........................................................................................................................................ 22 A1-4
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DRAFT Ontario Regional Sports Complex Stadium & Athletic Facilities Parking and TDM Plan May 2023
5 1. Introduction

1.1 Purpose and Objectives
This Parking and Transportation Demand Management (TDM) Plan provides details on the operations and monitoring of proposed parking management and TDM strategies at the Ontario Regional Sports Complex (ORSC) in the City of Ontario. VMT mitigation strategies identified in the Environmental Impact Report are further explained in this plan, including implementation and oversight procedures.

The purpose of the Parking and TDM Plan is to:
 Improve access to and circulation within the ORSC site for all travel modes  Provide guidance on parking operations at the ORSC site, including pricing, enforcement, and managing parking for different land uses
 Identify strategies for minimizing parking impacts on surrounding roadways and neighborhoods  Complement the Event Traffic Management Plan (TMP) in managing event traffic  Outline implementation of project related TDM measures to reduce single-occupancy vehicle trips to/from the Project
 Define measures of effectiveness (MOEs) that can be used to evaluate project TDM measures  Explain procedures for updating parking and TDM measures This report was prepared during the environmental review phase of the Project when specific information such as a detailed site plan and operational arrangements were not yet determined. This document is expected to be updated as additional information is made available and after the Project opens. Chapter 5 includes details on how parking management and TDM measures shall be periodically reviewed.

1.2 Report Organization
The remainder of this report is organized into the following chapters:
 Chapter 2 (Project Description) – includes details on the proposed land use, event programming, parking supply, and expected parking demand at the Project site  Chapter 3 (Parking Management) – explains proposed parking operational procedures at the Project site including parking assignment, rates, and enforcement  Chapter 4 (Transportation Demand Management) – explains proposed measures to reduce Project-related vehicle trips and facilitate access to and from the Project site by public transportation, walking, and cycling
 Chapter 5 (Program Monitoring) – outlines procedures for ensuring parking management and TDM measures are being implemented in an efficient and effective manner, including describing how programs can be modified if necessary
A1-5
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DRAFT Ontario Regional Sports Complex Stadium & Athletic Facilities Parking and TDM Plan May 2023
6 1.3 Coordination with Event Transportation Management Plan An Event Traffic Management Plan (TMP) was prepared alongside the Parking and TDM plan to support event operations. The purpose of the TMP is to manage access and guide implementation of traffic control measures during events, which will support implementation of the Parking and TDM measures.

Specifically, the TMP will complement parking and TDM measures by:
 Outlining access routes and pick up/drop off locations for public transportation and ride share  Identifying pedestrian/cyclist routes and internal circulation  Supporting efforts to distribute vehicle traffic to multiple entrance/exit points  Managing parking queues and inbound/outbound traffic during events It is anticipated that if parking and/or TDM measures are updated, the TMP will need to be updated and vice versa.

A1-6
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DRAFT Ontario Regional Sports Complex Stadium & Athletic Facilities Parking and TDM Plan May 2023
7 2. Project Description

2.1 Overview
The proposed Project is a 199-acre sports complex with a mix of uses. The Project site is bounded by Riverside Drive to the north, Chino Avenue to the south, Cucamonga Creek Flood Control Channel to the east, and Vineyard Avenue to the west, as shown in Figure 1.

The Project will consist of the following land uses:
 Planning Area (PA) 1: Semi-professional Minor League Baseball Stadium (6,000-person capacity)  PA 2-4: Commercial Retail, Baseball Stadium Retail, Retail and Hospitality Areas  PA 5: City Park (Outdoor Baseball/Softball, Soccer, and Multi-use Fields)  PA 6: City Park (Indoor Athletic Facility)
 PA 7: Community Recreation Center
Development of the Project will be completed over multiple phases, with Project components opening between Spring 2025 and Fall 2027. The Project site can be accessed through Vineyard Avenue, Riverside Drive, and Chino Avenue. Vineyard Avenue and Ontario Avenue will extend through the Project site to provide access and internal circulation.

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Proposed Site Plan
Figure 1
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9 2.2 Proposed Event Programming
In addition to the retail, hospitality, and public park uses that are expected to remain in consistent use year-round, various events and sports programming will take place periodically that will drive visitation to and from the Project site. The frequency and daily trip generation and attendee estimates for each event are provided in Table 1. Event frequencies and sizes were developed from information provided by the City of Ontario available during the environmental review period of the project and is subject to change.

Additional special events (e.g. Fourth of July, Trunk-or-Treat, etc.) may also take place on the Project site, which can employ parking management and TDM strategies as needed.

Table 1: Summary of Proposed Event Programming
Land Use Event Description
No. of
Days/
Year
Daily Vehicle Trip
Generation
Estimate
Average Daily
Attendees
Baseball Stadium
Regular Season Games 66 803 to 2,038 1,300 - 3,400
Postseason Games ≤5 2,038 6,000
Small Event (100 attendees) 4 58 100
Small Event (200 attendees) 2 116 200
Small Event (500 attendees) 7 289 500
Medium Event (2,000
attendees)
9 1,157 2,000
Medium Event (3,000
attendees)
4 1,735 3,000
Medium Event (4,000
attendees)
16 2,314 4,000
Large Event (5,000 attendees) 2 2,892 5,000
Large Event (6,000 attendees) 2 3,470 6,000
Soccer Fields
Typical Games 48 4,549 2,000 - 5,000
Tournaments 16 6,755 5,000 – 8,000
Baseball/Softball
Fields
Typical Games 50 3,055 1,400 – 4,000
Tournaments 16 3,727 4,000 – 6,000
Indoor
Basketball/Volleyball
Athletic Center
Basketball Games 20 1,112 2,000
Volleyball Games 54 1,334 2,500
Source: City of Ontario, 2023. Fehr & Peers, 2024.

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10 2.3 Proposed Parking Supply
The Project will include the construction of 6,263 parking spaces, distributed across seven parking structures/lots (see Table 2). Parking is distributed throughout the site to ensure convenient access to different land uses and minimize congestion impacts during periods with high traffic volumes. Parking can be accessed through the Project access intersections on Riverside Drive, Vineyard Avenue, and Chino Avenue. Figure 1 shows the locations of the parking lots and structures on the Project site.

Table 2: Proposed Parking Supply
Planning Area Structure/Lot
Supply (number of
parking spaces)
PA 1 Baseball Stadium Parking Structure A 1,600
PA 2 Commercial Retail Lot C (Surface Parking, East) 1,500 PA 3 Baseball Stadium Retail and Hospitality - -
PA 4 Baseball Stadium Retail and Hospitality South Lot D (Surface Parking, South) 250 PA 5 City Park, Active Fields
Parking Structure B 1,000
Lot E (Surface Parking, South) 1,000
PA 6 City Park, Indoor Athletic Facility
Lot F (Surface Parking,
Southwest)
388
PA 7 Community Recreation Center
Lot G (Surface Parking,
Southeast)
525
TOTAL: 6,263
Source: City of Ontario, 2023.

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11 2.4 Expected Parking Demand
Parking demand was estimated for multiple event scenarios in the Ontario Regional Sports Complex Parking Assessment, provided in Appendix A. Under typical and peak scenarios, the Project is expected to have adequate parking supply to meet demand. However, parking management strategies are still recommended during events to manage traffic around the Project area, minimize impacts on neighborhoods, and maintain access for employees and retail visitors. Table 3 summarizes the expected parking demand for various event types and scenarios.

Table 3: Expected Parking Demand
Scenario
Maximum Total Hourly
Parking Demand
Peak Parking
Demand Hour
Weekday with Baseball/Soccer Practice 2,261 6:00 PM
Weekday with Minor League Baseball Game and
Baseball/Soccer Practice
2,946 7:00 PM
Weekend with Minor Leage Baseball Game and
Baseball/Soccer Games
3,255 7:00 PM
Weekend with Minor League Baseball Game and
Baseball/Soccer Tournaments
4,005 7:00 PM
Weekend with Sell-Out Stadium Event and
Baseball/Soccer Games
4,271 6:00 PM
Weekend with Sell-Out Stadium Event and
Baseball/Soccer Tournaments
5,022 6:00 PM
Source: Fehr & Peers, 2024.

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12 3. Parking Management
This section outlines parking management strategies and operational procedures that can be implemented to:
• Minimize impacts on adjacent roadways and neighborhoods • Better accommodate event parking demand
• Promote carpooling and non-auto trips to the Project
Parking management strategies are expected to be employed during most events, and anytime when event traffic may impact parking supply for other uses on the Project site. As the primary operator of the ORSC, the City of Ontario shall review each event and determine the appropriate level of parking management required. It is expected that days with stadium events and those with more than 5,000 combined event attendees will require parking management (i.e. most weekends).

3.1 Recommended Parking Management Strategies
Consistent with the identified VMT impact mitigation measures, several parking management strategies are proposed for the Project.

Paid Visitor Parking
This strategy prices parking in a designated area for visitors. Increasing the cost of parking increases the total cost of driving to a location, incentivizing shifts to other modes, increasing carpooling, and decreasing total VMT. Pricing can be adjusted to manage demand during periods of high visitation and would apply to most stadium, athletic facility event, and hotel visitors. Potential pricing models are discussed in Section 3.3.

Retail and Recreation Center Parking Validation
This strategy complements the paid visitor parking strategy to ensure that stadium and athletic facility attendees do not use free retail parking unless visiting retail establishments. Parking validation maintains parking supply for businesses and can be implemented digitally using the latest parking technology.

Validation typically covers a set time (e.g. two hours).

Parking Time Limits
This strategy sets the maximum amount of time a parking space can be occupied by a single vehicle.

Parking time limits promote parking turnover and may prevent event attendees from using parking spaces intended for retail, restaurant, or public park spaces (as event attendees will likely require parking for an extended period). A parking time limit can also be applied to validation, such that validation will only cover up to a specified time limit.

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13 Discounted Parking Fees for Ultra-HOV Vehicles (HOV 5+) This strategy promotes carpooling by providing a discounted parking rate for vehicles with five or more occupants during games, tournaments, and stadium events. The high-occupancy-vehicle threshold is set to five or more to encourage ridesharing between multiple households. Implementation of this measure is described in Section 3.3.

Employee Parking Cash Out
Employers will be required to offer employees a cash payment equivalent to or greater than the cost of providing a parking space for employees. This program would be managed through employee parking permits, which the City would sell to employers. Employers can provide parking passes to employees or offer a cash-out equivalent to the cost of the parking permit. Implementation is described in Section 3.2.

Table 4 lists the parking management strategies for each land use.

Table 4: Parking Management Strategies by Land Use
Strategy Stadium
Athletic
Facilities
Retail and
Restaurant
Hotel Public Park
Paid Visitor Parking Yes Yes1 No2 Yes No2
Retail Parking
Validation
No No Available No Available
Parking Time Limits No No Yes2 No Yes2
Discounted Parking
Fees for Ultra-HOV
Vehicles
Yes Yes No No N/A
Employee Parking CashOut
Yes N/A Yes Yes Yes
Notes:

1.) Athletic Facility parking will only be charged during games and tournaments. Practice/weekday parking will not be subject to pricing unless on days with stadium events and staying longer than two hours.

2.) Retail and public park visitors staying less than two hours will not need to purchase parking. Visitors staying beyond the two-hour period will be responsible for any additional parking costs, but can receive a discount validation code from retailers or the community recreation center.

3.2 Parking Facility Allocation
During typical operations, all parking facilities will remain open for all users; visitors will be able to park in any available parking area. When parking management is in effect during larger events (>10,000 combined daily event attendees), some parking facilities may be designated as “event only” or for the specific event use (e.g. one parking area for athletic fields, another parking area for stadium events). The purpose of this is to utilize all available parking supply and distribute event traffic to multiple entrance/exit points. Specific parking locations for each land use will be identified during the final design A1-13
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14 phase and incorporated into the Event Transportation Management Plan. Depending on event size, the number of parking facilities/spaces reserved for events may change.

3.2.1 Stadium Parking
Stadium Parking should be provided near the entrance of the stadium, generally in the northeast corner of the Project site. Multiple parking facilities should be designated for stadium attendees to distribute event traffic across the Project site access intersections on Riverside Drive and Chino Avenue. During most games, parking facilities can be shared with retail operations; however, larger events (e.g. summer weekends, post-season) may warrant designated “event only” parking facilities to guarantee supply for event attendees.

3.2.2 Athletic Facility Parking
During larger-scale weekend games and tournaments, parking facilities may be designated exclusively for soccer field, baseball/softball field, and indoor basketball/volleyball court attendees. Multiple parking facilities should be provided to distribute traffic and allow visitors to park closer to their destination.

During periods where multiple sports are occurring simultaneously, the City may designate specific lots/spaces for each sport or event.

Parking for athletic facilities should be provided west of Street A to the maximum extent possible, reducing pedestrian-vehicle conflicts on Street A.

3.2.3 Retail and Hospitality Parking
Parking for the retail, restaurant, entertainment, and hotel uses should be provided near these establishments, generally in the northeast corner of the Project site. Parking for these uses may be shared with other uses (e.g. stadium parking) and will only be managed during events. During major events, retail parking may be consolidated into specific lots to provide sufficient parking supply for event attendees.

3.2.4 Public Park Parking
Parking for the community center, skate park, public pool, little league field, and public tennis/pickleball courts should be provided in the southeast corner of the Project site in a designated parking area. To discourage event visitors from utilizing this lot, the same parking fee structure is expected to be used, which will provide free parking for park visitors staying less than two hours (see Section 3.3).

3.2.5 Employee Parking
The City should sell employee parking permits to the stadium operator, and retail businesses which they manage and issue to employees. These permits can be managed electronically by having employees register their license plate. License plate-based permits also allows for streamlined enforcement, utilizing license plate recognition (LPR) cameras.

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15 Alternatively, employees are also eligible to forego their provided parking pass and receive a cash-out payment from their employer. This is intended to incentivize commute mode shift away from singlepassenger automobiles.

During typical operations, employees can utilize any available parking space, provided they have an issued employee parking permit. During major events, specific parking areas can be designated as “employee parking only” to maintain parking access during events.

3.3 Parking Pricing and Validation
Paid parking is intended to increase the overall cost of driving, thereby encouraging carpooling or other modes of transportation to and from the Project site. This can reduce the number of trips and VMT generated by the Project. The Project proposes to implement paid parking for stadium event attendees and visitors of athletic facility games and tournaments. Parking is expected to remain accessible for employees and most retail and public park visitors to reduce financial burdens for employees and maintain business access.

3.3.1 Pricing Model
The City shall work with sporting event operators and the commercial developer to determine a final parking pricing model. For consistency and clarity, it is recommended that only one parking pricing model be used for all special event parking on the Project site.

Fehr & Peers recommends the use of a hybrid free and paid parking model where parking is free for the first two hours, after which a flat special event fee will apply. This effectively results in free parking for most visitors of retail/restaurant venues and athletic practices (average stay less than two hours) and paid parking for most stadium and athletic game/tournament visitors (average stay greater than two hours).

Compared to other pricing models such as time-based rates, the free two hour plus flat rate parking model has several benefits:
 Ease of understanding for visitors
 Ease of enforcement with Parking Management System
 Allows parking facilities to be shared between uses
 Integrates well with HOV 5+ discount
 Reduced exit queueing as parking rates do not need to be calculated for each vehicle

3.3.2 Potential Pricing Levels
Pricing levels should be determined by the City of Ontario prior to opening day. Rates should be set to minimize confusion and simplify collection but can vary depending on demand (e.g. lower parking rate during weekday events vs. weekend events). Rates should be set that they encourage some drivers to consider alternative modes of travel (e.g. carpooling, public transportation); however, they should not be prohibitively expensive that they result in impacts on surrounding neighborhoods. Over time, if demand A1-15
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16 for parking is found to be consistently high, the City should consider increasing the parking fee. However, if parking demand is consistently low, the City should only consider decreasing the parking fee if parking spills over to the surrounding neighborhoods.

Table 5 summarizes the current parking rates at adjacent minor league sports venues, youth recreation facilities, and entertainment venues. These rates can be used to inform parking rate development for the Project. Generally, market rates at similar facilities average a flat rate of $10-$20 per vehicle. While higher rates are observed at other facilities, they tend to be in isolated areas without nearby neighborhoods or business parking lots, unlike ORSC.

Table 5: Parking Pricing at Existing Regional Facilities Peer Facility Facility Type Parking Cost
Loanmart Stadium, Rancho
Cucamonga
Minor League Baseball Stadium All Events: $6/car
Toyota Arena, Ontario Minor League Hockey Stadium All Events: $15/car San Manuel Stadium, San
Bernardino
Minor League Baseball Stadium All Events: $10/car
Acrisure Arena, Palm Desert Minor League Hockey Stadium Variable Pricing by Event
$17 - $50/car
Silverlakes Sports Complex, Norco Soccer Complex
Weekend Parking Rates:
$12/car
$25/RV or Bus
SoCal Sports Complex, Oceanside Soccer and Event Complex Weekends: $15/car Momentous Sports Center, Irvine
Indoor Basketball/Volleyball
Sports Complex
Weekends: $20/car
Orange County Regional Parks
(various), Orange County
Outdoor Recreation Facility
Weekdays: $3/car
Weekends: $5/car
Source: Fehr & Peers, 2024.

3.3.3 Retail and Recreation Center Validation
Most visitors of retail establishments, restaurants, and the recreation center will not need to pay for or validate parking as most of these visits are less than two hours. However, the City may work with the third-party parking operator to provide full or partial validation for retail and recreation center visitors staying longer than two hours. Retail establishments could issue validations, which would be managed by the parking operator.

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17 3.3.4 HOV 5+ Parking Discount
The purpose of providing a discount for carpools with five or more occupants is to encourage carpooling to the Project site between multiple households. Carpooling, particularly for regional draw events, is an effective strategy to lower visitor VMT. The discount threshold is set to five or more as most vehicles are expected to have multiple occupants in them, making lower thresholds less effective. The threshold will be reviewed after the first year of operations to determine if it is achieving intended vehicle trip reduction goals.

To ensure compliance with this policy, parking facility entrances would need to be staffed by parking enforcement officers that verify and register vehicles with five or more occupants. Specific priority parking area(s) can be designated as “HOV 5+ parking only” to minimize the number of staff required for enforcement while also encouraging carpooling. Vehicles that are confirmed with five or more occupants would be registered in the Parking Management System to receive a discounted parking rate.

3.4 Technology and Enforcement
The City should contract a third-party parking management service to operate, manage, staff, and enforce parking on the Project site. The specific technology used to manage parking will depend on the selected contractor but should consider the technologies listed below to improve enforcement and operational efficiency.

3.4.1 Recommended Technologies
Gateless Parking
To limit queueing and delays upon entrance/exit, it is recommended that all the facilities be gateless. This removes the need for standard parking gates at the entrance and exit of parking facilities and requires less maintenance than gate arms, improving system reliability. Parking can be enforced with automated license plate recognition cameras installed at parking lot entrances and exits that measure the duration of a parking session and assist with enforcement.

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18 Digital Payments
Advanced digital payment systems utilize license
plates and mobile apps/websites to issue parking
permits to vehicles. Visitors can use their smart phones to pay for parking by registering their license plate.

Signage, like those shown in Figure 2, can be installed throughout the parking facilities informing drivers of
parking rates and providing information/QR codes on
how to pay.

Parking Management Software
Parking Management Software can be used by the
parking vendor to verify vehicles are paying for
parking and/or are within parking time limits. This
system provides parking enforcement officers with the
payment status and parking duration for each vehicle,
identifying those that have exceeded the free parking
limit and have not paid for event parking.

The Parking Management Software can also be used
by stationed parking enforcement officers at the
entrance to parking facilities to register vehicles that are eligible for the HOV 5+ parking discount. Retail validation codes can also be handled through this software.

3.4.2 Enforcement
The City of Ontario Police Department will be responsible for enforcing parking management policies, specifically parking fees and time limits. The City may coordinate with the third-party vendor to assist with enforcement.

3.5 Neighborhood Impact Mitigation
Mitigation measures are recommended to limit potential event traffic impacts on neighborhood streets.

The purpose of these measures is to limit event parking in neighborhoods to the extent possible and maintain access for residents and businesses in the Project area.

Temporary and/or permanent warning signage should be installed on adjacent neighborhood streets to remind drivers that event parking is strongly discouraged outside of Project parking facilities. Periodic informational campaigns can include stationing a parking enforcement officer on neighborhood streets informing drivers that event attendees should not utilize street parking. Enforcement of no parking zones would require development of a residential parking permit program and adoption of new City ordinances, which should be considered only if neighborhoods experience repeated parking impacts.

Figure 2: Example of Parking Payment
Signage, Acrisure Arena, Palm Desert, CA
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19 4. Transportation Demand
Management
This section details the transportation demand management (TDM) strategies for Project. In addition to the parking related strategies described in the previous section, a series of non-auto strategies are identified to promote mode shift towards carpooling, public transportation, and walking/cycling. These strategies were identified during the Project environmental review period and focus on reducing homebased-work (HBW) and visitor VMT.

4.1 Nearby Transportation Services
The success of TDM strategies relies on a robust multi-modal transportation network. The Project Site is served by existing public transit services and pedestrian and bicycle facilities. As the Ontario Ranch area develops, additional multi-modal transportation infrastructure is expected to increase access to the Project Site. The available transportation services are described below.

4.1.1 Transit Service
Omnitrans provides local and express services to San Bernardino County, which includes the City of Ontario. Bus stops are provided along Riverside Drive at Whispering Lakes Lane and Ontario Avenue. The Project site is served by Route 87, which connects to Rancho Cucamonga, Downtown Ontario, and Eastvale via Vineyard Avenue, Riverside Drive, and Archibald Avenue. Connections to other Omnitrans bus routes can be made at the Ontario Civic Center and Chino Transit Centers and to Riverside Transit Agency in the City of Eastvale.

Table 6 outlines the current hours of operation and service frequency for Route 87.

Table 6: Omnitrans Route 87 Frequency and Hours of Operation Frequency Hours of Operation
Weekday 60 minutes 5:00 am – 9:45 pm
Saturday 60 minutes 5:30 am – 8:30 pm
Sunday No Service No Service
Source: Omnitrans, 2023.

The Project proposes bus stop improvements including bus pullouts and other amenities at the intersection of Riverside Drive and Street A, immediately adjacent to the baseball stadium entrance.

Future transit services may be considered along other corridors as the Ontario Ranch area develops.

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20 4.1.2 Pedestrian Facilities
Pedestrian facilities in the Project area include sidewalks, crosswalks, pedestrian signals, and multi-use trails. Most of the roadways are underdeveloped in the Ontario Ranch area and do not include pedestrian facilities. Surrounding the Project, the only pedestrian sidewalks are provided along the north side of Riverside Drive.

New sidewalks are proposed along Vineyard Avenue, Chino Avenue, and the south side of Riverside Avenue as part of the Project. Additional pedestrian facilities will be constructed during the development process of Ontario Ranch.

Within the Project site, sidewalks and pedestrian trails will be provided to facilitate internal circulation and travel between different land uses (e.g. between the stadium and retail/hospitality area). During the final design process of internal roadways and parking lots, pedestrian crossings will be identified along Ontario Avenue, Street A, and Street B. Additionally, the Event Traffic Management Plan will identify temporary road closures that can support pedestrian circulation during events when pedestrian volumes are expected to be higher.

4.1.3 Bicycle Facilities
The Ontario Plan Circulation Element identifies several proposed Class I (off street multi-purpose trails) and Class II (bike lane) facilities that will directly serve the project site. These include:
 Proposed Class I Multipurpose Trails:
o Euclid Avenue between Merril Avenue and Riverside Drive o Campus Avenue between Merril Avenue and Riverside Drive o Grove Avenue between Merril Avenue and Riverside Drive o Vineyard Avenue between Merril Avenue and Riverside Drive o Cucamonga Channel Multipurpose Trail
o Archibald Avenue between Eastvale City Limits and Riverside Drive o Haven Avenue between Eastvale City Limits and Riverside Drive o Hamner Avenue between Eastvale City Limits and I-15
o Chino Avenue between Euclid Avenue and Hamner Avenue
o Schaefer Avenue between Euclid Avenue and Archibald Avenue o Edison Avenue between Euclid Avenue and Vineyard Avenue o Eucalyptus Avenue between Euclid Avenue and Vineyard Avenue o Additional internal Class I trails as part of the Ontario Ranch development  Proposed Class II On Street Bike Lanes
o Merril Avenue between Euclid Avenue and Haven Avenue
o Eucalyptus Avenue between Vineyard Avenue and Hamner Avenue o Edison Avenue between Vineyard Avenue and Cucamonga Channel o Ontario Ranch Road between Cucamonga Channel and Hamner Avenue A1-20
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21 o Schaefer Avenue between Archibald Avenue and Haven Avenue o Riverside Drive between Euclid Avenue and Milliken Avenue/Hamner Avenue o Campus Avenue between Riverside Drive and North of SR-60 o Grove Avenue between Riverside Drive and North of SR-60 (buffered bike lane) o Vineyard Avenue between Riverside Drive and SR-60 (buffered bike lane) o Archibald Avenue between Riverside Drive and SR-60
o Haven Avenue between Riverside Drive and SR-60
As part of roadway improvements for the Project, a Class I multi-use trail is planned for the west side of Vineyard Avenue and Class II bike lanes are planned along Riverside Drive between Vineyard Avenue and the Cucamonga Channel. Internal roadways will also include bicycle facilities

4.2 Recommended TDM Strategies
As identified in the Project Environmental Impact Report, a series of non-parking TDM measures are proposed for the Project:

Voluntary Commute Trip Reduction Program for Employees
This measure works to discourage employee single-occupancy vehicle trips and encourage alternative modes of transportation such as carpooling, taking transit, walking, and biking. Mode shift can help reduce commute based (HBW) VMT. The program would be implemented by all uses on the Project site, but no enforceable performance metrics will be established.

Potential measures related to this strategy include:
 Coordinating an employee rideshare/carpooling program  Providing discounted transit passes for employees
 Incentivizing alternative travel modes (e.g. competitions with prizes)  Providing infrastructure for non-auto travel modes (e.g. bike parking, showers)  Sharing information, coordinating, and marketing for the above services The City shall develop and implement these programs for recreation and stadium staff. The City shall require the retail/hospitality developer to prepare a specific TDM plan identifying commute trip reduction programs for retail, restaurant, and hospitality employees. Existing regional TDM programs operated by the San Bernardino County Transportation Authority, including IE Commuter can be used to satisfy this requirement.

Discounted Vanpool/Bus Rental Program for Tournament Attendees This measure would aim to reduce VMT for large sports tournaments that draw visitors regionally by requiring sporting event operators (e.g. AYSO, Little League Baseball, etc.) to provide information and discounts for van rentals to visiting sports teams. Event operators can partner with van rental companies to rent passenger vans and other high-capacity vehicles to sports teams attending the ORSC at a A1-21
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22 discounted rate. The discount can be set such that the total cost of rental, when paired with discounted parking, is less than the cost of each team member driving separately.

Extended Transit Network Coverage or Hours
This measure would require the City to work with Omnitrans to consider adding or modifying the existing Omnitrans bus service to serve the Project site, particularly during events and weekends when demand is expected to be consistently high. Coverage can be expanded to cover Sunday and/or later into the evening.

Reduced Transit Fares
This measure would require the City and stadium event operators to work with Omnitrans to consider reducing transit fares for transit lines serving the Project, including bundling the cost of transit fares into admission tickets for stadium events (i.e. ride for free with proof of admission). Reducing transit fares creates incentives to shift travel to transit from single-occupancy vehicles.

On-Demand Shuttle
This measure would require the hotel operator to provide an on-demand shuttle service for guests that serves nearby transportation hubs like the East Ontario Metrolink station and Ontario International Airport. The shuttle can also provide service to other destinations (e.g. restaurants, entertainment, etc.) within a specified radius. The purpose of this measure is to reduce visitor VMT and reliance on vehicle trips between the airport or train station and the hotel. The shuttle service would operate on-demand to ensure the vehicle is being utilized. Details on implementation will be provided in the Retail/Hospitality TDM Plan, prepared by the retail center developer.

Table 7 lists the TDM strategies for each land use.

Table 7: TDM Strategies by Land Use
Strategy Stadium
Athletic
Facilities
Retail and
Restaurant
Hotel Public Park
Voluntary Commute
Trip Reduction Program
for Employees
Yes N/A Yes Yes Yes
Discounted
Vanpool/Bus Rental
Program
N/A Yes N/A N/A N/A
Extended Transit
Network Coverage or
Hours
Yes Yes Yes Yes Yes
Reduced Transit Fares Yes No No No No
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23 Strategy Stadium
Athletic
Facilities
Retail and
Restaurant
Hotel Public Park
On-Demand Shuttle No No No Yes No
Source: Fehr & Peers, 2024.

4.3 TDM Strategy Implementation

4.3.1 TDM Program Coordinator
The City shall appoint a TDM Program Coordinator within the Transportation Division to support implementation of the TDM measures described in the plan. They will help facilitate communication between Project stakeholders, Omnitrans, and other agencies. They will also manage marketing efforts for TDM measures and support Project stakeholders with implementing communication strategies for TDM measures to visitors and employees.

The City may leverage existing TDM programs and staff to support Project specific TDM measures.

4.3.2 Marketing
Marketing of TDM strategies will focus on informing visitors and employees of available alternatives to driving. This could include:
 Webpages on City, stadium, and sporting event operator websites describing TDM programs and transportation options to/from Project site
 Advertisements during events describing transportation options  Information provided to employees explaining TDM measures and parking-cash out program (e.g. employee breakroom signs)
 Social media posts describing TDM programs and transportation options

4.3.3 Coordination with Omnitrans
Implementation of public transit related TDM measures will require coordination with Omnitrans, which is expected to take place as the Ontario Ranch area develops. The TDM Program Coordinator on behalf of the City shall regularly meet with Omnitrans to review provided transit services and consider changes to better support Project operations. Additional arrangements (e.g. free fares for stadium attendees) will require memoranda of understanding between relative parties, which can be coordinated as needed.

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24 5. Program Monitoring
Program monitoring includes reviewing the effectiveness of parking and TDM measures and making modifications as necessary to support Project operations.

5.1 Monitoring
The TDM Program Coordinator and other relevant stakeholders should work to establish goals and measures of effectiveness to determine how successful proposed TDM measures are at the Project site.

Some sample measures of effectives that are appropriate for the Project include:

Parking
 Setting a goal percentage of employees who opt for the parking cash-out option (7-15%)  Setting a goal percentage of visitors who receive the HOV 5+ parking discount (5-10%) Mode Split
 Setting a goal for number/percent of stadium visitors using public transportation (1.4-2.8%)  Setting a goal percentage of employee trips by mode (2-5% walking/biking) Program Utilization
 Setting a goal number of page visits for webpages with transportation options (>500 visits/month)
 Setting a goal number of vanpool rentals for sporting events (40-80 van rentals/tournament)  Setting a goal number of transit riders who use their stadium admission ticket as proof of fare on transit (30-100 riders per game)
These measures can be evaluated by collecting data on Project operations (e.g. share of vehicles with HOV 5+ parking discounts, number of transit passengers at Project bus stops) or through surveys administered to employees and visitors at events.

5.2 Program Modification
Parking and TDM measures should be regularly reviewed to ensure they are achieving VMT reduction goals and complement Project operations. The TDM Program Coordinator should be regularly monitoring these measures and their effectiveness and make minor changes as needed.

A comprehensive review of the Project’s parking and TDM measures should take place annually, particularly during the first year of operation. This review will involve analyzing program operations (utilization, cost, etc.) and consistency with the measures of effectiveness. The TDM Program Coordinator shall solicit feedback from all relevant stakeholders including the City of Ontario Police Department, Fire Department, Department of Public Works, Recreation and Community Services, the minor-league baseball A1-24
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25 team franchise, retail establishments, and sports league/tournament operators. This review can be conducted during the review of the Event Transportation Management Plan. Substantial program changes should be documented by the TDM Program Coordinator and submitted to City Council for review and approval.

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DRAFT Ontario Regional Sports Complex Stadium & Athletic Facilities Parking and TDM Plan May 2023
26 Appendix A: Ontario Regional Sports
Complex Parking Study
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Memorandum
Date: March 19, 2024
To: Jay Bautista, P.E., City of Ontario Traffic/Transportation Manager From: Spencer Reed, P.E.

Paul Herrmann, P.E.

Brian Wolfe
Subject: Ontario Regional Sports Complex Parking Assessment OC20-0741
Fehr & Peers conducted a parking assessment of the Ontario Ranch Sports Park (Project) to confirm that the proposed parking supply is sufficient for the estimated peak parking demand.

The Project’s unique uses and location adjacent to high volume roadways has resulted in the City of Ontario requesting that enough parking be provided on site to limit off-site parking and people walking into the site. The assessment concludes that the proposed parking supply is adequate for typical and peak demand operations. The following details the analysis and findings.

Project Description
The proposed Project is a 199-acre sports complex with an associated mixture of commercial and recreation uses. The Project site is bounded by Riverside Drive to the north, Chino Avenue to the south, Cucamonga Creek Flood Control Channel to the east, and Vineyard Avenue to the west, as shown in Figure 1 below. A total of 6,263 parking spaces are proposed across a variety of surface parking lots and parage garages. The uses within the Project include:
• Retail – 40,000 sf (square feet)
• Fast Casual Restaurant – 140,000 sf
o 100,000 sf of fast casual restaurant will be for Chicken ‘N Pickle • Park (Skate Park, Tot Lot, Picnic Area) – 11.21 acres • Hotel – 100 rooms
• Soccer Fields – 13 fields
• Baseball Fields – 9 fields
• Batting Cages – 12 cages
• Indoor Athletic Center – 8 basketball courts or 16 volleyball courts • Tennis Courts/Pickle Ball Courts – 8 courts
• Swimming Pool – 8 lanes with splash area
• Recreation Community Center – 70,000 sf community use and 25,000 sf office A1-27
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• Minor League Baseball Stadium – 4,500 attendee baseball game attendance and 6,000 attendee special event attendance with a 20,000 sf office Figure 1 – Site Plan
Source: City of Ontario, 2023.

Approach
Parking demand estimates were developed for each land use based on the availability of existing data. Parking data and analysis methodologies from Shared Parking, 3rd Edition (Urban Land Institute [ULI], 2020) was applied to the following land uses:
• Retail – 40,000 sf
• Fast Casual Restaurant – 40,000 sf
• Park (Skate Park, Tot Lot, Picnic Area) – 11.21 acres • Hotel – 100 rooms
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• Recreation Community Center – 70,000 sf community use and 25,000 sf office • Minor League Baseball Stadium – 4,500 attendee baseball game and 20,000 sf office Parking demand estimates for the Chicken ‘N Pickle entertainment complex were calculated separately from the shared parking analysis. This tenant has existing locations in Texas, Kansas, Missouri, Oklahoma, and Arizona. The parking demand estimate for the Chicken ‘N Pickle restaurant was analyzed separately using empirical data and usage characteristics for a current location in San Antonio, Texas. The use of the empirical data provides a better estimation of parking demand based on the unique aspects of the restaurant and its operational characteristics.

Parking demand estimates for the sports fields, batting cages, indoor athletic center, swimming pool, and 6,000 attendee special event were also calculated separately from the shared parking analysis data as these land uses are not identified in Shared Parking, 3rd Edition. The parking demand estimates were developed based on prior parking data, usage characteristic, and professional judgment.

The typical parking demand estimates for the standard ULI data uses and custom data uses were combined to develop a total parking demand for the Project.

SCENARIOS
The operations of the Project will result in various scenarios with different levels of activity between the commercial and recreational components., The following scenarios were identified for consideration of parking demand analysis:

Weekday
• Weekday Baseball/Soccer Practice
o Parking demand for weekday with baseball/soccer fields used for practice only.

Typical parking demand conditions for commercial uses.
• Weekday Minor League Baseball Game with Baseball/Soccer Practice o Parking demand for a weekday minor league baseball game with baseball/soccer fields used for practice only. Typical parking demand conditions for commercial uses.

Weekend
• Weekend Minor League Baseball Game with Baseball/Soccer Practice o Parking demand for a weekend minor league baseball game with baseball/soccer fields used for practice only. Typical parking demand conditions for commercial uses.

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• Weekend Minor League Baseball Game with Baseball/Soccer Games o Parking demand for a weekend minor league baseball game with baseball/soccer fields used for games only. Typical parking demand conditions for commercial uses.
• Weekend Minor League Baseball Game with Baseball/Soccer Tournaments o Parking demand for a weekend minor league baseball game with the baseball/soccer fields used for tournaments. Typical parking demand conditions for commercial uses.
• Weekend Special Event with Baseball/Soccer Practice
o Parking demand for a 6,000-attendee weekend special event with baseball/soccer fields used for practice only. Typical parking demand for commercial uses. • Weekend Special Event with Baseball/Soccer Games
o Parking demand for a 6,000-attendee weekend special event with baseball/soccer fields used for games only. Typical parking demand conditions for commercial uses.
• Weekend Special Event with Baseball/Soccer Tournaments o Parking demand for a 6,000-attendee weekend special event with the baseball/soccer fields used for tournaments. Typical parking demand conditions for commercial uses.

Methodology and Assumptions
Parking demand analysis was conducted for each scenario identified. It was determined that the Weekend Special Event with Baseball/Soccer Tournaments scenario would generate the highest peak parking demand. The methodology and assumptions associated with the estimation of parking demand and the comparison to proposed parking supply is presented below.

LAND USES WITH STANDARD ULI PARKING DATA
A shared parking analysis was conducted using methodologies and assumptions provided in Shared Parking, 3rd Edition. The ULI sponsored a national study in 1984 that established a basic methodology for analyzing parking demand in mixed-use developments and developed averages for parking rates by land use. The analysis presented in this memorandum utilizes the data from the updated Shared Parking, 3rd Edition report published in 2020.

The shared parking methodology establishes the base parking rate, parking demand reductions, and hourly/monthly demand patterns for each land use. The overall parking demand is calculated by considering the parking demand patterns and parking demand reductions (potential for nonauto modes and internal capture) for each component of the project being analyzed.

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Parking Rates
The shared parking analysis for the Project used base parking rates for visitors and employees as determined by ULI. Table 1 presents the parking rates for both visitors/customers and employees and demonstrates the typical parking needs for some of the Projects land uses.

Table 1: Parking Demand Rates by Land Use
Weekday Weekend
ULI Land Use Unit Visitor Employee Visitor Employee
Retail ksf 2.90 0.70 3.20 0.80
Fast Casual ksf 12.40 2.00 12.40 2.00
Park acre 4.00 0.40 5.00 0.50
Hotel rooms 1.00 0.15 1.00 0.15
Recreation Center ksf 1.70 0.10 1.71 0.08
Recreation Center Office ksf 0.30 3.50 0.03 0.35
Baseball Stadium seats 0.31 0.01 0.34 0.01
Baseball Stadium Office ksf 0.30 3.50 0.03 0.35
Source: Shared Parking, 3rd Edition (Urban Land Institute) Separate rates were used for weekdays and weekend and for each user. The derived rates use the daily/hourly/seasonal patterns for calculating the parking demand based on the unique travel characteristics of the project being analyzed.

Adjustments were made for two travel factors in accordance with the ULI shared parking methodology: the potential for non-auto modes and estimated internal capture of parking between the land uses in the area.

Parking Demand Reductions
The shared parking analysis allows for adjustment in the base parking rate due to factors such as mode split/walk-in and non-captive ratio. These factors are based on the mix of uses in the project, size of the uses, and location of the project.
• Mode Adjustment – One factor that affects the overall parking demand at a particular development is the number of visitors and employees that arrive by automobile. The alternatives considered in the analysis account for the effects of pedestrian, bicycle, dropoff, and transit access to the site. • Noncaptive Ratio – Also known as trip internalization. Based on data from empirical studies through sources such as ULI, it is known that a certain percentage of trips in mixed-use A1-31
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developments (depending on the mix of land uses in the project) are trips moving between the land uses on site, i.e., they were internally captured on the site. Adjustments were made to the analysis to account for trip internalization.

Table 2 documents the adjustment percentages applied to each of the land uses for visitors and employees for different periods of the day. The non-captive ratio was applied based on the mix and size of the uses in the Project. It is assumed that some patrons will only park a vehicle once, but they will visit multiple components of the Project.

Table 2: Shared Parking Model Reductions
ULI Land Use
Mode Adjustment Noncaptive Ratio
Weekday Weekend
Weekday Weekend
Daytime Evening Daytime Evening
Retail
- Visitor
- Employee

1.0 1.0

0.98 1.0

0.99 1.0

0.99 1.0
Fast Casual
- Visitor
- Employee

1.0 1.0

0.89 1.0

0.90 1.0

0.92 1.0

0.91 1.0
Park
- Visitor
- Employee

1.0 1.0

0.96 1.0

0.96 1.0
Hotel
- Visitor
- Employee

1.0 1.0

1.0 1.0
Recreation Center
- Visitor
- Employee

1.0 1.0

0.96 1.0

0.96 1.0
Recreation Center Office
- Visitor
- Employee

1.0 1.0

1.0 1.0
Baseball Stadium
- Visitor
- Employee

1.0 1.0

0.95 1.0
.99

1.0 1.0

1.0 Baseball Stadium Office
- Visitor
- Employee

1.0 1.0

1.0 1.0
Source: Shared Parking, 3rd Edition (Urban Land Institute) The mode split adjustment was applied based on the location of the Project and the ability of visitors and employees to travel to the Project by a mode other than automobile which they would have to park (i.e., walking or biking). A factor of 1.0 was selected for visitors and employees to represent a conservative estimate (highest) of parking demand. The non-captive ratio adjustment was applied based on data provided in Shared Parking, 3rd Edition. The mix of uses with the Project A1-32
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will result in some internalization and the values presented in Shared Parking, 3rd Edition represent an appropriate level of parking reduction due to the mix of uses.

Parking Demand Patterns
The shared parking analysis uses monthly adjustment factors and time-of-day adjustment factors to account for the variation in parking demand for different land uses. Based on the anticipated land uses and parking demand reductions applied, monthly adjustment factors are applied based on the month that will result in the greatest parking demand (peak month). The time-of-day factors were applied based on the peak month of demand to determine the estimated parking demand throughout the day. Appendix A documents the Project standard ULI land uses weekday and weekend peak month adjustment and time-of-day adjustment for visitors and employees and documents the estimated peak hour parking demand for those land uses.

Shared Parking Demand
Table 3 presents the weekday shared parking demand results for the Project. Table 4 presents the weekend shared parking demand results for the Project.

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Table 3: Weekday Parking Demand for Standard ULI Land Uses ULI Land Use 6:00
AM
7:00
AM
8:00
AM
9:00
AM
10:00
AM
11:00
AM
12:00
PM
1:00
PM
2:00
PM
3:00
PM
4:00
PM
5:00
PM
6:00
PM
7:00
PM
8:00
PM
9:00
PM
10:00
PM
11:00
PM
12:00
AM
Retail 3 8 18 40 67 84 106 106 102 94 94 94 98 90 75 51 22 9 0 Fast Casual
Restaurant 38 60 112 164 303 455 521 521 473 321 291 322 449 427 270 165 113 60 38 Park 1 3 6 13 25 33 42 46 48 46 44 34 44 48 48 48 40 25 5 Hotel 49 52 60 55 50 50 48 48 50 50 48 51 49 46 48 51 51 52 51 Recreation Center 0 0 0 2 27 64 81 85 90 90 85 89 94 89 85 62 9 0 0 Recreation Center
Office 3 13 43 80 91 87 72 74 87 83 72 51 21 13 4 3 1 0 0 Baseball Stadium 0 5 5 22 22 22 80 80 80 80 80 83 184 738 1,432 1,432 1,224 358 5 Baseball Stadium
Office 1 6 19 36 41 39 32 33 39 37 32 23 9 6 2 1 0 0 0
Table 4: Weekend Parking Demand for Standard ULI Land Uses ULI Land Use 6:00
AM
7:00
AM
8:00
AM
9:00
AM
10:00
AM
11:00
AM
12:00
PM
1:00
PM
2:00
PM
3:00
PM
4:00
PM
5:00
PM
6:00
PM
7:00
PM
8:00
PM
9:00
PM
10:00
PM
11:00
PM
12:00
AM
Retail 4 9 38 66 87 108 114 119 119 114 110 99 91 86 80 63 39 13 0 Fast Casual
Restaurant 35 63 117 172 316 476 546 546 495 336 304 331 462 439 277 170 116 62 39 Park 0 0 1 2 21 39 47 55 59 61 60 53 44 50 61 61 58 33 10 Hotel 49 52 60 55 50 50 48 48 50 50 48 51 49 46 48 51 51 52 51 Recreation Center 0 0 0 1 26 62 80 84 89 89 84 89 93 89 84 61 9 0 0 Recreation Center
Office 0 2 6 8 9 10 9 8 6 4 2 1 0 0 0 0 0 0 0
Baseball Stadium 0 0 0 2 2 2 2 2 2 2 9 415 796 1,418 1,570 1,570 1,570 45 45 Baseball Stadium
Office 0 1 3 4 4 5 4 4 3 2 1 0 0 0 0 0 0 0 0
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LAND USES WITH CUSTOM PARKING DATA
Parking demand estimates for the Chicken ‘N Pickle casual restaurant, sports fields, batting cages, indoor athletic center, swimming pool, and 6,000 attendee special event was calculated separately from the shared parking analysis as the land uses are either not represented in the ULI data or empirical data for a comparable site was available and utilized to prepare a parking demand estimate.

Chicken ‘N Pickle Casual Restaurant
While the casual restaurant land use is identified in ULI, the unique nature of the proposed tenant and the availability of empirical data resulted in not using the shared parking data. The proposed tenant, Chicken N Pickle, is an indoor/outdoor entertainment complex including a casual restaurant and sports bar that boasts pickle ball courts and a variety of yard games. There are currently existing locations in Texas, Kansas, Missouri, Oklahoma, and Arizona.

Daily trip generation data for an existing 78,000 sf location in San Antonio, Texas was utilized to estimate weekday and weekend parking demand for that site by reviewing and in and out driveway split for a 24-hour period. As the Project location is proposing a 100,000 sf facility, the weekday and weekend parking demand information from the San Antonio, Texas location was factored according to the difference in the square footage to estimate parking demand for the Project location. To prepare a conservative estimate of parking demand, no credits for mode adjustment or internalization were applied to this use. The weekday and weekend hourly parking demand for the Chicken ‘N Pickle, along with the other custom uses is provided in Table 5 and Table 6, respectively.

Sports Fields
The sports fields consist of both soccer and baseball fields. The days and time periods of use will vary depending on what activities are occurring. Assumptions regarding the activities, time of use, participants, and parking demand are provided.

Soccer Fields
It was determined that the soccer fields could be used for practices, regular games, and tournament games. It was assumed that practices will occur on weekdays from 4:00 PM to 8:00 PM and regular games and tournaments will occur on weekends from 8:00 AM to 8:00 PM.

The following parking assumptions for each type of activity are presented below:

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• Practice
o One team of 15 players, 15 spectators, and 1 coach
o Average vehicle occupancy of 1.6 players/spectators per vehicle and 1 coach per vehicle
o Resulting in parking demand of 20 spaces per field
• Regular Game
o Two teams of 15 players and 1 coach each (30 players and 2 coaches total) and 75 spectators
o Average vehicle occupancy of 3.2 players/spectators per vehicle and 1 coach per vehicle
o Resulting in parking demand of 35 spaces per field
• Tournament Game
o Two teams of 15 players and 1 coach each (30 players and 2 coaches total) and 75 spectators
o Average vehicle occupancy of 3 players/spectators per vehicle and 1 coach per vehicle
o Resulting in parking demand of 37 spaces per field
Weekday peak parking demand was determined to be 20 spaces per field resulting in a peak demand of 260 parking spaces per hour.

Weekend parking demand was determined to be higher with the tournament games than regular games. Tournament style games typically have a larger attendance and therefore represent a higher parking demand per field than practices or regular games. Additionally, practices were assumed to have a lower average vehicle occupancy rate than soccer games and tournaments as some parents drop off/pick up their kids. The use of all 13 soccer fields for tournament play on weekends between the hours of 8:00 AM and 8:00 PM represents a conservative parking demand estimate of 481 parking spaces per hour for the soccer fields.

To account for additional tournament soccer teams and spectators that may not be actively using the fields during a given hour, the 481-parking space demand for players and spectators was factored by an average vehicle occupancy rate of 3.0 to represent a greater demand for parking.

The weekday and weekend hourly parking demand for the soccer fields, along with the other custom uses is provided in Table 5 and Table 6, respectively.

Baseball Fields
It was determined that the baseball fields could be used for practices, regular games, and tournament games. It was assumed that practices will occur on weekdays from 4:00 PM to 8:00 PM and regular games and tournaments will occur on weekends from 8:00 AM to 8:00 PM.

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The following parking assumptions for each type of activity are presented below:
• Practice
o One team of 20 players,20 spectators, and 1 coach,
o Average vehicle occupancy of 1.5 players/spectators per vehicle and 1 coach per vehicle
o Resulting in parking demand of 27 spaces per field
• Regular Game
o Two teams of 20 players and 1 coach each (40 players and 2 coaches total) and 20 spectators
o Average vehicle occupancy of 2.5vehicles per player/spectator and 1 coach per vehicle
o Resulting in parking demand of 34 spaces per field
• Tournament Game
o Two teams of 20 players and 1 coach each (40 players and 2 coaches total) and 20 spectators
o Parking demand of 2.9 vehicles per player/spectator and 1 coach per vehicle o Resulting in parking demand of 30 spaces per field
Weekday peak parking demand was determined to be 27 spaces per field resulting in a peak demand of 243 parking spaces per hour.

Weekend parking demand was determined to be higher with the tournament games than regular games. Tournament style games typically have a larger attendance and therefore represent a higher parking demand per field than practices or regular games. Additionally, practices were assumed to have a lower average vehicle occupancy rate than soccer games and tournaments as some parents drop off/pick up their kids. The use of all 9 baseball fields for tournament play on weekends between the hours of 8:00 AM and 8:00 PM represents a conservative parking demand estimate of 270 parking spaces per hour for the baseball fields.

To account for additional tournament baseball teams and spectators that may not be actively using the fields during a given hour, the 270-parking space demand for players and spectators was factored by 2.9 to represent a greater demand of parking.

The weekday and weekend hourly parking demand for the baseball fields, along with the other custom uses is provided in Table 5 and Table 6, respectively.

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Batting Cages
The batting cages are anticipated to be an ancillary use to the baseball fields and only accessible to programs that use the baseball fields. To provide a conservative estimate of parking demand, it was assumed that the batting cages could have a separate parking demand from the baseball fields.

In addition, it was assumed that the batting cages would be utilized during the same periods of time as the baseball fields, on weekdays from 4:00 PM to 8:00 PM and on weekends from 8:00 AM to 8:00 PM. The following parking assumptions were made for the batting cages:
• 4 persons per batting cage
• Parking demand of 0.5 spaces per person
• Resulting in parking demand of 2 spaces per batting cage Weekday and weekend peak parking demand was determined to be 2 spaces per batting cage resulting in a peak demand of 24 parking spaces per hour. The weekday and weekend hourly parking demand for the batting cages, along with the other custom uses is provided in Table 5 and Table 6, respectively.

Indoor Athletic Center
The indoor athletic center could be configured to operate up to 8 basketball courts, up to 16 volleyball courts, or a combination of both. Given the number of players per volleyball team (assumed 14 players per volleyball team versus 12 players per basketball team) and the higher number of volleyball courts, it was determined that the configuration of 16 volley courts would result in a higher parking demand.

It was assumed that use of the volleyball courts will occur on weekdays and weekends from 8:00 AM to 8:00 PM. The following parking assumptions were made for the volleyball courts:
• Two teams of 14 players and 1 coach each with 14 spectators for practice and 56 spectators for games
• Average vehicle occupancy of 1.3 players/spectators per vehicle and 1 coach per vehicle for practices and an average vehicle occupancy of 2.1 players/spectators per vehicle and 1 coach per vehicle for games
• Resulting in parking demand of 23 spaces per volleyball court for practices and 42 spaces per volleyball court for games
Weekday and weekend peak parking demand was determined to be 23 spaces per volleyball court for practices and 42 spaces per volleyball court for games resulting in a peak demand of 368 parking spaces per hour and 672 parking spaces per hour for practices and games respectively. The weekday A1-38
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and weekend hourly parking demand for the volleyball court, along with the other custom uses is provided in Table 5 and Table 6, respectively.

Tennis/Pickle Ball Court
The tennis/pickle ball courts will consist of 8 courts that can accommodate tennis or pickle ball. It was assumed that use of the tennis/pickle ball courts will operate on weekdays and weekends from 8:00 AM to 8:00 PM. The following parking assumptions were made for the tennis/pickle ball courts:
• Two teams of 2 players each
• Two additional teams of 2 players waiting to play per court • Parking demand of 1 space per player
• Resulting in parking demand of 8 spaces per tennis/pickle ball court Given the increase in popularity of pickle ball, the addition of waiting teams was included in this parking demand estimate. Weekday and weekend peak parking demand was determined to be 8 spaces per tennis/pickle ball court resulting in a peak demand 64 parking spaces per hour. The weekday and weekend hourly parking demand for the tennis/pickle ball, along with the other custom uses is provided in Table 5 and Table 6, respectively.

Swimming Pool
The swimming pool will consist of 8 lanes for lap swimming. It was assumed that use of the swimming pool will occur on weekdays and weekends from 8:00 AM to 8:00 PM. The following parking assumptions were made for the swimming pool:
• 2 swimmers per lane
• Parking demand of 1 space per swimmer
• Resulting in parking demand of 2 spaces per lane
Weekday and weekend peak parking demand was determined to be 2 spaces per lane resulting in a peak demand of 16 parking spaces per hour. The weekday and weekend hourly parking demand for the swimming pool, along with the other custom uses is provided in Table 5 and Table 6, respectively.

Special Event
The minor league baseball stadium can be utilized for special events such as concerts or other performances with up to 6,000 attendees. It was assumed that special events would only occur on weekends from 5:00 PM to 12:00 AM (midnight). The following parking assumptions were made for the special event:

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• 6,000 attendees
• Parking demand of 2.5 people per vehicle
• Resulting in parking demand of 2,400 spaces
Weekend peak parking demand was determined to be 2,400 spaces per hour. This analysis is taking a conservative approach by assuming a longer time period than typical concerts (6 hours versus 3 hours). This longer time period does not account for any buildup or drawdown of parking demand but rather assumes the peak parking demand is present for the entirety of the 6-hour period. The weekend hourly parking demand for the special event, along with the other custom uses is provided in Table 5 and Table 6, respectively.

It should be noted that the minor league baseball stadium cannot be used at the same time for a baseball game and special event. As the special event has a greater seat capacity and parking demand than the minor league baseball game, the special event scenario will result in the higher parking demand for the Project.

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Table 5: Weekday Parking Demand for Custom Land Uses
ULI Land Use 6:00
AM
7:00
AM
8:00
AM
9:00
AM
10:00
AM
11:00
AM
12:00
PM
1:00
PM
2:00
PM
3:00
PM
4:00
PM
5:00
PM
6:00
PM
7:00
PM
8:00
PM
9:00
PM
10:00
PM
11:00
PM
12:00
AM
Chicken ‘N Pickle 0 3 54 69 50 53 69 90 85 77 158 194 218 210 176 136 96 35 0 Soccer Fields
(Practice) 260 260 260 260
Baseball Fields
(Practice) 243 243 243 243
Batting Cages 24 24 24 24
Indoor Athletic
Center (Volleyball) 368 368 368 368 368 368 368 368 368 368 368 368 Tennis/Pickle Ball
Court 64 64 64 64 64 64 64 64 64 64 64 64
Swimming Pool 16 16 16 16 16 16 16 16 16 16 16 16
Special Event
Table 6: Weekend Parking Demand for Custom Land Uses
ULI Land Use 6:00
AM
7:00
AM
8:00
AM
9:00
AM
10:00
AM
11:00
AM
12:00
PM
1:00
PM
2:00
PM
3:00
PM
4:00
PM
5:00
PM
6:00
PM
7:00
PM
8:00
PM
9:00
PM
10:00
PM
11:00
PM
12:00
AM
Chicken ‘N Pickle 1 8 81 167 127 81 133 151 206 219 241 321 355 351 368 329 253 153 0 Soccer Fields
(Tournament)
481 481 481 481 481 481 481 481 481 481 481 481
Baseball Fields
(Tournament)
270 270 270 270 270 270 270 270 270 270 270 270
Batting Cages 24 24 24 24 24 24 24 24 24 24 24 24
Indoor Athletic
Center (Volleyball) 672 672 672 672 672 672 672 672 672 672 672 672 Tennis/Pickle Ball
Court 64 64 64 64 64 64 64 64 64 64 64 64
Swimming Pool 16 16 16 16 16 16 16 16 16 16 16 16
Special Event 2,400 2,400 2,400 2,400 2,400 2,400 2,400 A1-41
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Findings
Combining the weekday parking demand of the standard ULI land uses in Table 3 and the custom land uses in Table 5 results in a peak weekday parking demand of 2,642 spaces at 7:00 PM as presented in Table 7. A graphical representation of the weekday parking demand is presented in Figure 2.

Combining the weekend parking demand of the standard ULI land uses in Table 4 and the custom land uses in Table 6 results in a peak weekend parking demand of 5,021 paces at 6:00 PM as presented in Table 8. A graphical representation of the weekday parking demand is presented in Figure 3.

Graphical representations of all the scenarios considered in this analysis are presented in Appendix B.

The state of the practice considers a parking supply buffer of 5% - 15% appropriate to account for turnover and parking inefficiencies. As documented by the Urban Land Institute (ULI) in Shared Parking, Third Edition (2020), "“A parking facility will be perceived as full at somewhat less than its actual capacity, generally in the rate of 85 to 95 percent occupancy” (p. 15). The parking spaces associated with this factor provide a cushion of parking supply to account for mis-parked vehicles, vehicle maneuvers, and vacancies associated with reserved spaces. As a result of this consideration the Project could be considered full when parking spaces are 90% utilized. It is recommended that the peak parking demand of 5,021 spaces not exceed 90% utilization of the total parking supply.

Therefore, a minimum of 5,579 (5,021 ÷ 0.90 = 5,579) parking spaces should be provided. As the Project is proposing a parking supply of 6,293 spaces there is sufficient parking supply to accommodate the peak parking demand of the Project.

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Table 7: Weekday Parking Demand for Minor League Baseball Game with Baseball/Soccer Practice ULI Land Use 6:00
AM
7:00
AM
8:00
AM
9:00
AM
10:00
AM
11:00
AM
12:00
PM
1:00
PM
2:00
PM
3:00
PM
4:00
PM
5:00
PM
6:00
PM
7:00
PM
8:00
PM
9:00
PM
10:00
PM
11:00
PM
12:00
AM
Retail 3 8 18 40 67 84 106 106 102 94 94 94 98 90 75 51 22 9 0 Casual Restaurant 38 60 112 164 303 455 521 521 473 321 291 322 449 427 270 165 113 60 38 Park 1 3 6 13 25 33 42 46 48 46 44 34 44 48 48 48 40 25 5 Hotel 49 52 60 55 50 50 48 48 50 50 48 51 49 46 48 51 51 52 51 Recreation Center 0 0 0 2 27 64 81 85 90 90 85 89 94 89 85 62 9 0 0 Recreation Center
Office 3 13 43 80 91 87 72 74 87 83 72 51 21 13 4 3 1 0 0 Baseball Stadium 0 5 5 22 22 22 80 80 80 80 80 83 184 738 1,432 1,432 1,224 358 5 Baseball Stadium
Office 1 6 19 36 41 39 32 33 39 37 32 23 9 6 2 1 0 0 0
Chicken ‘N Pickle 0 3 54 69 50 53 69 90 85 77 158 194 218 210 176 136 96 35 0 Soccer Fields
(Practice) 260 260 260 260
Baseball Fields
(Practice) 243 243 243 243
Batting Cages 24 24 24 24
Indoor Athletic
Center (Volleyball) 368 368 368 368 368 368 368 368 368 368 368 368 Tennis/Pickle Ball
Court 64 64 64 64 64 64 64 64 64 64 64 64
Swimming Pool 16 16 16 16 16 16 16 16 16 16 16 16
Special Event
Total 95 150 765 929 1,124 1,335 1,499 1,531 1,502 1,326 1,879 1,916 2,141 2,642 2,140 1,949 1,556 539 99 Total with 10%
Buffer
105 165 842 1022 1236 1469 1649 1684 1652 1459 2067 2108 2355 2906 2354 2144 1712 593 109 Supply 6,263 6,263 6,263 6,263 6,263 6,263 6,263 6,263 6,263 6,263 6,263 6,263 6,263 6,263 6,263 6,263 6,263 6,263 6,263 Difference 6,158 6,098 5,421 5,241 5,027 4,794 4,614 4,579 4,611 4,804 4,196 4,155 3,908 3,357 3,909 4,119 4,551 5,670 6,154 A1-43
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March 19, 2024

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Figure 2 – Weekday Minor League Baseball Game with Baseball/Soccer Practice

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March 19, 2024

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Table 8: Weekend Parking Demand
ULI Land Use 6:00
AM
7:00
AM
8:00
AM
9:00
AM
10:00
AM
11:00
AM
12:00
PM
1:00
PM
2:00
PM
3:00
PM
4:00
PM
5:00
PM
6:00
PM
7:00
PM
8:00
PM
9:00
PM
10:00
PM
11:00
PM
12:00
AM
Retail 4 9 38 66 87 108 114 119 119 114 110 99 91 86 80 63 39 13 0 Casual Restaurant 35 63 117 172 316 476 546 546 495 336 304 331 462 439 277 170 116 62 39 Park 0 0 1 2 21 39 47 55 59 61 60 53 44 50 61 61 58 33 10 Hotel 49 52 60 55 50 50 48 48 50 50 48 51 49 46 48 51 51 52 51 Recreation Center 0 0 0 1 26 62 80 84 89 89 84 89 93 89 84 61 9 0 0 Recreation Center
Office 0 2 6 8 9 10 9 8 6 4 2 1 0 0 0 0 0 0 0
Baseball Stadium
Baseball Stadium
Office 0 1 3 4 4 5 4 4 3 2 1 0 0 0 0 0 0 0 0
Chicken ‘N Pickle 1 8 81 167 127 81 133 151 206 219 241 321 355 351 368 329 253 153 0 Soccer Fields
(Tournament)
481 481 481 481 481 481 481 481 481 481 481 481
Baseball Fields
(Tournament)
270 270 270 270 270 270 270 270 270 270 270 270
Batting Cages 24 24 24 24 24 24 24 24 24 24 24 24
Indoor Athletic
Center (Volleyball
game)
672 672 672 672 672 672 672 672 672 672 672 672
Tennis/Pickle Ball
Court 64 64 64 64 64 64 64 64 64 64 64 64
Swimming Pool 16 16 16 16 16 16 16 16 16 16 16 16
Special Event 2,400 2,400 2,400 2,400 2,400 2,400
Total 89 134 1,830 1,998 2,163 2,353 2,504 2,538 2,551 2,400 2,376 4,872 5,021 4,988 3,318 3,135 2,926 2,713 100 Total with 10%
Buffer
98 147 2,013 2,197 2,379 2,588 2,754 2,791 2,806 2,640 2,613 5,359 5,524 5,487 3,650 3,449 3,219 2,984 110 A1-45
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Supply 6,263 6,263 6,263 6,263 6,263 6,263 6,263 6,263 6,263 6,263 6,263 6,263 6,263 6,263 6,263 6,263 6,263 6,263 6,263 Difference 6,165 6,116 4,250 4,066 3,884 3,675 3,509 3,472 3,457 3,623 3,650 904 739 776 2,613 2,814 3,044 3,279 6,153 A1-46
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Figure 3 – Weekend Minor League Baseball Game with Baseball/Soccer Tournament A1-47
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Appendix A
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Table 1: Project ULI Land Uses Weekday Peak Month
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Table 2: Project ULI Land Uses Weekend Peak Month
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Table 3: Project ULI Land Uses Weekday Peak Hour
0 1,000
2,000
3,000
4,000
5,000
6,000
7,000
Parking Stalls
Hour
Peak Month Daily Parking Demand by Hour (Weekday)
Parking Suppy Total Demand
Retail (<400 ksf) Fast Casual/Fast Food
Recreation Center Public Park/Destination Open Space
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Table 4: Project ULI Land Uses Weekend Peak Hour
0 1,000
2,000
3,000
4,000
5,000
6,000
7,000
Parking Stalls
Title
Peak Month Daily Parking Demand by Hour (Weekend)
Parking Supply Total Demand
Retail (<400 ksf) Fast Casual/Fast Food
Recreation Center Public Park/Destination Open Space
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Appendix B
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Scenario 1: Weekday Baseball/Soccer Practice
Scenario 2: Weekday Minor League Baseball Game with Baseball/Soccer Practice A1-54
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Scenario 3: Weekend Minor League Baseball Game with Baseball/Soccer Practice Scenario 4: Weekend Minor League Baseball Game with Baseball/Soccer Games A1-55
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Scenario 5: Weekend Minor League Baseball Game with Baseball/Soccer Tournaments Scenario 6: Weekend Special Event with Baseball/Soccer Practice A1-56
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Scenario 7: Weekend Special Event with Baseball/Soccer Games Scenario 8: Weekend Special Event with Baseball/Soccer Tournament A1-57
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ONTARIO REGIONAL SPORTS COMPLEX FINAL EIR

CITY OF ONTARIO
Appendix
June 2024
Appendix A2. Preliminary Event Traffic Management
Plan
1400

ONTARIO REGIONAL SPORTS COMPLEX FINAL EIR

CITY OF ONTARIO
Appendix
PlaceWorks
This page intentionally left blank.
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DRAFT Ontario Regional Sports Complex
Event Transportation
Management Plan (TMP)
Prepared for:

City of Ontario
June 2024
OC20-0741
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DRAFT Ontario Regional Sports Complex Event Transportation Management Plan (TMP) June 2024
Table of Contents

1. Introduction ............................................................................................................................... 1

1.1 Purpose and Objectives...................................................................................................................................................... 1

1.2 Roles and Responsibilities ................................................................................................................................................. 2

1.3 Report Organization ............................................................................................................................................................ 3

1.4 Coordination with Parking and Transportation Demand Management Plan ............................................... 3

2. Project Description ................................................................................................................... 4

2.1 Overview ................................................................................................................................................................................... 4

2.2 Proposed Event Programming ........................................................................................................................................ 6

2.3 Project Access and Circulation ........................................................................................................................................ 7

3. Travel Characteristics ................................................................................................................ 8

3.1 Project Scenarios ................................................................................................................................................................... 8

3.2 Trip Generation ...................................................................................................................................................................... 9

3.3 Trip Distribution ..................................................................................................................................................................10

3.4 Triggers for TMP Deployment .......................................................................................................................................11

4. Traffic Element ........................................................................................................................ 14

4.1 Vehicle Access Routes .......................................................................................................................................................14

4.2 Access Intersections ...........................................................................................................................................................18

4.2.1 Pre-Event Traffic Control ......................................................................................................................................18

4.2.2 Post-Event Traffic Control ....................................................................................................................................20

4.2.3 All Day Event Traffic Control ...............................................................................................................................21

4.3 Vehicle Queueing ................................................................................................................................................................30

4.4 Signage ...................................................................................................................................................................................30

4.4.1 No Stopping Zones ................................................................................................................................................30

4.4.2 Event Traffic Wayfinding Signs ..........................................................................................................................31

4.4.3 Changeable Message Signs ................................................................................................................................31

4.5 Internal Circulation .............................................................................................................................................................31

5. Public Transportation and Rideshare Element ..................................................................... 33

5.1 Existing Transit Service .....................................................................................................................................................33

5.2 Transit Access .......................................................................................................................................................................33

5.3 Future Transit Service ........................................................................................................................................................34

5.4 Rideshare and Passenger Pick-Up/Drop-Off Access ............................................................................................34 A2-2
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DRAFT Ontario Regional Sports Complex Event Transportation Management Plan (TMP) June 2024

6. Active Transportation Element .............................................................................................. 35

6.1 Pedestrian and Bicycle Infrastructure .........................................................................................................................35

6.2 Pedestrian and Bicycle Access .......................................................................................................................................35

6.3 Internal Circulation .............................................................................................................................................................36

6.4 Recommended Pedestrian Treatments ......................................................................................................................36

7. Monitoring ............................................................................................................................... 39

7.1 Performance Standards ....................................................................................................................................................39

7.2 Monitoring Activities and Documentation ...............................................................................................................40

7.3 Revision Process ..................................................................................................................................................................41

7.4 Revision Log ..........................................................................................................................................................................42 A2-3
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DRAFT Ontario Regional Sports Complex Event Transportation Management Plan (TMP) June 2024
List of Figures
Figure 1: Project Site Plan ................................................................................................................................................................. 5 Figure 2a: Opening Year Trip Distribution ............................................................................................................................... 12 Figure 2b: Cumulative Year Trip Distribution ......................................................................................................................... 13 Figure 3a: Recommended Athletic Facility Access Routes ................................................................................................ 16 Figure 3b: Recommended Stadium/Retail Access Routes ................................................................................................ 17 Figure 4a: Pre-Event Traffic Control Recommendations, Riverside Drive and Street A ......................................... 22 Figure 4b: Post-Event Traffic Control Recommendations, Riverside Drive and Street A ...................................... 23 Figure 5a: Pre-Event Traffic Control Recommendations, Riverside Drive and Ontario Avenue ......................... 24 Figure 5b: Post-Event Traffic Control Recommendations, Riverside Drive and Ontario Avenue ...................... 25 Figure 6a: Pre-Event Traffic Control Recommendations, Vineyard Avenue and Parking Structure B.............. 26 Figure 6b: Post-Event Traffic Control Recommendations, Vineyard Avenue and Parking Structure B ........... 27 Figure 7a: Pre-Event Traffic Control Recommendations, Chino Avenue and Ontario Avenue ........................... 28 Figure 7b: Post-Event Traffic Control Recommendations, Chino Avenue and Ontario Avenue ........................ 29 Figure 8: Signage Recommendations ........................................................................................................................................ 32 List of Tables
Table 1: Key Agency Roles and Responsibilities ...................................................................................................................... 2 Table 1: Summary of Proposed Event Programming ............................................................................................................. 6 Table 2: Typical and Peak Project Event Scenarios.................................................................................................................. 8 Table 3: Daily and Peak Hour Project Vehicle Trip Generation Estimates ................................................................... 10 Table 4: Triggers for TMP Deployment ..................................................................................................................................... 11 Table 5: Omnitrans Route 87 Frequency and Hours of Operation ................................................................................ 33 Table 6: Recommended Pedestrian Treatments ................................................................................................................... 36 A2-4
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DRAFT Ontario Regional Sports Complex Event Transportation Management Plan (TMP) June 2024
1 1. Introduction

1.1 Purpose and Objectives
This Event Transportation Management Plan (TMP) outlines strategies and procedures to provide convenient and efficient access for all modes of travel to and from the proposed stadium and recreational uses at the Ontario Regional Sports Complex (ORSC). This plan provides high-level guidance for managing access and circulation to, within, and from the Project Site. The TMP is intended to be a flexible document that can be amended by the City as conditions change and based on the unique needs of each event that employs the TMP.

The key objectives of the TMP are to:
 Minimize single occupancy auto mode share and reduce vehicle trips and parking demand generated by the project to the maximum extent practicable  Facilitate and promote use of non-automobile transportation by people attending and supporting games, events, and other uses on-site
 Facilitate a high-quality walking experience to the stadium from adjacent hospitality land uses in Planning Areas (PAs) 2, 3, and 4 by identifying key walking routes and major street crossing locations so that wayfinding, infrastructure improvements, and/or personnel (e.g., traffic control officers, parking control officers, or other personnel acceptable to the City) can be placed at critical points to manage the interaction of pedestrians and vehicles during medium and large events
 Improve safety for all transportation users at key locations in and around the ORSC site during event ingress and egress
 Minimize conflicts between ridesharing (i.e., Lyft, Uber), taxi operations, transit, walking, and biking near the ORSC site
 Designate specific rideshare/taxi pick-up and drop-off zones on public streets  Facilitate the safe and efficient flow of vehicle traffic into and out of the site and the adjacent neighborhoods during event conditions
 Minimize event-related vehicular, bicycle, and pedestrian impacts to surrounding residential and commercial areas
 Minimize impacts to through traffic on adjacent arterial streets by separating project traffic to the extent possible
This version of the TMP was prepared during the environmental review stage of the Project when final site plan and operational procedures have not yet been established. It is anticipated that this document will be updated periodically to account for changes in operations and as information becomes available. Chapter 7 identifies a formal review process and event oversight committee that will regularly review procedures outlined in the TMP.

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DRAFT Ontario Regional Sports Complex Event Transportation Management Plan (TMP) June 2024
2 1.2 Roles and Responsibilities
Table 1 describes the roles and responsibilities for key agencies and entities that would play important roles in implementing the TMP.

This document does not identify specific entities which will carry out certain actions because contractual, logistical, and other details have not yet been finalized. In many instances, the responsibilities are assigned to “the City or Stadium operator,” reflecting that several City departments (e.g. Police, Public Works) may have responsibility; alternatively the responsibility could be placed on the Stadium operator or other subcontractor. As proposed programming is finalized for the facilities on the Project Site it is anticipated that roles and responsibilities would be more clearly defined.

Table 1: Key Agency Roles and Responsibilities
Agency or Entity Roles and Responsibilities
City of Ontario Department of
Public Works (DPW)
DPW has jurisdiction over the City’s public right-of-way (ROW), traffic operations, and parking. It manages all surface transportation infrastructure and systems in the City (roads, sidewalks, parking lots, etc.). DPW will assist in managing parking facilities and reviewing and implementing temporary traffic control as needed
City of Ontario Police
Department (Ontario PD)
Ontario PD is responsible for emergency response,
preparation/implementation of traffic control plans, and incident management. Ontario PD may assist in managing event traffic (e.g. through traffic control officers). Ontario PD will also coordinate with OFD and other agencies as needed.

City of Ontario Fire Department
(OFD)
OFD provides fire suppression and emergency medical services for residents, visitors, and employees within the City of Ontario.

City of Ontario Recreation &
Community Services
Department (ORCSD)
ORCSD will operate and maintain the public recreation and athletic facilities on the Project site, review event permits, and manage major event programming to ensure compliance with established rules and guidelines.

Minor Leage Baseball Team
Franchise/Stadium Event
Operators
The baseball team franchise and other event operators will be responsible for reviewing event characteristics and assisting in the implementation of Transportation Demand Management (TDM) strategies and the TMP as needed for events.

Sports Leagues/Tournament
Operators
Sports leagues and tournament operators will be responsible for coordinating with ORCSD to complete event permitting and assist in the implementation of the TMP and Project TDM strategies.

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3 Agency or Entity Roles and Responsibilities
Omnitrans
Omnitrans is the public transportation provider for southwest San Bernardino County. Omnitrans could work with the City to manage public transportation access during events and implement TDM measures.

1.3 Report Organization
The remainder of this report is organized into the following chapters:
 Chapter 2 (Project Description) – describes the ORSC Project Site including the location, project site plan, proposed land uses, and anticipated annual activities  Chapter 3 (Travel Characteristics) – explains the expected number of trips, mode share, and major travel routes to and from the Project Site under different event scenarios  Chapter 4 (Traffic Element) – discusses planned personal auto access to and from the site during events
 Chapter 5 (Transit and Rideshare Element) – discusses planned public transportation and rideshare access to and from the site during events  Chapter 6 (Active Transportation Element) – discusses planned bicycle and pedestrian access to and from the site during events
 Chapter 7 (Emergency Access Element) – discusses planned emergency vehicle access to and from the site during events
 Chapter 8 (Monitoring) – presents a set of performance standards and a monitoring plan that should be implemented once the Project is operational

1.4 Coordination with Parking and Transportation Demand Management Plan
The City has developed a Parking and Transportation Demand Management (TDM) Plan to provide strategies to reduce the number of vehicle trips to/from the Project site and explain how these strategies will be implemented. Specifically, the Parking and TDM Plan supports the TMP by:
 Explaining parking management measures for events and different land uses  Identifying potential ways these measures will be enforced  Promoting non-automotive modes of travel to access the Project It is anticipated that if the TMP is updated, parking/TDM measures will need to be reviewed and vice versa.

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DRAFT Ontario Regional Sports Complex Event Transportation Management Plan (TMP) June 2024
4 2. Project Description

The Project will consist of the following land uses:
 Planning Area (PA) 1: Semi-professional Minor League Baseball Stadium (6,000-person capacity)  PAs 2-4: Commercial Retail, Baseball Stadium Retail, Retail and Hospitality Areas  PA 5: City Park (Outdoor Baseball/Softball, Soccer, and Multi-use Fields)  PA 6: City Park (Indoor Athletic Facility)
 PA 7: Community Recreation Center
Development of the Project will be completed over multiple phases, with Project components anticipated to open between Spring 2025 and Fall 2027.

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N:\InsertFilePath
Proposed Site Plan
Figure 1
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DRAFT Ontario Regional Sports Complex Event Transportation Management Plan (TMP) June 2024
6 2.2 Proposed Event Programming
In addition to the retail, hospitality, and public park uses that are expected to have consistent use yearround, various events and sports programming will take place periodically that will increase visitation to and from the Project site. The frequency, daily trip generation, and attendee estimates for each event are provided in Table 1. Event frequencies and sizes were developed from information provided by the City of Ontario during the environmental review period of the project and is subject to change. Additional special events (e.g. Fourth of July, Trunk-or-Treat, etc.) may also take place on the Project site, which can employ the TMP as needed.

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DRAFT Ontario Regional Sports Complex Event Transportation Management Plan (TMP) June 2024
7 2.3 Project Access and Circulation
The Project site can be accessed from four signalized intersections:

1. Riverside Drive & Street A

2. Riverside Drive & Ontario Avenue

3. Vineyard Avenue & Parking Structure B

4. Chino Avenue & Ontario Avenue
Ontario Avenue will extend through the Project site to provide access and internal circulation with a rightof-way (ROW) of 88 feet. Two additional internal streets are proposed: Street A and Street B, with 88-foot and 66-foot ROWs, respectively. Driveways, internal multi-use pathways, and sidewalks will also support the movement of visitors on site.

Additional details regarding internal roadways and circulation will be made available during the final design phase of the Project.

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DRAFT Ontario Regional Sports Complex Event Transportation Management Plan (TMP) June 2024
8 3. Travel Characteristics
This section describes the anticipated travel volumes and modes to be used by visitors and employees. It also discusses expected travel origin/destinations, which will influence planning for event traffic. This information is consistent with findings in the Ontario Regional Sports Complex (ORSC) Transportation Impact Study.

3.1 Project Scenarios
Project operations are expected to vary throughout the year, depending on the number and scale of events. The scenarios summarized in Table 2 were developed in coordination with City staff to analyze event traffic operations.

Table 2: Typical and Peak Project Event Scenarios
Scenario Description Frequency
Weekday with Practices,
No Stadium Events
 Soccer, baseball/softball, and volleyball/
basketball practices
 Regular weekday operations at retail,
restaurants, and hotel
 Regular weekday operations at public park
facility
Most Weekdays,
Fall-Spring
Weekday with Practices,
Regular Stadium Event
 Soccer, baseball/softball, and volleyball/
basketball practices
 Regular stadium event (<4,000 attendees)
 Regular weekday operations at retail,
restaurants, and hotel
 Regular weekday operations at public park
facility
Most Weekdays,
Summer
Weekend with Regular
Games, Regular Stadium
Event
 Non-tournament soccer, baseball/softball, and
volleyball/ basketball games
 Regular stadium event (<4,000 attendees)
 Regular weekend operations at retail,
restaurants, and hotel
 Regular weekend operations at public park
facility
Most Weekends
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DRAFT Ontario Regional Sports Complex Event Transportation Management Plan (TMP) June 2024
9 Scenario Description Frequency
Weekend with One
Tournament, No Stadium
Event
 One soccer or baseball/softball tournament
(5,000+ attendees)
 Regular non-tournament games for other sports
 Regular weekend operations at retail,
restaurants, and hotel
 Regular weekend operations at public park
facility
Up to 32 Days/Year
Weekend with Two
Tournaments, No Stadium
Event
 One soccer tournament (5,000+ attendees)
 One baseball/softball tournament (4,000+
attendees)
 Regular non-tournament basketball/volleyball
games
 Regular weekend operations at retail,
restaurants, and hotel
 Regular weekend operations at public park
facility
Up to 16 Days/Year
Weekend with Regular
Games, Sell Out Stadium
Event
 Non-tournament soccer, baseball/softball, and
volleyball/ basketball games
 Sell-Out stadium event (6,000 attendees)
 Regular weekend operations at retail,
restaurants, and hotel
 Regular weekend operations at public park
facility
Up to 7 Days/Year
Source: City of Ontario, 2023. Fehr & Peers, 2024.

While additional scenarios are possible, such as a concurrent tournament and a sell-out stadium event, these are expected to be infrequent and would require additional event traffic management. The City should work to manage the overall activity on the Project site by avoiding scheduling multiple large events on the same day.

3.2 Trip Generation
Trip generation refers to the process of estimating the amount of vehicular traffic a project would add to the surrounding roadway system. Estimates for the Project scenarios were created for the daily condition and for the peak one-hour period when traffic volumes on the adjacent streets are typically the highest.

On weekdays, the peak one-hour period occurs during the morning and evening commutes. On weekends, the peak one-hour period occurs around midday on tournament weekends and in the evening on days with stadium events.

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DRAFT Ontario Regional Sports Complex Event Transportation Management Plan (TMP) June 2024
10 Trip generation estimates were prepared using the Institute of Transportation Engineers’ (ITE) Trip Generation Manual, 11th Edition (ITE, 2021), custom trip generation rates derived from traffic counts at similar facilities, and custom trip generation rates derived from a big-data source (Streetlight Zone Activity Data). Detailed information on trip generation development is documented in the Ontario Regional Sports Complex Transportation Impact Study.

The daily and peak hour trip generation estimates for the six Project scenarios are provided in Table 3.

Table 3: Daily and Peak Hour Project Vehicle Trip Generation Estimates Scenario
Daily Vehicle
Trip Generation
Estimates
Peak Hour Vehicle Trip Generation Estimates
In Out Total
Weekday PM with Practices, No
Stadium Event
15,944 866 661 1,527
Weekday PM with Practices, Regular
Stadium Event
16,477 887 659 1,546
Weekend PM with Regular Games,
Regular Stadium Event
20,956 1,170 1,193 2,364
Weekend Midday with One
Tournament, No Stadium Event
21,286 1,200 1,240 2,441
Weekend Midday with Two
Tournaments, No Stadium Event
21,958 1,222 1,260 2,483
Weekend PM with Regular Games,
Sell-Out Stadium Event
22,310 1,217 1,245 2,463
Note: Peak Hour of adjacent streets used to show impact on overall transportation system. PM Peak Hour is typically from 5:00pm6:00pm, Midday Peak Hour is typically from 12:00pm-1:00pm.

3.3 Trip Distribution
Project trip distribution refers to the directions of approach and departure that vehicles would use to travel to and from the Project site. Local knowledge of the study area, travel pattern data and statistics, The Ontario Plan travel demand model (SBTAM), and professional judgment were used to develop a Project trip distribution for the respective trip generators. Detailed information on Project trip distribution is documented in the Ontario Regional Sports Complex Transportation Impact Study (Fehr & Peers, March 2024).

For the purposes of the TMP, Project trips were grouped to originate from one of four areas:

1. Northwest – trips utilizing Riverside Drive west or Vineyard Avenue north, including trips to SR-60.

2. Northeast – trips utilizing Riverside Drive east or Archibald Avenue north, including trips to SR-60.

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DRAFT Ontario Regional Sports Complex Event Transportation Management Plan (TMP) June 2024
11 3. Southwest – trips utilizing Chino Avenue west or Vineyard Avenue south, including trips to Euclid Avenue (SR-83).

4. Southeast – trips utilizing Chino Avenue east or Archibald Avenue south, including trips to Ontario Ranch Road and I-15.

The Project trip distribution is shown in Figures 2a and 2b. Note that trip distribution is expected to change between opening year (2026) and cumulative year (2050) as the Ontario Ranch and surrounding areas develop.

3.4 Triggers for TMP Deployment
Measures in the TMP are expected to be deployed for most medium to large event days (>5,000 attendees). The degree of implementation will depend on the size of events, event types, and whether the site will be hosting multiple events in one day. When determining which TMP measures to employ, the City should review attendance levels, expected arrival/departure times, and event characteristics (e.g. single in/out vs all-day access).

Table 4 lists the attendee and event thresholds for deploying standard TMP measures. The City shall review event programming and determine the appropriate level of traffic control required for an event.

Irregular special events (e.g. Fourth of July, post-season baseball games, etc.) may require additional traffic control measures not identified in this report, which should be determined by the City Engineer.

These triggers will be reviewed and may be amended following initial operations.

Table 4: Triggers for TMP Deployment
Measure Threshold
Traffic Control at Intersections 1, 2, and 4  >5,000 combined daily event attendees Traffic Control at Intersection 3  >4,000 athletic facility daily event attendees Additional traffic control officers at:
 Riverside Drive & Street A
 Riverside Drive & Ontario Avenue
 Vineyard Avenue & Parking Structure B
 Chino Avenue & Ontario Avenue
 >8,000 combined daily event attendees
Designated Parking Areas for Different Events
 2+ Daily Events
 Each Event with >2,000 attendees
 >2 hours of overlap
Prepare Event-Specific TMP  >10,000 combined daily event attendees Note: Detailed traffic control plan recommendations are provided in Chapter 4 and Figures 4a-7b.

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Chino
Eastvale
Jurupa
Valley
Ontario
S Archibald Ave
Haven Ave
S Grove Ave
Euclid Ave
Campus Ave
S Walker Ave
Chino Ave
E Riverside Dr
E Philadelphia St
Edison Ave Ontario Ranch Rd Vineyard Ave
Hamner Ave
E Walnut St
Merrill Ave
Bellegrave Ave
Ontario International
Airport
Chino Airport
·60
·60
·83
·83
"!15
"!15

12.5%
10% 2.5% 3%
3%
3%
15%
5%
3%
3%
3%
0% 5% 3%
10%
3%
5%
3%
3%
3%
1%
1%
15%

2.5% 15% 2.5%
3%
3%
20%
3%
3%
3%
3%
0% 5% 3%

7.5%
3%

2.5%
3%
3%
15%
20% 5%

2.5%
25%

2.5%

7.5% 20%
0%

2.5%
15% 2.5%

2.5%
3%
3%
3%
15%

2.5%
3%
3%
3%
3% 0% 3% 3% 3% 12.5%
3%
15%
1%
1%
7 8
12 13 15 18
28 29 30 31
9 10
11 26
34 40
41 38 39
37 35 36
22 24 25
32 33
17 21
5 6
27 14 16
4 3
2 1
Ontario Sports Park Trip Distribution (Opening Year, 2026) City Boundaries
Project Site
# Study Intersections
Unincorporated San Bernardino County
x% Retail Trips
x% Hotel Trips
x% Stadium Trips Surrounding Project Area
Travel Routes
Trips Beginning/Ending within
Surrounding Project Area x% Recreation/Sports Field Trips Figure 2a A2-16
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Figure 6
Figure 2b
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DRAFT Ontario Regional Sports Complex Event Transportation Management Plan (TMP) June 2024
14 4. Traffic Element
This section describes proposed access and circulation for cars and other private vehicles during events.

Temporary traffic management is expected to be employed during most medium to large events to minimize impacts on adjacent roadways. The specific level of traffic management will vary for each event depending on the expected number of attendees or other conditions (e.g. construction, duration of event, etc.). Additionally, concurrent events may require changes to standard procedures to better accommodate event traffic. The City shall review event characteristics and determine the appropriate level of traffic management for each event.

4.1 Vehicle Access Routes
Project vehicle access is provided from Riverside Drive, Vineyard Avenue, Chino Avenue, and Ontario Avenue. Redundant access points allow traffic to be distributed across multiple intersections and avoid unnecessary mixing of traffic on adjacent streets prior to and after events.

Preliminary vehicle access routes have been identified to encourage attendees to enter/exit from the general area they are coming from/going to and to limit internal traffic volumes as described below.

Traffic is also being distributed to avoid overloading the Riverside Drive access intersections. These routes will be encouraged through temporary and permanent signage on approach streets. Routes are expected to be refined and updated as additional site plan details become available.

The Project should encourage ingress access along routes with limited left turns to maximize operational efficiency at intersections. During major events, traffic control plans should consider restricting some left turn access.

During concurrent events, temporary signage may be used to separate traffic by event and direct vehicles to the designated parking location(s) for each event. These plans shall be reviewed on a case-by-case basis by event operators, DPW, and Ontario PD.

Traffic from/to the Northwest (Vineyard Avenue North, Riverside Drive West)  Athletic field traffic should be directed to use the Vineyard Avenue entrance  Stadium and retail/entertainment traffic should be directed to use the Riverside Drive/Street A or Riverside Drive/Ontario Avenue entrances
Traffic from/to the Northeast (Archibald Avenue North, Riverside Drive East)  Stadium and retail/entertainment traffic should be directed to use the Riverside Drive/Ontario Avenue entrance
 Athletic field traffic should be directed to use the Riverside Drive/Street A entrance A2-18
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DRAFT Ontario Regional Sports Complex Event Transportation Management Plan (TMP) June 2024
15 Traffic from/to the Southwest (Vineyard Avenue South, Chino Avenue West)  Athletic field traffic should be directed to use the Vineyard Avenue entrance o Alternative access can be provided at the Chino Avenue/Ontario Avenue entrance  Stadium and retail/entertainment traffic should be directed to use the Chino Avenue/Ontario Avenue entrance
Traffic from/to the Southeast (Archibald Avenue South, Chino Avenue East)  All traffic should be directed to use the Chino Avenue/Ontario Avenue entrance  Alternative access can be provided at the Vineyard Avenue or Riverside Drive/Ontario Avenue entrances
The recommended vehicle access routes are depicted in Figures 3a and 3b.

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Ontario Regional Sports Park
Recommended Athletic Facility Access Routes
Figure 3a
Roadways
Recommended Athletic Facility Access Routes
Project Site
Alternate Athletic Facility Access Routes
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Ontario Regional Sports Park
Recommended Stadium/Retail Access Routes
Figure 3b
Roadways
Recommended Stadium and Retail Access Routes
Project Site
Alternate Stadium and Retail Access Routes
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DRAFT Ontario Regional Sports Complex Event Transportation Management Plan (TMP) June 2024
18 4.2 Access Intersections
Additional traffic control is recommended for the four access intersections, especially during periods of high pedestrian activity and high inflow/outflow traffic. The purpose of these measures is to improve intersection safety, facilitate efficient ingress/egress, and reduce potential queueing impacts along Riverside Drive, Chino Avenue, and Vineyard Avenue.

The temporary traffic measures outlined below are intended to be used for events with highly unidirectional traffic (e.g. stadium events, concerts, single game tournaments). Some events, particularly athletic field events, see bi-directional traffic throughout the day and will warrant a different set of temporary traffic control, as described in Section 4.2.3.

Pre-Event measures would typically begin 90-120 minutes prior to the event’s start time. Post-event measures would be in place approximately 30 minutes prior to the event’s conclusion and typically remain in place for 45 to 60 minutes afterward (depending on how long it takes for vehicles, pedestrians, etc. to clear the area).

Figures 4a through 7b present the pre- and post- event traffic control recommendations for the Project area.

4.2.1 Pre-Event Traffic Control
Riverside Drive/Street A (see Figure 4a)
 Provide two inbound lanes by coning off the dedicated northbound left turn lane on Street A  Continue the two inbound lanes to the Parking Structure to provide additional queueing space away from Riverside DriveRemaining northbound lane will become a shared left/through/right turn lane
 Prohibit northbound left turn into Parking Structure
 Implement leading pedestrian interval to improve pedestrian safety  Prohibit pedestrian crossing along Street A between Riverside Drive and the Parking Structure driveway
 Extend westbound left turn phase. Monitor traffic signal operations from the City’s Traffic Management Center (TMC)
 Position a traffic control officer at the intersection of Street A and Parking Structure A to facilitate pedestrian crossings and ensure vehicles do not block the intersection Riverside Drive/Ontario Avenue (see Figure 5a)
 Provide two inbound lanes by coning off the dedicated northbound left turn lane on Ontario Avenue
 Continue the two inbound lanes to the Parking Lot entrance to provide additional queueing space away from Riverside Drive
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DRAFT Ontario Regional Sports Complex Event Transportation Management Plan (TMP) June 2024
19  Prohibit northbound left turns by placing temporary “No Left Turn” signage on Ontario Avenue.

The remaining northbound lane will become a right turn only lane  Use a two-phase event traffic signal timing plan:
o Phase 1: Eastbound/westbound through traffic on Riverside Drive, Ontario Avenue pedestrian crossing
o Phase 2: Westbound left turn, northbound right turn (overlap), Riverside Drive pedestrian crossing
o Ensure overlap signal heads are furnished and installed during traffic signal construction  Monitor traffic signal operations from the City’s TMC  Implement leading pedestrian interval to improve pedestrian safety  Prohibit pedestrian crossing along Ontario Avenue between Riverside Drive and Parking Lot driveway
 Position a traffic control officer at the intersection of Ontario Avenue and the Parking Lot to facilitate left turns, pedestrian crossings, and ensure vehicles do not block the intersection Vineyard Avenue/Parking Structure B (see Figure 6a)
 Provide two inbound lanes by coning off the dedicated westbound left turn lane on the Parking Structure Driveway
 Continue the two inbound lanes to the Parking Structure  Remaining westbound lane becomes a shared left/right turn lane  Extend southbound left turn phase. Monitor traffic control signal operations from the City’s TMC  Implement leading pedestrian interval to improve pedestrian safety Chino Avenue/Ontario Avenue (see Figure 7a)
 Provide two inbound lanes by coning off the dedicated southbound left turn lane on Ontario Avenue
 Continue the two inbound lanes to the Parking Lot in Planning Area 5  Remaining southbound lane becomes a shared left/through/right turn lane  Prohibit southbound left turn into public park parking lot  Prohibit eastbound left turn out of PA 5 Parking Lot and operate as right turn only  Monitor traffic control signal operations for the City’s TMC  Implement leading pedestrian interval to improve pedestrian safety  Provide a marked crosswalk at the Ontario Avenue and Public Park Parking Lot driveway intersection. Position a traffic control officer at this intersection to facilitate pedestrian crossings and manage traffic
 Position a traffic control officer at the intersection of Ontario Avenue and PA 5 Parking Lot to facilitate left turns and ensure vehicles do not block the intersection Adjacent Intersections
 The following intersections should be monitored from the City’s TMC during pre-event periods:
o Riverside Drive/Vineyard Avenue
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DRAFT Ontario Regional Sports Complex Event Transportation Management Plan (TMP) June 2024
20 o Riverside Drive/Archibald Avenue
o Chino Avenue/Vineyard Avenue
o Chino Avenue/Archibald Avenue

4.2.2 Post-Event Traffic Control
Riverside Drive/Street A (see Figure 4b)
 Provide two outbound lanes on Street A between Parking Structure A and Riverside Drive (one dedicated left turn lane and one dedicated through/right turn lane)  Prohibit westbound left turn movements on Riverside Drive by installing temporary “No Left Turn” signage and coning off the left turn lane
 Consider limiting access to Whispering Lakes Golf Course during late evening events when golf course is closed
 Extend northbound left turn signal phase. Monitor traffic signal operations from the City’s TMC  Implement leading pedestrian interval to improve pedestrian safety  Prohibit pedestrian crossing along Street A between Riverside Drive and the Parking Structure driveway
 Position a traffic control officer at the intersection of Street A and Parking Structure A to facilitate left turns, pedestrian crossings, and ensure vehicles do not block the intersection Riverside Drive/Ontario Avenue (see Figure 5b)
 Provide two outbound lanes on Ontario Avenue (one dedicated left turn lane and one dedicated right turn lane)
 Prohibit southbound left turn into Parking Lot
 Prohibit westbound left turn out of Parking Lot. Operate as right turn only.  Extend northbound signal phase. Monitor traffic signal operations from the City’s TMC  Implement leading pedestrian interval to improve pedestrian safety  Prohibit pedestrian crossing along Ontario Avenue between Riverside Drive and Parking Lot driveway
 Position a traffic control officer at the intersection of Ontario Avenue and the Parking Lot to facilitate outbound traffic, pedestrian crossings, and ensure vehicles do not block the intersection Vineyard Avenue/Parking Structure B (see Figure 6b)
 Provide two outbound lanes from the Parking Structure (one dedicated left turn lane and one dedicated right turn lane)
 Consider prohibiting southbound left turn to improve operations  Extend westbound signal phase. Monitor traffic control signal operations from the City’s TMC  Implement leading pedestrian interval to improve pedestrian safety A2-24
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DRAFT Ontario Regional Sports Complex Event Transportation Management Plan (TMP) June 2024
21 Chino Avenue/Ontario Avenue (see Figure 7b)
 Provide two outbound lanes on Ontario Avenue between PA 5 Parking Lot and Chino Avenue (one dedicated left turn lane and one through/right turn lane)  Restrict PA 5 Parking Lot driveway to right-out only and prohibit inbound traffic  Prohibit southbound left turns into Public Park parking lot  Allow westbound left and right turns out of Public Park parking lot.  Extend southbound left turn phase and consider operating in split phase. Monitor traffic control signal operations for the City’s TMC
 Implement leading pedestrian interval to improve pedestrian safety  Provide a marked crosswalk at the Ontario Avenue and Public Park Parking Lot driveway intersection. Position a traffic control officer at this intersection to facilitate pedestrian crossings and manage traffic
 Position a traffic control officer at the intersection of Ontario Avenue and PA 5 Parking Lot to facilitate pedestrian movement and outbound traffic
Adjacent Intersections
 The following intersections should be monitored from the City’s TMC during post-event periods:
o Riverside Drive/Vineyard Avenue
o Riverside Drive/Archibald Avenue
o Chino Avenue/Vineyard Avenue
o Chino Avenue/Archibald Avenue

4.2.3 All Day Event Traffic Control
Events with bidirectional traffic flow should employ all the above traffic control described above, except for the contraflow inbound/outbound lanes. Traffic conditions should be monitored, and additional traffic control officers may be required at internal intersections to improve safety and intersection operations.

Days with concurrent events (e.g. morning athletic field games and evening stadium events) should be carefully planned to avoid traffic conflicts. Potential strategies include staggering event start/end times to prevent overlapping traffic, designating specific entrances or areas for each event, and promoting alternative modes of travel.

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N:\InsertFilePath
Ontario Regional Sports Park Pre-Event Conditions
Riverside Drive and Street A
Figure 4a

ONLYONLY BUS STOP

BUS STOP
Leading Pedestrian
Interval During
Events.

Extend WB left turn
phase.

Provide two inbound
lanes. Right lane
becomes dedicated
entry lane to Parking
Structure A.

Locate traffic control
officer at parking
structure driveway to
facilitate outbound
left turn and improve
operations. CONCEPTUAL - NOT FOR CONSTRUCTION. ADDITIONAL DETAILED ANALYSIS AND ENGINEERING REQUIRED.

NOT TO SCALE.

Prohibit NB left turn
into Parking
Structure A

ONLYONLY
Add advance
signage indicating
right lane is for
Parking Structure
only.

GENERAL NOTES:

1.) Prohibit pedestrian crossing along Street A between Riverside Drive and Parking Structure driveway during events.

2.) Consider operating Riverside Drive/Street A intersection in flash with traffic control officer during major events.

3.) The information presented in this drawing is intended for conceptual use only. Detailed traffic control plans shall be submitted to the City for approval prior to implementation.

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N:\InsertFilePath
Ontario Regional Sports Park Post-Event Conditions
Riverside Drive and Street A
Figure 4b

BUS STOP

BUS STOP
Leading Pedestrian
Interval During
Events.

Extend NB Left Turn
Phase.

Provide two
outbound lanes. Add
lane north of Parking
Structure driveway.

Locate traffic control
officer at parking
structure driveway to
facilitate outbound
left turn and improve
operations.

Prohibit westbound
left turn to improve
operations.

Prohibit NB left turn
into parking structure. CONCEPTUAL - NOT FOR CONSTRUCTION. ADDITIONAL DETAILED ANALYSIS AND ENGINEERING REQUIRED.

NOT TO SCALE.

GENERAL NOTES:

1.) Prohibit pedestrian crossing along Street A between Riverside Drive and Parking Structure driveway during events.

2.) Consider operating Riverside Drive/Street A intersection in flash with traffic control officer during major events.

3.) The information presented in this drawing is intended for conceptual use only. Detailed traffic control plans shall be submitted to the City for approval prior to implementation.

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N:\InsertFilePath
Ontario Regional Sports Park Pre-Event Conditions
Riverside Drive and Ontario Avenue
Figure 5a
ONLYONLY Ø2Ø2PØ6
Ø4Ø1

PROPOSED PHASE

DIAGRAM
Ø4P
Leading Pedestrian
Interval During
Events
Prohibit NB left turn
and convert to
right-out only.

Maintain u-turn at
Riverside Dr/Colonial
Ave to facilitate traffic
heading west.

Provide two inbound
lanes. Left lane
becomes dedicated
entry lane to Parking
Lot.

Right turn only out of
Parking Lot.

Locate traffic control
officer at parking
driveway to facilitate
inbound left turn and
improve operations. ONLYONLY
GENERAL NOTES:

1.) Prohibit pedestrian crossing along Ontario Avenue between Riverside Drive and Parking Lot driveway during events.

2.) Consider operating Riverside Drive/Ontario Avenue intersection in flash with traffic control officer during major events.

3.) The information presented in this drawing is intended for conceptual use only. Detailed traffic control plans shall be submitted to the City for approval prior to implementation.

CONCEPTUAL - NOT FOR CONSTRUCTION. ADDITIONAL DETAILED ANALYSIS AND ENGINEERING REQUIRED.

NOT TO SCALE.

Add advance
signage indicating
left lane is for
Parking Lot only.

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N:\InsertFilePath
Ontario Regional Sports Park Post-Event Conditions
Riverside Drive and Ontario Avenue
Figure 5b
Leading Pedestrian
Interval During
Events.

Extend NB phase.

Provide two
outbound lanes. Add
lane north of Parking
Lot driveway.

ONLYONLY
Prohibit SB left turn
into parking lot.

Right turn only for
exiting traffic from
parking lot.

Locate traffic control
officer at parking
driveway to manage
traffic from Ontario
Avenue and Parking
Lot.

GENERAL NOTES:

1.) Prohibit pedestrian crossing along Ontario Avenue between Riverside Drive and Parking Lot driveway during events.

2.) Consider operating Riverside Drive/Ontario Avenue intersection in flash with traffic control officer during major events.

3.) The information presented in this drawing is intended for conceptual use only. Detailed traffic control plans shall be submitted to the City for approval prior to implementation.

CONCEPTUAL - NOT FOR CONSTRUCTION. ADDITIONAL DETAILED ANALYSIS AND ENGINEERING REQUIRED.

NOT TO SCALE.

STREET A
Add advance
warning signage
informing No Left
Turn at Street A.

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N:\InsertFilePath
Ontario Regional Sports Complex Pre-Event Conditions
Vineyard Avenue and Parking Structure B
Figure 6a
Leading Pedestrian
Interval During
Events.

Extend SB left turn
phase.

Provide two inbound
lanes. Outbound lane
operates as shared
WBL/WBR. Continue
second lane through
Parking Structure. CONCEPTUAL - NOT FOR CONSTRUCTION. ADDITIONAL DETAILED ANALYSIS AND ENGINEERING REQUIRED.

NOT TO SCALE.

GENERAL NOTES:

1.) Consider operating Vineyard Avenue/Parking Structure B intersection in flash with traffic control officer during major events.

2.) Employ traffic control at this intersection only during athletic events when Parking Structure B is in use.

3.) The information presented in this drawing is intended for conceptual use only. Detailed traffic control plans shall be submitted to the City for approval prior to implementation.

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N:\InsertFilePath
Ontario Regional Sports Complex Post-Event Conditions
Vineyard Avenue and Parking Structure B
Figure 6b
Leading Pedestrian
Interval During
Events.

Extend WB phase. Consider prohibiting
SB left turn to
improve operations.

Provide two
outbound lanes.

GENERAL NOTES:

1.) Consider operating Vineyard Avenue/Parking Structure B intersection in flash with traffic control officer during major events.

2.) Employ traffic control at this intersection only during athletic events when Parking Structure B is in use.

3.) The information presented in this drawing is intended for conceptual use only. Detailed traffic control plans shall be submitted to the City for approval prior to implementation.

CONCEPTUAL - NOT FOR CONSTRUCTION. ADDITIONAL DETAILED ANALYSIS AND ENGINEERING REQUIRED.

NOT TO SCALE.

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N:\InsertFilePath
Ontario Regional Sports Complex Pre-Event Conditions
Chino Avenue and Ontario Avenue
Figure 7a
Leading Pedestrian
Interval During
Events
ONLY
ONLY
Provide two inbound
lanes. Left lane
becomes dedicated
entry lane to PA 5
Parking Lot.

Prohibit SB left turn
into Public Park
Parking Lot.

Provide marked
crosswalk at Public
Park Parking Lot.

Locate traffic control
officer at intersection
to facilitate
pedestrian crossings
and outbound traffic.

Add advance
signage indicating
left lane is for
Parking Lot only.

Second inbound lane
becomes dedicated
lane to PA 5 Parking
Lot.

Prohibit left turn out
of PA 5 Parking Lot.

Locate traffic control
officer at parking
driveway to improve
operations.

GENERAL NOTES:

1.) Direct all Ontario Avenue pedestrian crossings to Public Park Parking Lot crosswalk.

2.) Consider operating Chino Avenue/Ontario Avenue intersection in flash with traffic control officer during major events.

3.) The information presented in this drawing is intended for conceptual use only. Detailed traffic control plans shall be submitted to the City for approval prior to implementation.

CONCEPTUAL - NOT FOR CONSTRUCTION. ADDITIONAL DETAILED ANALYSIS AND ENGINEERING REQUIRED.

NOT TO SCALE.

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N:\InsertFilePath
Ontario Regional Sports Complex Post-Event Conditions
Chino Avenue and Ontario Avenue
Figure 7b
Leading Pedestrian
Interval During
Events.

Extend SB phase
and consider
operating as split
phase.

ONLY
ONLY
Provide marked
crosswalk at Public
Park Parking Lot.

Locate traffic control
officer at intersection
to facilitate
pedestrian crossings
and outbound traffic.

Prohibit NB left turn
and SB right turn into
PA 5 Parking Lot.

Right turn only out of
PA 5 Parking Lot.

Begin second SB
lane at parking lot.

Locate traffic control
officer at intersection
to facilitate
pedestrian crossings
and outbound traffic.

GENERAL NOTES:

1.) Direct all Ontario Avenue pedestrian crossings to Public Park Parking Lot crosswalk.

2.) Consider operating Chino Avenue/Ontario Avenue intersection in flash with traffic control officer during major events.

3.) The information presented in this drawing is intended for conceptual use only. Detailed traffic control plans shall be submitted to the City for approval prior to implementation.

Provide two
outbound lanes. Add
lane south of PA 5
Parking Lot. CONCEPTUAL - NOT FOR CONSTRUCTION. ADDITIONAL DETAILED ANALYSIS AND ENGINEERING REQUIRED.

NOT TO SCALE.

Prohibit SB left turn
into Public Park
Parking Lot.

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DRAFT Ontario Regional Sports Complex Event Transportation Management Plan (TMP) June 2024
30 4.3 Vehicle Queueing
Adequate vehicle queueing space between access intersections and parking lots shall be provided to ensure that event traffic does not impact safety or operations on arterial streets. The Project Transportation Impact Study identified turn lane recommendations at the access intersections, which can be used for vehicle queueing, if necessary:
 Riverside Drive/Street A
o Dedicated eastbound right turn lane
o Dedicated westbound left turn lane
 Riverside Drive/Ontario Avenue
o Dedicated eastbound right turn lane
o Dedicated westbound left turn lane
 Vineyard Avenue/Parking Structure B
o Dedicated northbound right turn lane
o Dedicated southbound left turn lane
 Chino Avenue/Ontario Avenue
o Dedicated eastbound left turn lane
o Dedicated westbound right turn lane
Parking structure driveways can operate with dual entry lanes during pre-event activities and dual-exit lanes during post-event activities to provide additional capacity in the peak direction. If dual-lane configurations are utilized, the traffic control described in Section 4.2 may need to be modified.

Proposed parking management strategies outlined in the Parking Management Plan, including gateless parking and digital payments, work to minimize potential queueing. Traffic control officers should also monitor intersections during events and signal timing can be extended from the TMC as needed to clear vehicle queues.

4.4 Signage
In addition to the temporary signage described in Section 4.2, temporary and permanent signage is recommended along adjacent arterials to provide visitors with information on site access, temporary traffic controls, and other roadway conditions.

4.4.1 No Stopping Zones
Permanent “No Stopping Anytime” signs are recommended along Riverside Drive, Vineyard Avenue, and Chino Avenue to discourage passenger drop-off/pick-up along arterial streets and improve safety. These signs shall be placed at regular intervals along the Project frontage. It will be important to monitor and enforce these zones frequently.

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DRAFT Ontario Regional Sports Complex Event Transportation Management Plan (TMP) June 2024
31 4.4.2 Event Traffic Wayfinding Signs
Temporary and/or permanent wayfinding signs are recommended along Vineyard Avenue, Riverside Drive, Archibald Avenue, and Chino Avenue to provide visitors with information on preferred access routes to/from the Project site. These signs will provide directions for the different land uses and work to distribute traffic. Temporary signage can be installed during events to provide additional directions.

4.4.3 Changeable Message Signs
Changeable message signs can be installed along adjacent arterials to provide visitors with real-time event traffic information, such as preferred routes, designated parking areas for specific events, or road closures.

Figure 8 shows the recommended locations for signage.

4.5 Internal Circulation
During events, portions of the internal roadway network including Street A, Street B, and Ontario Avenue may be closed to limit through traffic and improve pedestrian safety and connectivity. The specific location of road closures has not yet been identified but shall be determined prior to opening day after event operations and design are finalized.

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Ontario Regional Sports Park Recommended Signage
Figure 8
Existing Roadways
Proposed Roadways
Entry Directional Signs
Exit Directional Signs
Project Site
Ontario Ave.

Changeable Message Signs (Temporary or Permanent)
Proposed No Stopping Zones
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DRAFT Ontario Regional Sports Complex Event Transportation Management Plan (TMP) June 2024
33 5. Public Transportation and
Rideshare Element

5.1 Existing Transit Service
Omnitrans provides local and express services to San Bernardino County, which includes the City of Ontario. Bus stops are provided along Riverside Drive at Whispering Lakes Lane and Ontario Avenue. The Project site is served by Route 87, which connects to Rancho Cucamonga, Downtown Ontario, and Eastvale via Vineyard Avenue, Riverside Drive, and Archibald Avenue. Connections to other Omnitrans bus routes can be made at the Ontario Civic Center and Chino Transit Centers and to Riverside Transit Agency in the City of Eastvale.

Table 5 outlines the current hours of operation and service frequency for Route 87.

Table 5: Omnitrans Route 87 Frequency and Hours of Operation Frequency Hours of Operation
Weekday 60 minutes 5:00 am – 9:45 pm
Saturday 60 minutes 5:30 am – 8:30 pm
Sunday No Service No Service
Source: Omnitrans, 2023.

As part of the Project, bus stop improvements are proposed along Riverside Drive including bus pull outs and sidewalks. The City will work with Omnitrans to expand service during events at the Project site.

5.2 Transit Access
Bus stops along Riverside Drive are located adjacent to the stadium and retail area and will serve as the main access location for visitors using public transportation. Crosswalks will be provided at Riverside Drive/Street A and Riverside Drive/Ontario Avenue to allow passengers to access the Project site.

Wayfinding signage should be installed to inform transit passengers of the preferred routes to/from bus stops.

Paratransit passengers can utilize passenger pick-up/drop-off locations on-site or accessible parking spaces.

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DRAFT Ontario Regional Sports Complex Event Transportation Management Plan (TMP) June 2024
34 5.3 Future Transit Service
The Parking and TDM Plan identified measures to increase transit options, service times, and frequency by working with Omnitrans and Metrolink as the Project develops the demand for transit. As new transit services are provided, this section should be updated accordingly.

The Project also plans for shuttles to be integrated into the hotel/retail uses. Specifics of those plans should be added to this plan as final site plans are developed.

5.4 Rideshare and Passenger Pick-Up/Drop-Off Access
Designated rideshare and passenger pick up/drop off areas should be provided throughout the Project site to safely facilitate the loading and unloading of passengers. When considering the location of these loading/unloading areas, the City should:
 Avoid locating near major driveways or intersections where traffic volumes are higher  Ensure loading vehicles will not block travel lanes, bike lanes, crosswalks, or intersections  Avoid areas with higher levels of pre- and post-event pedestrian activity, particularly Steet B or other internal roadways that may be closed off during events  Provide adequate staging and queueing locations for vehicles waiting for passengers Pick-up/drop-off zones can be managed by strategies including:
 Curb Space Management: Install signage and striping to clearly designate pick-up/drop-off areas and create a more predictable environment for passengers  Time Limits: Loading/unloading time limits can be established to minimize vehicle queuing in pick-up/drop-off areas
 Routing Algorithm Modifications: Rideshare companies can update their mapping/routing algorithms during events to restrict traffic from certain streets  Geofencing: A geofence is a geographic area where typical pick-up and/or drop-off activities are regulated by controlling streets/curbs rideshare vehicles can operate from As final site plans are developed, this plan should be updated to map designated pick-up and drop off zones.

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DRAFT Ontario Regional Sports Complex Event Transportation Management Plan (TMP) June 2024
35 6. Active Transportation Element

6.1 Pedestrian and Bicycle Infrastructure
Pedestrian Infrastructure
New sidewalks are proposed along Vineyard Avenue, Chino Avenue, and the south side of Riverside Avenue as part of the Project. Additional pedestrian facilities will be constructed during the development process of Ontario Ranch.

Bicycle Infrastructure
The Project site will be directly served by several Class I (off street multi-use trails) and Class II (bike lane) facilities. These include:
 Class I Multi-use Trails
o Vineyard Avenue (between Merril Avenue and Riverside Drive) o Cucamonga Channel Multi-use Trail
o Chino Avenue (between Euclid Avenue and Hamner Avenue)  Class II On Street Bike Lanes
o Riverside Drive (between Euclid Avenue and Hamner Avenue) o Vineyard Avenue (between Riverside Drive and SR-60)
Additional Class I and Class II facilities are proposed for other streets in the City of Ontario, according to The Ontario Plan Circulation Element. It is anticipated that these facilities will be completed as development in the Ontario Ranch area occurs.

6.2 Pedestrian and Bicycle Access
Pedestrians and cyclists will be able to utilize any of the four access intersections to enter/exit the Project site. Each intersection will include marked crosswalks, and traffic control officers will help facilitate pedestrian and cyclist movement through intersections during events. Bicycle parking should also be provided at multiple locations.

To improve pedestrian safety and intersection operations during events, some crosswalks may be temporarily closed. Full access shall be maintained at all intersections to accommodate all modes of travel.

Additional safety measures such as leading pedestrian interval, temporary no right turn on red, crossing guards, etc. can be considered to improve safety and separate pedestrian and vehicle movements.

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DRAFT Ontario Regional Sports Complex Event Transportation Management Plan (TMP) June 2024
36 6.3 Internal Circulation
Pedestrian routes, crosswalks, and event pedestrian-only zones shall be identified to improve pedestrian safety and separate vehicle traffic with pedestrian traffic where possible. When determining these locations, the City should:
 Consider planned operations at the stadium, retail area, and athletic facilities that may impact pedestrian flows (e.g. pre-event pedestrian queue space at stadium entry gates)  Provide direct routes to improve wayfinding and compliance  Minimize the number of times pedestrians must cross major internal streets (e.g. Ontario Avenue, Street A)
 Limit the number of vehicle through trips on internal roadways by closing off portions of Street A, Street B, and Ontario Avenue where pedestrian activity is expected to be higher  Provide regular crossing opportunities with mid-block crosswalks along internal roadways As the Project is currently in the environmental review stage and final site design and operational characteristics are not yet known, it is premature to establish specific locations for internal street closures, crosswalks, or walkways. These should be established prior to the opening of the stadium and will be reviewed as part of the process outlined in Section 7.

6.4 Recommended Pedestrian Treatments
Enhanced pedestrian infrastructure is recommended due to the high pedestrian volumes expected during events. Measures in Table 6 should be considered as part of the final design process and can be added following Project opening as warranted to improve pedestrian safety and movement.

Table 6: Recommended Pedestrian Treatments
Treatment Description Example
Improved Crosswalk
Visibility
High-visibility crosswalk markings,
street lighting, signage, and parking
restrictions on crosswalk approaches
improve awareness of crosswalks.

Advanced Yield Line
Additional yield markings 20 to 50
feet before marked crosswalks to
provide distance between vehicles
and pedestrians (commonly known as
“shark’s teeth”).

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DRAFT Ontario Regional Sports Complex Event Transportation Management Plan (TMP) June 2024
37 Treatment Description Example
Raised Crosswalk
Ramped speed tables that place the
crosswalk flush with the sidewalk and
reduce vehicle speeds.

Additional/In-Street
Pedestrian Crossing
Signs
Signage used at mid-block crossings
to remind road users to yield to
pedestrians.

Widened Sidewalks/
Curb Extensions
Shifting the curb inward at crosswalks
to reduce crossing distances and
improve pedestrian visibility
(commonly known as a “bulb out”).

Sidewalks can also be widened for
additional capacity during major
events by installing temporary
barriers or bollards.

Pedestrian Refuge
Island
A median installed at a crosswalk to
allow pedestrians to cross in two
stages. Pedestrian Refuge Islands also
promote slower vehicle speeds.

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DRAFT Ontario Regional Sports Complex Event Transportation Management Plan (TMP) June 2024
38 Treatment Description Example
Rectangular RapidFlashing Beacon (RRFB)
Pedestrian activated warning lights
that flash with high frequency to
improve visibility. Recommended for
roadways with speed limits less than
40 mph.

Crossing Guard
Locating traffic control officers at
crosswalks with high pedestrian
volumes during events to control
pedestrian movements and provide
regular breaks in traffic.

Source: Federal Highway Administration Highway Safety Programs Proven Safety Countermeasures, 2021.

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DRAFT Ontario Regional Sports Complex Event Transportation Management Plan (TMP) June 2024
39 7. Monitoring
This section presents the performance standards against which Project operations will be measured. This section also describes the monitoring methods to be undertaken during the first year of operations.

7.1 Performance Standards
The TMP identifies various performance measures that can be used to evaluate operations and identify potential deficiencies to the surrounding multi-modal transportation system. Should any of these performance measures not be achieved, the City should work to update procedures to ensure that the standards are met.

Vehicle Circulation Standards

1. Event vehicle queues do not regularly extend past provided turn pockets on Riverside Drive, Vineyard Avenue, and Chino Avenue

2. Post-event traffic can clear the Project site within 45 minutes with no major delays in parking lots

3. Project access intersections are functioning acceptably with traffic distributed to all four intersections when possible
Public Transportation and Rideshare Standards

1. Public transportation buses can access transit stops with limited event congestion impacts

2. Pedestrian routes between bus stops and event venues are clearly indicated

3. Passenger pick-up/drop-off areas are clearly designated and not impacting other traffic on the Project site

4. Passenger pick-up/drop-off is not occurring along Riverside Drive, Vineyard Avenue, or Chino Avenue
Active Transportation Standards

1. Access intersections provide for full pedestrian movement during events

2. Major pedestrian routes on site are clearly defined and separated from vehicles, except at marked crosswalks

3. Bicycle parking is adequately supplied and clearly defined through signage A2-43
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40 7.2 Monitoring Activities and Documentation
The following monitoring activities will occur during the first full year of operations.

Initial Event Monitoring Plan
A focused review of the first two regular season baseball stadium games and the first large soccer or baseball/softball tournament will be conducted. The purpose of this review is to identify initial weaknesses that should be addressed as soon as possible.

Observational data will be collected on site to assess which elements of the TMP need to be modified. The following elements will be reviewed:
 Pre- and Post-Event Traffic Management
 Pedestrian Circulation
 Bicycle Parking and Access
 Transit Loading/Unloading and Access
 Vehicle Pick-up/Drop-off
 Traffic Congestion and Queuing
 Wayfinding/Signage
 Parking Management
 Staffing
 General Safety/Security
Prior to the initial events, a meeting will be held with the City and stadium operator to identify specific monitoring locations, durations, and staffing. A follow-up meeting will occur after each initial event to discuss observations and determine if modifications need to be made.

Proposed modifications will be documented, reviewed, and implemented by the City for all remaining events in the season.

Ongoing Event Monitoring Plan
Following the first month of operations, up to five additional event days should be reviewed to understand “normal” operations. A range of event types and scenarios should be chosen, including days where multiple events are occurring simultaneously.

The City will meet with the stadium and event operators prior to the event date to determine the scope of review. The monitoring effort will focus on how the TMP achieves the performance standards identified in Section 7.1. The monitoring effort will include both observational and empirical data collection.

Findings from ongoing event operations observations will be documented in a “Year One Travel Monitoring Report” which will summarize site operations and ongoing challenges. Specific recommendations will be provided to address deficiencies, which will be reviewed by the operational oversight group (see Section 7.3) and approved by Ontario DPW.

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41 7.3 Revision Process
The TMP is expected to be updated as site operations change and following initial events to address any deficiencies. Revisions will be reviewed by an operational oversight group, which will meet at least once annually and consist of members from:
 Ontario Department of Community Development – Planning and Engineering  Ontario Department of Public Works
 Ontario Recreation and Community Services Department
 Ontario Fire Department
 Ontario Police Department
 Representatives from Minor League Baseball Franchise
 Representatives from Sports Leagues/Tournament Operators  Retail/Hospitality Center Operator
 Representatives from on-site business establishments
 Representatives from Whispering Lakes and Ontario Ranch residential neighborhood associations Revisions proposed and approved by the committee will be incorporated into the TMP. The City of Ontario Department of Public Works, Ontario Fire Department, and Ontario Police Department will have final approval authority over any changes. Changes to the TMP will also require a review of on-site parking management and TDM measures, which are described in the Parking and TDM Plan.

Atypical events (e.g. special tournaments, Fourth-of-July, etc.) may warrant additional traffic management, which will be carefully reviewed by the City prior to these events. Supplemental traffic management plans may be warranted, which will be determined by the City.

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42 7.4 Revision Log
Version Number Date of Revision Description of Revision(s)

1.0 June 12, 2024 Initial Version
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In % Out % Rate In Out Total In % Out % Rate In Out Total 1 Ontario Approved PDEV21-018 - Industrial Development SE Corner Jurupa Ave/Milliken Ave Industrial Park 168.17 KSF ITE Code 130 81% 19% 0.34 46 11 57 22% 78% 0.34 10 47 57 2 Ontario In Review File No. PDEV19-057-Industrial NE Corner Haven Ave/SR-60 Industrial Park 281.00 KSF ITE Code 130 81% 19% 0.34 78 18 96 22% 78% 0.34 16 80 96 3 Ontario In Review File PDEV18-031 - Commercial/Industrial SE Corner Riverside Drive/Hamner Ave Shopping Plaza (40-150k) 52.00 KSF ITE Code 821 Pass by 62% 38% 1.73 33 21 54 49% 51% 5.19 79 83 162 4 Ontario In Review File PDEV18-031 - Commercial/Industrial SE Corner Riverside Drive/Hamner Ave Industrial Park 968.03 KSF ITE Code 130 81% 19% 0.34 266 63 329 22% 78% 0.34 56 273 329 5 Ontario In Review File No. PDEV19-059-Industrial NE Corner Riverside Drive/Milliken Ave Strip Retail Plaza (<40k) 5.55 KSF ITE Code 822 Pass by 60% 40% 2.36 5 3 8 50% 50% 6.59 11 11 22 6 Ontario In Review File No. PDEV19-059-Industrial NE Corner Riverside Drive/Milliken Ave Industrial Park 295.99 KSF ITE Code 130 81% 19% 0.34 82 19 101 22% 78% 0.34 17 84 101 7 Ontario In Review File No. PDEV21-037-Industrial 1516 South Bon View Avenue Industrial Park 167.40 KSF ITE Code 130 81% 19% 0.34 46 11 57 22% 78% 0.34 10 47 57 8 Ontario Approved Industrial Building(s) SW corner of Milliken and SR-60 Industrial Park 393.33 KSF ITE Code 130 81% 19% 0.34 109 25 134 22% 78% 0.34 23 111 134 9 Ontario Approved Ontario Ranch Business Park SP NE Corner Merrill Ave/Euclid Ave Warehousing/Business Park 1905.03 KSF See Project TIA 267 75 342 100 292 392 10 Ontario Approved Merrill Commerce Center SP Eucalyptus Ave/Grove Ave Warehousing/Mixed Use 8455.00 KSF See Project TIA 1120 300 1420 433 1269 1701 11 Ontario Approved South Ontario Logistics Center SP Eucalyptus Ave/Campus Ave Warehousing 5333.52 KSF See Project TIA 782 209 991 283 853 1136 12 Ontario Approved Ontario Ranch Business Park SP Expansion NE Corner Merrill Ave/Euclid Ave Warehousing/Business Park 1640.69 KSF See Project TIA 216 58 274 83 240 323 13 Ontario Approved Rich Haven Specific Plan Commerical Riverside Drive/Haven Ave Shopping Center (>150k) 204.50 KSF ITE Code 820 Pass by 62% 38% 0.84 76 46 122 48% 52% 3.4 237 257 494 14 Ontario Approved Portion of Grand Park SP SE Corner Ontario Ranch Rd/Archibald Ave SF Attached Housing 362.00 DU ITE Code 215 25% 75% 0.48 44 130 174 59% 41% 0.57 122 84 206 15 Ontario Approved Edenglen Riverside Drive/Mill Creek Ave MF Housing (Low Rise) 108.00 DU ITE Code 220 24% 76% 0.4 10 33 43 63% 37% 0.51 35 20 55 16 Ontario Approved Rich Haven Twinkle Ave/Moonlight St MF Housing (Low Rise) 120.00 DU ITE Code 220 24% 76% 0.4 12 36 48 63% 37% 0.51 38 23 61 17 Ontario Approved The Avenue Ontario Ranch Road/Mill Creek Ave SF Detached Housing 106.00 DU ITE Code 210 25% 75% 0.7 19 55 74 63% 37% 0.94 63 37 100 18 Ontario Approved The Avenue School Ontario Ranch Road/Mill Creek Ave Elementary School 800.00 Students ITE Code 520 54% 46% 0.74 320 272 592 46% 54% 0.16 59 69 128 19 Ontario Approved Parkside Specific Plan (SF) Ontario Ranch Road/Archibald Ave SF Detached Housing 540.00 DU ITE Code 210 25% 75% 0.7 95 283 378 63% 37% 0.94 320 188 508 20 Ontario Approved Parkside Specific Plan (MF) Ontario Ranch Road/Archibald Ave MF Housing (Low Rise) 508.00 DU ITE Code 220 24% 76% 0.4 49 154 203 63% 37% 0.51 163 96 259 21 Ontario Approved Commercial (Ontario Ranch) Hellman Ave and Eucalyptus Ave Shopping Center (>150k) 210.00 KSF ITE Code 820 Pass by 62% 38% 0.84 78 47 125 48% 52% 3.4 243 264 507 22 Ontario Approved SF Residential (Ontario Ranch) SE Corner Eucalyptus Ave/Haven Ave SF Detached Housing 3733.00 DU ITE Code 210 25% 75% 0.7 653 1960 2613 63% 37% 0.94 2211 1298 3509 23 Ontario Approved Commercial (Ontario Ranch) SE Corner Eucalyptus Ave/Haven Ave Shopping Plaza (40-150k) 87.00 KSF ITE Code 821 Pass by 62% 38% 1.73 56 34 90 49% 51% 5.19 133 138 271 24 Ontario Approved Elementary School (Ontario Ranch) Ontario Ranch Area TBD Elementary School 800.00 Students ITE Code 520 54% 46% 0.74 320 272 592 46% 54% 0.16 59 69 128 25 Ontario Approved Middle School (Ontario Ranch) Ontario Ranch Area TBD Middle School 1200.00 Students ITE Code 522 54% 46% 0.67 434 370 804 48% 52% 0.15 86 94 180 26 Chino Approved Total Preserve SP - SF Res Pine Ave and Hellmann Ave SF Detached Housing 1791.00 DU ITE Code 210 25% 75% 0.7 314 940 1254 63% 37% 0.94 1061 623 1684 27 Chino Approved Total Preserve SP - MF Res Pine Ave and Hellmann Ave MF Housing (Low Rise) 2675.00 DU ITE Code 220 24% 76% 0.4 257 813 1070 63% 37% 0.51 859 505 1364 28 Chino Approved Majestic Chino Logistics Center SE Conrer Montain Ave/Bickmore Ave Var. 2082.75 KSF See Project TIA 195 57 252 95 243 338 29 Chino Approved Industrial Building(s) 13404 Yorba Ave Industrial Park 325.00 KSF ITE Code 130 81% 19% 0.34 90 21 111 22% 78% 0.34 19 92 111 30 Chino Approved Preserve SP Business Park Pine Ave and Hellmann Ave Var. 798.00 KSF See Project TIA 540 95 635 137 343 480 31 Chino Approved Altitude Business Center (Preserve SP) Kimball Avenue and Terminal Court Industrial Park 50.00 KSF ITE Code 130 81% 19% 0.34 14 3 17 22% 78% 0.34 3 14 17 32 Chino Approved SF/MF Housing West of Meadowhouse/Desert Holly MF Housing (Low Rise) 149.00 DU ITE Code 220 24% 76% 0.4 14 46 60 63% 37% 0.51 48 28 76 33 Chino Approved Preserve SP - Industrial Pine Ave and Hellmann Ave Industrial Park 925.36 KSF ITE Code 130 81% 19% 0.34 255 60 315 22% 78% 0.34 54 261 315 34 Chino In Review Commercial NE Corner of Euclid Ave and Schafer Ave Shopping Plaza (40-150k) 71.36 KSF ITE Code 821 Pass by 62% 38% 1.73 46 28 74 49% 51% 5.19 109 113 222 35 Chino In Review Industrial Building(s) 13610 Yorba Ave Industrial Park 305.00 KSF ITE Code 130 81% 19% 0.34 84 20 104 22% 78% 0.34 18 86 104 36 Chino Approved FedEx SW corner of Fern Ave and Bickmore Ave Industrial Park 476.29 KSF ITE Code 130 81% 19% 0.34 131 31 162 22% 78% 0.34 28 134 162 37 Chino Approved El Pollo Loco 6981 Schaefer Ave Fast Food Restaurant with Drive Through 2.00 KSF ITE Code 934 Pass By 51% 49% 44.61 23 22 45 52% 48% 33.03 16 14 30 38 Chino Approved Goodman-Commerce Center Offices SW Corner Bickmore Ave and San Antonio Ave Business Park 160.00 KSF ITE Code 770 85% 15% 1.35 184 32 216 26% 74% 1.22 51 144 195 39 Chino Approved Goodman-Commerce Center Shopping Center SW Corner Bickmore Ave and San Antonio Ave Shopping Plaza (40-150k) 63.00 KSF ITE Code 821 Pass by 62% 38% 1.73 40 25 65 49% 51% 5.19 96 100 196 40 Chino In Review Commercial (5985 Eucalyptus Ave) 5985 Eucalyptus Ave Shopping Plaza (40-150k) 50.63 KSF ITE Code 821 Pass by 62% 38% 1.73 33 20 53 49% 51% 5.19 77 81 158 41 Chino In Review Church (5985 Eucalyptus Ave) 5985 Eucalyptus Ave Church 27.00 KSF ITE Code 560 62% 38% 0.32 6 3 9 44% 56% 0.49 6 7 13 42 Chino In Review Commercial (6312 Riverside Drive) 6312 Riverside Drive Strip Retail Plaza (<40k) 6.44 KSF ITE Code 822 Pass by 60% 40% 2.36 5 4 9 50% 50% 6.59 13 12 25 43 Chino In Review Restaurant (6312 Riverside Drive) 6312 Riverside Drive Fast Food Restaurant with Drive Through 2.31 KSF ITE Code 934 Pass By 51% 49% 44.61 27 25 52 52% 48% 33.03 18 16 34 44 Chino In Review Car Wash (6312 Riverside Drive) 6312 Riverside Drive Automatic Car Wash 3.61 KSF ITE Code 948 50% 50% 14.2 26 25 51 50% 50% 14.2 26 25 51 45 Eastvale In Review Leal SP - 168 units NE Corner of Hamner Ave/Limonite Ave MF Housing (Low Rise) 168.00 DU ITE Code 220 24% 76% 0.4 16 51 67 63% 37% 0.51 54 32 86 46 Eastvale In Review Leal SP - 102 units NE Corner of Hamner Ave/Limonite Ave MF Housing (Low Rise) 102.00 DU ITE Code 220 24% 76% 0.4 10 31 41 63% 37% 0.51 33 19 52 47 Eastvale In Review Leal SP - 94 units NE Corner of Hamner Ave/Limonite Ave SF Detached Housing 94.00 DU ITE Code 210 25% 75% 0.7 17 49 66 63% 37% 0.94 55 33 88 48 Eastvale In Review Leal SP - 74 units NE Corner of Hamner Ave/Limonite Ave SF Detached Housing 74.00 DU ITE Code 210 25% 75% 0.7 13 39 52 63% 37% 0.94 44 26 70 49 Eastvale In Review Leal SP - 320 units NE Corner of Hamner Ave/Limonite Ave MF Housing (Low Rise) 320.00 DU ITE Code 220 24% 76% 0.4 31 97 128 63% 37% 0.51 103 60 163 50 Eastvale Approved Restaurant Building SE Corner of Hamner Ave and Schleisman Rd High Turnover Sit Down Restaurant 7.76 KSF ITE Code 932 55% 45% 9.57 41 33 74 61% 39% 9.05 43 27 70 51 Eastvale Approved Business Park NE Corner of Hamner Ave and Goodman Way Business Park 249.97 KSF ITE Code 770 85% 15% 1.35 286 51 337 26% 74% 1.22 79 226 305 52 Eastvale Approved Fast Food Pad NW Corner of Archibald Ave and Chandler Ave Fast Food Restaurant with Drive Through 2.21 KSF ITE Code 934 Pass By 51% 49% 44.61 25 24 49 52% 48% 33.03 17 16 33 53 Eastvale Approved Walmart Eastvale 14100 Limonite Ave Commercial/Gas Station 177, 16 KSF, Gas Pumps See Project TIA 490 370 860 526 533 1058 54 Eastvale Approved Homestead Archibald Ave and Limonite Ave Industrial Park 1080.60 KSF ITE Code 130 81% 19% 0.34 297 70 367 22% 78% 0.34 62 305 367 Totals 8726 7590 16316 Totals 8640 10145 18783
See Project TIA See Project TIA
See Project TIA See Project TIA
See Project TIA See Project TIA
See Project TIA See Project TIA
See Project TIA See Project TIA
See Project TIA See Project TIA
Units Source
AM PM
See Project TIA See Project TIA
MasterID City Status Project Description Location Land Use Qty 1448
55 Ontario Approved File No. PDEV20-008 – Industrial Development Northeast corner of Airport Drove/Haven Avenue Industrial 200.30 KSF 56 Ontario Construction File No. PDEV 19-025 Palmer Apartments / Commercial Retail Southeast corner of Vineyard and Inland Empire Blvd Residential and Commercial 950
5 DU
KSF
57 Ontario Approved File PDEV19-067: Hyatt Dual Hotel 265 Rooms Southeast corner of Archibald/Inland Empire Hotel 265.00 Rooms 58 Ontario Construction File No. PDEV19-054- Townhomes Southwest corner of Via Alba/Via Villagio Residential 72.00 DU 59 Ontario Construction File No. PDEV19-061 - Townhomes Northeast corner of Ontario Center Parkway/ Via Alba Residential 110.00 DU 60 Ontario Construction File No. 21-013 - Retail Shopping Center Southeast corner of Haven Ave. and 4th Street Commercial 91.16 KSF 61 Ontario Approved File No. PDEV17-016 -Cambria Hotel- 124 Rooms 535 N Turner Avenue Hotel 124.00 Rooms 62 Ontario Approved PDEV22-014 Residential/Commercial Development Southeast and Southwest corners of Via Piemonte and Via Villagio Residential and Commercial 694

63.66 DU
KSF
63 Ontario Approved File No. PDEV21-047 - Industrial East of Haven Avenue, west of Doubleday and Dupont Avenues, north of Jurupa Street and south of Airport Drive Industrial 4263.45 KSF 64 Ontario Construction File No. PDEV21-003-Industrial 1486 East Holt Industrial 26.00 KSF 65 Ontario Approved File No. PDEV22-009-Industrial Southeast corner of Sultana Avenue and Mission Blvd Industrial 79.32 KSF 66 Ontario Approved File No. PDEV21-035-Industrial Southeast corner of Sultana Avenue and Belmont Street Industrial 59.98 KSF 67 Ontario Approved File No. PDEV21-037-Industrial 1516 South Bon View Avenue Industrial 167.40 KSF 68 Ontario Approved File No. PDEV22-012 -Commercial West side of Archibald Avenue approximately 300 feet south of Philadelphia Street Commercial 7.23 KSF 69 Ontario Approved File No. PDEV21-045 -Commercial 2575 South Archibald Avenue Commercial 1.80 KSF The following projects were reviewed and determined to be far enough from the project to not add significant traffic to study intersections:

MasterID City Status Project Description Location Land Use Qty Units 1449

ONTARIO REGIONAL SPORTS COMPLEX FINAL EIR

CITY OF ONTARIO
Appendix
June 2024
Appendix B1. Rough Grading Phase I and 2
Hydrology Study
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ONTARIO REGIONAL SPORTS COMPLEX FINAL EIR

CITY OF ONTARIO
Appendix
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700 Flower Street, Suite 2100 Los Angeles, CA 90017 213.418.0201 kpff.com

HYDROLOGY REPORT

for
Ontario Ballpark Project
Rough Grading Phase 1 & 2 Permit Package

CITY OF ONTARIO, CALIFORNIA
April 12, 2024
Prepared By:

Julian Dela Cruz
KPFF Consulting Engineers
700 Flower Street, Suite 2100
Los Angeles, CA 9001
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Table of Contents
Introduction
Methodology
Hydrology Calculations: Master Plan Appendix C – Drainage Areas I, II, III, IV Hydrology Calculations: Master Plan Appendix E – Drainage Areas X, XI, XII, XIII, XIV Conclusion
Exhibits
Exhibit A: Proposed Permeability Map
Exhibit B: City of Ontario Master Plan of Drainage: Land Use Plan Exhibit C: City of Ontario Master Plan of Drainage: Drainage Area Map Exhibit D: City of Ontario Master Plan of Drainage: Hydrology Map Old Model Colony-West Exhibit E: City of Ontario Master Plan of Drainage: Hydrology Map New Model Colony Exhibit F: City of Ontario Master Plan of Drainage: Figure C-4 Actual Impervious Cover for Developed Areas
Appendix
Appendix A: City of Ontario Master Plan of Drainage Appendix C – Basin IV Appendix B: City of Ontario Master Plan of Drainage Appendix E – Basin XI B1-2
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Introduction
The purpose of this study is to evaluate the proposed hydrology conditions for the Ontario Ballpark resulting from the Phase I and II Rough Grading Permit and demonstrate that the proposed conditions comply with the City of Ontario Master Plan of Drainage (MPD). The project site is located on 9375 East Riverside Drive, Ontario, CA 91761. The project site is bounded by Riverside Drive to the north, Vineyard Avenue to the west, Chino Avenue to the south, and an unnamed road between Ontario Avenue and S Newton Avenue to the east.

The hydrology study will determine the proposed site’s permeability and compare it with the design assumptions made in the MPD to demonstrate that the proposed project site will not be modified in such a way as to generate a higher runoff volume or peak flow than what was analyzed in the MPD and therefore the City’s existing downstream storm drain infrastructure will not be adversely impacted by the work proposed as part of this permit.

Methodology
The purpose of the 2012 MPD is to update the previous 1999 MPD to include the New Model Colony and the Old Model Colony. The previous 1999 MPD included only the area within the city limits at the time, which came to be known as the “Old Model Colony”. The current 2012 MPD now includes the “New Model Colony”, which represents an area of approximately 8,200 acres annexed by the City of Ontario from the San Bernardino County Agricultural Preserve Area.

The current 2012 MPD has incorporated both the Old and New Model Colonies based on the latest Land Use Plan adopted by the City Council on January 27, 2010, as part of The Ontario Plan. The MPD is primarily used to “present preliminary sizes, alignments and construction cost estimates for recommended city-owned backbone storm drain facilities needed to upgrade the existing systems to provide adequate flood protection and support future built-out conditions and is comprised of the following:
- Update and evaluation of inventory and capacities of the existing city-owned storm drain facilities.
- Preparation of hydrology studies to quantify peak flow rates for runoffs during major storm events, for built-out conditions based on the Land Use Plan - Identification and quantification of upgrades to existing City-owned storm drain systems to provide adequate flood protection and mitigate development impacts, based on the City’s latest policies and goals
- Evaluation of alternatives to provide adequate flood protection utilizing the existing facilities to the maximum extent.
- Development of a master plan that establishes preliminary alignment and sizes for recommended backbone drainage facilities that will ensure adequate flood protection in the study area”
(City of Ontario Master Plan of Drainage, March 2012).

Per the hydrology and storm drain facility design criteria outlined in Section III of the MPD, the flood protection goals of the MPD are as follows:

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For Arterial and Collector Streets:

1. Peak runoff during 25-year return frequency storm events shall be contained within curb-to-curb capacity of the street.

2. Peak runoff during 100-year return frequency storm events shall be contained within the limits of street rights-of-way, and the water surface elevation of the street flows shall be at least one foot lower than the lowest finished floor elevation of adjacent inhabitable structures.

For Local and Residential Streets:

1. Peak runoff during 10-year return frequency storm events shall be contained within curb-to-curb capacity of the street.

2. Peak runoff during 100-year frequency storm events shall be contained within the limits of street rights-of-way, and the water surface elevation of the street flows shall be at least one foot lower than the lowest finished floor elevation of adjacent inhabitable structures.

Special Flood Protection Consideration:

1. The best possible and practical flood protection shall be provided for high pedestrian areas (such as schools, hospital, retail centers, public parks, etc.), and emergency facilities.

The MPD has also been prepared using the following hydrology design criteria:
- San Bernardino County Hydrology Manual, 1986 Revision - Rational Method or Unit Hydrograph method for peak runoff storms of 10, 25, and 100-year return frequencies (Q10, Q25 and Q100)
- Run-off coefficients based on surface/sub-surface characteristics of the watershed:
o Per Exhibit 6 – Soils Map in the MPD:
▪ Sand and sandy loam, classified as Soil Groups A and B o Per MPD Land Use Plan:
▪ Urban Landscaped cover
▪ Average antecedent moisture condition (AMC II)
- Hydraulic capacities of existing storm drains based on design flow data shown on as-builts, when available
o For storm drains with no as-builts available, preliminary hydraulic calculations were performed to estimate capacities using 80% of the general ground surface slope as the gradient of the mainline Hydraulic Grade Line
- Hydraulic capacities of streets to convey surface flows were calculated using Street Capacity Curves included in Appendix A of the MPD
- All master-planned storm drains and appurtenances should be designed to conform with City’s Flood Protection Goals using the latest City Standards
- Facilities located in the State or County R/W shall conform to Caltrans or San Bernardino County Flood Control District’s standards and criteria
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In order to verify whether or not the work proposed under this permit will result in an increase in runoff volume and/or peak flows relative to what was evaluated by the MPD, the proposed site characteristics were reviewed relative to the site inputs considered in the MPD. The only characteristic expected to differ is the proposed permeability.

The project site is located in the NMC-West, or New Model Colony-West and the OMC, or Old Model Colony and designated as “Low Density Residential” (see Exhibit B: City of Ontario Master Plan of Drainage: Land Use Plan), although the hydrology calculations for the site use a blended land use consisting of a majority Low Density Residential (5-7 Dwellings/Acre) with some Commercial Use and Public Park. The Pervious Area Fraction (Ap) associated with each land use is based on San Bernardino County Hydrology Manual, Figure C-4, replicated in part below. For a full version of Figure C-4, see Exhibit F: City of Ontario Master Plan of Drainage: Figure C-4 Actual Impervious Cover for Developed Areas. The site is split between two drainage areas, Drainage Areas IV and XI (see Exhibit C: City of Ontario Master Plan of Drainage: Drainage Area Map). Within the two drainage areas, the project site includes portions of subdrainage area G47 and the entirety of G48 in Drainage Area IV and subdrainage area F (divided into two subdrainage areas both labeled “F”) in Drainage Area XI. See Exhibit D: City of Ontario Master Plan of Drainage: Hydrology Map Old Model Colony-West and Exhibit E: City of Ontario Master Plan of Drainage: Hydrology Map New Model Colony for drainage areas and see Appendix A: City of Ontario Master Plan of Drainage Appendix C – Basin IV and Appendix B: City of Ontario Master Plan of Drainage Appendix E – Basin XI for hydrology calculations. (Figure C-4, Actual Impervious Cover for Developed Area, San Bernardino County Hydrology Manual, 1986)
The proposed site condition at the conclusion of rough grading will be 100% permeable, as shown in Exhibit A: Proposed Permeability Map.

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Hydrology Calculations: Master Plan Appendix C – Drainage Areas I, II,

III, IV
Master Plan Appendix C – Drainage Areas I, II, III, and IV include subdrainage areas G47 and G48 in Basin IV, which account for the western portion of the project site. The hydrology calculations were performed using Advanced Engineering Software (AES) by Hunsaker & Associates in 2011.

Calculations for subdrainage area G47 (Node 346) include:
- Time of concentration (min.): 29.08
- 10-year rainfall intensity (in/hr): 1.390
- Subarea area (ac): 80.40
- Total area (ac): 733.2
- Q10 Peak Flow Rate (cfs): 673.62
- Subarea Loss Rate Data (AMC I):

Where:
- Ap = pervious area fraction (permeability)
- Fp = infiltration rate for pervious area
- SCS SN = Soil Conservation Service Curve Number
"Excerpt from Master Plan Appendix C"
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Calculations for subdrainage area G48 (Node 347) include:
- Time of concentration (min.): 32.17
- 10-year rainfall intensity (in/hr): 1.308
- Subarea area (ac): 147.10
- Total area (ac): 880.3
- Q10 Peak Flow Rate (cfs): 762.93
- Subarea Loss Rate Data (AMC I):

Where:
- Ap = pervious area fraction (permeability)
- Fp = infiltration rate for pervious area
- SCS SN = Soil Conservation Service Curve Number
"Excerpt from Master Plan Appendix C"
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Hydrology Calculations: Master Plan Appendix E – Drainage Areas X, XI,

XII, XIII, XIV
Master Plan Appendix E – Drainage Areas X, XI, XII, XIII, XIV include subdrainage areas F (broken into two subdrainage areas labeled “F”) in Basin XI, which account for the eastern portion of the project site. The hydrology calculations were performed using Advanced Engineering Software (AES) by Hunsaker & Associates in 2011.

Calculations for subdrainage area F (Nodes 1000-1002) include:
- Time of concentration (min.): 16.008
- 10-year rainfall intensity (in/hr): 1.768
- Subarea area (ac): 9.45
- Total area (ac): 9.45
- Q10 Peak Flow Rate (cfs): 10.89
- Subarea Loss Rate Data (AMC I):

Where:
- Ap = pervious area fraction (permeability)
- Fp = infiltration rate for pervious area
- SCS SN = Soil Conservation Service Curve Number
"Excerpt from Master Plan Appendix E"
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Calculations for subdrainage area F (Nodes 1012) include:
- Time of concentration (min.): 16.72
- 10-year rainfall intensity (in/hr): 1.722
- Subarea area (ac): 34.82
- Total area (ac): 39.2
- Q10 Peak Flow Rate (cfs): 38.79
- Subarea Loss Rate Data (AMC I):

Where:
- Ap = pervious area fraction (permeability)
- Fp = infiltration rate for pervious area
- SCS SN = Soil Conservation Service Curve Number
"Excerpt from Master Plan Appendix E"
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Conclusion
The scope of work for the proposed rough grading permit includes rough grading only, and therefore 100% of the site will qualify as "natural" per the Hydrology Manual Figure C-4, which translates to an impervious percentage of 0, or an Ap of 1.0. All other inputs are expected to remain constant.

Drainage Area Ap (MPD) Ap (Proposed Permit) Runoff Impact G47 0.448 1.0 Reduction
G48 0.492 1.0 Reduction
F (9.5 ac) 0.500 1.0 Reduction
F (39.2 ac) 0.497 1.0 Reduction
Table 1 – Perviousness Comparison Table
Because all runoff generated by the proposed work is anticipated to be less than the runoff values analyzed as part of the MPD, no impact to the City's downstream infrastructure is anticipated to occur as a result of the proposed work.

B1-10
1461
City of Ontario – Ontario Ballpark Project: Rough Grading Phase 1 and 2 Permit Package Hydrology Report
KPFF Job #2300478
April 12, 2024

Page 11 of 18 ends

Exhibit A: Proposed Permeability
Map
B1-11
1462
745 750
755
750 755 755 755 750
735
740
745
750
755
755
740 745
750
755
755
755
755
755
755
755
750
750
750
755 755 750
750
750
750
750
750
750
750
755
755 750
Dense Vegetation Ground Obscured
Ground Obscured
Crops Ground Obscured Ground Obscured
Piles
Piles
Ground Obscured
----

NOT FOR CONSTRUCTION
P:\2023\2300478 Minor League Stadium and PS\5 CAD\Sheets\Exhibit\Hydrology\2300478-C-EXHB-HYDR-SITE.dwg, Apr 12, 2024 - 12:09pm 4/12/2024 12:09:40 PM

ONTARIO BALLPARK
9375 East Riverside Drive
Ontario, CA 91761

23.5836
03/15/2024

DESIGN DEVELOPMENT PACKAGE

LIFE SAFETY
Howe Engineers
141 Longwater Drive, Suite 110
Norwell, MA 02061
(781) 878-3500
MEPFT Engineering
Henderson Engineers
510 W. 6th Street, Suite 800
Los Angeles, CA 90014
(213) 254-4726
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KPFF Consulting Engineers
700 South Flower Street, Suite 2100
Los Angeles, CA 90017
(213) 418-0201

LANDSCAPE ARCHITECTURE
KTUA
3916 Normal Street
San Diego, CA 92103
(619) 294-4477

STRUCTURAL ENGINEERING
Walter P. Moore
707 Wilshire Boulevard, Suite 2100
Los Angeles, CA 90017
(213) 292-6583

FOOD SERVICE
Duray J.F. Duncan Industries, Inc
510 W. 6th Street, Suite 800
Los Angeles, CA 90014
(213) 254-4726

REVISIONS
NO. DATE DESCRIPTION

PROJECT NAME

ISSUED DATE ISSUED BY

ISSUED NAME

PROJECT NUMBER PAPER SIZE

SHEET NAME

SHEET NUMBER
Copyright 2023
E1

POPULOUS
Architecture - Interior Design - Landscape Design
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Event - Urban Design - Populous Design Build
Populous
ARCHITECTURE + INTERIORS
304 S. Broadway, Suite 206
Lost Angeles, CA 90013
816-221-1500
2300478-C-EXHB-HYDR-SITE
- 30x42
LEGEND:

PERMEABLE AREA

ROUGH GRADING PHASE I ROUGH GRADING PHASE II
B1-12
1463
City of Ontario – Ontario Ballpark Project: Rough Grading Phase 1 and 2 Permit Package Hydrology Report
KPFF Job #2300478
April 12, 2024

Page 12 of 18 ends

Exhibit B: City of Ontario Master
Plan of Drainage – Land Use Plan
B1-13
1464

MISSION BLVD

HAVEN AVE

JURUPA ST

GROVE AVE

EUCLID AVE

MOUNTAIN AVE

RIVERSIDE DR

PHILADELPHIA ST

FRANCIS ST

MISSION BLVD
4TH ST

GROVE AVE

VINEYARD AVE

AIRPORT DR

MILLIKEN AVE

ETIWANDA AVE

ARCHIBALD AVE

CHINO AVE

EDISON AVE

BELLGRAVE AVE

ONTARIO

INTERNATIONAL

AIRPORT
CHINO

AIRPORT

ARCHIBALD AVE

S MILLIKEN AVE
10 15

EUCLID AVEEUCALYPTUS AVE

SCHAEFER AVE

BON VIEW AVE

HAVEN AVE

TURNER AVE

REMINGTON AVE

BENSON AVE

SAN ANTONIO AVE

MERRILL AVE

CITY OF ONTARIO

MASTER PLAN OF DRAINAGE
TITLE
AirportBusiness ParkGeneral CommercialHigh DensityHospitalityIndustrialLow DensityLandfillLow - Medium DensityMedium DensityMixed UseNeighborhood CommercialOffice CommercialOpen Space - Non RecreationOpen Space - ParklandPublic FacilityPublic SchoolRailRural ResidentialRetail/ServiceEmploymentOtherMixed Use
Open Space - Water

LAND USE PLAN

ADOPTED BY CITY COUNCIL
*
ON JANUARY 27, 2010

PROJECT SITE
B1-14
1465
City of Ontario – Ontario Ballpark Project: Rough Grading Phase 1 and 2 Permit Package Hydrology Report
KPFF Job #2300478
April 12, 2024

Page 13 of 18 ends

Exhibit C: City of Ontario Master
Plan of Drainage – Drainage Area
Map
B1-15
1466

MISSION BLVD

HAVEN AVE

JURUPA ST

GROVE AVE

EUCLID AVE

MOUNTAIN AVE

RIVERSIDE DR

PHILADELPHIA ST

FRANCIS ST

MISSION BLVD
4TH ST

GROVE AVE

VINEYARD AVE

AIRPORT DR

MILLIKEN AVE

ETIWANDA AVE

ARCHIBALD AVE

CHINO AVEEDISON AVE

BELLGRAVE AVE

ONTARIO

INTERNATIONAL

AIRPORT
CHINO

AIRPORT

ARCHIBALD AVE

S MILLIKEN AVE
10 15
8th ST
BASINS
BASIN

GROVE AVE
LOWER

CUCAMONGA

SPREADING

GROUNDS

ELY BASINS
BASINS
TURNER
BASIN

WINEVILLE
BASIN

RIVERSIDE

STORM DRAIN

WEST STATE ST

STORM DRAIN

EAST STATE ST

CHANNEL

WEST CUCAMONGA

CHANNEL

CUCAMONGA
STORM DRAIN 1
RIVERSIDE DR STORM DRAIN 1

RIVERSIDE DR

GROVE AVE

BASIN DRAIN

CREEK CHANNEL

LOWER DEER

CREEK CHANNEL

LOWER ETIWANDA

CHANNEL

DAY CREEK

STORM DRAIN

COMMERCE CENTER

CHANNEL

DEER CREEK

CHANNEL

CUCAMONGA

COUNTY LINE CHANNEL

STORM DRAIN

CYPRESS

SULTANA

STORM DRAIN

MAGNOLIA

STORM DRAIN
CHINO

CYPRESS

CHANNEL

WALKER AVE

REMINGTON AVE

EUCLID AVE

CHANNEL

AIRPORT
STORM DRAIN 2

RIVERSIDE DR
STORM DRAIN 2

RIVERSIDE DR
CHRIS
BASIN

PHILLIPS ST
6TH ST
8TH ST

EUCALYPTUS AVE

SCHAEFER AVE

BON VIEW AVE

WINEVILLE AVE

TURNER AVE

BENSON AVE

SAN ANTONIO AVE

CHANNEL
OPEN
8TH ST STORM DRAIN
8TH ST INTERCEPT

SAN SEVAINE CHANNEL

REGIONAL PARK

CUCAMONGA-GUASTI

STORM DRAIN

FRANCIS ST
I
II
III IV
V
VI
VII
IX
X

XIV XII
VIII
XI
XIII
BASIN

PRINCETION

MERRILL AVE CITY OF ONTARIO

MASTER PLAN OF DRAINAGE
TITLE

MONTCLAIR

UPLAND RANCHO CUCAMONGA
S.B.

COUNTY
COUNTY
S.B. FONTANA
5,005.63 ft PROJECT SITE
B1-16
1467
City of Ontario – Ontario Ballpark Project: Rough Grading Phase 1 and 2 Permit Package Hydrology Report
KPFF Job #2300478
April 12, 2024

Page 14 of 18 ends

Exhibit D: City of Ontario Master
Plan of Drainage – Hydrology Map
Old Model Colony-West
B1-17
1468
IV
V
VI
VII
IX
XIV
VIII
30"
42" 36"
36"
42"
42"
36"
48" 66"
36"
30"
30"
42"
84" 96" 2-6x6 36"
72"
72"
84" 90"
30"
90"
42"
36"
48" 108" 108" 30"
30"
108"
13x9
2-9x7
24"
10X9
108"
42"
24" 36" 42"
66" 84" 84"
24"
84"
24"
54"
60" 66"
24"
24"
78"
36"
24"
24"
24"
66"
66"
36"
42"
60"
24"
66"
24"
54"
84" 84"
42"
36"
54"
60"
42"
84" 96" 102"
42"
72"
96"
36"
30"
72" 78"
30"
60"
36"
54"
36"
48"
42"
66"
30" 54" 72" 30"48"
120"
78"
54"
30"
36"
36"
42"
42"
90"
60"
60"
96" 102"
9x7.5
48"
36"
60" 66"
24"
42"
36" 66" 42" 54"
30"
48"
30"
42"
30"
60"
72" 78" 84"
60"
36"
48"
48"
42"
36" 60"
72"
60"
78"
72" 78"
42"
54"
42" 48" 60"
48"
66"
72"
60"
66"
66"
42"
36" 30"
48"
60"
66"
120" 132" (P) 108"
60"
30" 42"
30"
30"
48"
60"
36"
48" 66"
42" 48" 54"
72"
48"
48" 54"
72"
54"
48"
66"
48"
72"
60"
36"
96"
96"
60"
36"
36"
36"
78" 96" 102"
54"
66"
96"
48"
132"
84"
54" 48"
54"
90"
36"
24"
48"
90" 108"
60"
78"
24"
54"
36"
30"
24" 24" 24" 24" 24"
54" 54" 30"
72"
84"
48" 42"
30"
9x7.5
9x7.5
30"
36"
36"
42"
36"
84"
30" 48"
36"
120"
120"
24"
87"
54"
24"
48" 66" 66"
42"
78"
48"
54" 48"
42"
66"
8th ST
BASINS

GROVE AVE
BASIN

ELY BASINS

RIVERSIDE DR
STORM DRAIN 2

ELY BASINS

EAST STATE ST

STORM DRAIN

EAST STATE ST

STORM DRAIN

FRANCIS ST

STORM DRAIN

WEST STATE STREET

STORM DRAIN

CHINO STORM DRAIN

MAGNOLIA

STORM DRAIN

CYPRESS

CHANNEL

SULTANA

CYPRESS

STORM DRAIN

EAST STATE STREET

STORM DRAIN

RIVERSIDE DR
STORM DRAIN 1

RIVERSIDE DR
STORM DRAIN 1
LOWER

CUCAMONGA

SPREADING

GROUNDS
X"
X

PROJECT SITE
SUBDRAINAGEAREA G48
PORTION OFSUBDRAINAGEAREA G47
B1-18
1469
City of Ontario – Ontario Ballpark Project: Rough Grading Phase 1 and 2 Permit Package Hydrology Report
KPFF Job #2300478
April 12, 2024

Page 15 of 18 ends

Exhibit E: City of Ontario Master
Plan of Drainage – Hydrology Map
New Model Colony
B1-19
1470
X
XII
XIV
VIII
XI
78"
90" 78"
48"
102" 96" 78" 60"
48"
72"
90" 66"

9.5'W x 9.5'H 120"
DBL 10'W x 10'H 48"
90"
84"
66"
84" 108"

CHINO AIRPORT
84" 48"
60"
60"
78"
66"
90"
66"
54" 48"
72"
48"
36"
60" 84" 96" 96" 84"
66"
72"
36"
36"
48" 60"
42"
78"
90"
96" 60"
102" 108"

9.5'W x 9.5'H
54"
48"
120" 108" 96" 90"
54"
120"
72" 54"
72" 54"
72"
48"
66"
42"
84"
42"
48"
66"
72"
84"
48"
60"
72"
96"
102" 120"
114"
60"
96"
60"
36"
96"
96"
90"
90"
84"
84"
54"
66"
48"
48"
48"
72"
60"
96"
10'x8' 108" 108"
54"
84"
60"
84"
72"
72"
54" 48" 36"
54"
36" 36"
48"
48"
54"
54"
54"
54"
60" 54" 48"
54"
DBL 10'W x 10'H
54"
48"
54"
48"
DBL 10'W x 10'H
96"
2 4
72"
60"
78"
72" 78"
42"
54"
66"
72"
66"
66"
60" 66"
42" 48" 54"
72"
24" 24" 24"
24" 24"
LOWER

CUCAMONGA

SPREADING

GROUNDS
CHRIS
BASIN

GROVE AVE
BASIN

AIRPORT CHANNEL GROVE AVE STORM DRAIN

RIVERSIDE DR
STORM DRAIN 1 RIVERSIDE DR
STORM DRAIN 1
X"
X

PROJECT SITE

SUB DRAINAGE

AREAS F (TWO

DRAINAGE AREAS)
B1-20
1471
City of Ontario – Ontario Ballpark Project: Rough Grading Phase 1 and 2 Permit Package Hydrology Report
KPFF Job #2300478
April 12, 2024

Page 16 of 18 ends

Exhibit F: City of Ontario Master
Plan of Drainage – Figure C-4
Actual Impervious Cover for
Developed Areas
B1-21
1472
B1-22
1473
City of Ontario – Ontario Ballpark Project: Rough Grading Phase 1 and 2 Permit Package Hydrology Report
KPFF Job #2300478
April 12, 2024

Page 17 of 18 ends

Appendix A: City of Ontario Master
Plan of Drainage Appendix C –
Basin IV
B1-23
1474
Subarea G47 Subarea G48
B1-24
1475
B1-25
1476
City of Ontario – Ontario Ballpark Project: Rough Grading Phase 1 and 2 Permit Package Hydrology Report
KPFF Job #2300478
April 12, 2024

Page 18 of 18 ends

Appendix B: City of Ontario Master
Plan of Drainage Appendix E –
Basin XI
B1-26
1477
HLM-U_10.DOC Page 1 OF 3
____________________________________________________________________________ ****************************************************************************

RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
(Reference: 1986 SAN BERNARDINO CO. HYDROLOGY CRITERION) (c) Copyright 1983-2011 Advanced Engineering Software (aes) Ver. 18.0 Release Date: 07/01/2011 License ID 1239
Analysis prepared by:

HUNSAKER & ASSOCIATES
Irvine,Inc
Planning * Engineering * Surveying
Three Hughes * Irvine, California 92618 * (949)583-1010 ************************** DESCRIPTION OF STUDY ************************** * HELLMAN, NORTH OF CHINO *
* 10-YR STUDY *
* AREA 'F' *
************************************************************************** FILE NAME: HLM-U.DAT
TIME/DATE OF STUDY: 17:33 10/16/2011
============================================================================ USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
============================================================================ --*TIME-OF-CONCENTRATION MODEL*--
USER SPECIFIED STORM EVENT(YEAR) = 10.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 *USER-DEFINED LOGARITHMIC INTERPOLATION USED FOR RAINFALL* SLOPE OF INTENSITY DURATION CURVE(LOG(I;IN/HR) vs. LOG(Tc;MIN)) = 0.6000 USER SPECIFIED 1-HOUR INTENSITY(INCH/HOUR) = 0.8000
*ANTECEDENT MOISTURE CONDITION (AMC) II ASSUMED FOR RATIONAL METHOD* *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0312 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:

1. Relative Flow-Depth = 0.00 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
*USER-SPECIFIED MINIMUM TOPOGRAPHIC SLOPE ADJUSTMENT NOT SELECTED **************************************************************************** FLOW PROCESS FROM NODE 1000.00 TO NODE 1002.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 981.00
ELEVATION DATA: UPSTREAM(FEET) = 777.00 DOWNSTREAM(FEET) = 769.00 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 16.008
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.768
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 9.45 0.98 0.500 32 16.01
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 10.89
TOTAL AREA(ACRES) = 9.45 PEAK FLOW RATE(CFS) = 10.89
**************************************************************************** FLOW PROCESS FROM NODE 1002.00 TO NODE 1004.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 759.50 DOWNSTREAM(FEET) = 757.70 FLOW LENGTH(FEET) = 755.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 17.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.97
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.89
PIPE TRAVEL TIME(MIN.) = 3.17 Tc(MIN.) = 19.18
LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1004.00 = 1736.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1004.00 TO NODE 1004.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 19.18
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.586
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 7.87 0.98 0.500 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 7.87 SUBAREA RUNOFF(CFS) = 7.78
EFFECTIVE AREA(ACRES) = 17.32 AREA-AVERAGED Fm(INCH/HR) = 0.49 AREA-AVERAGED Fp(INCH/HR) = 0.97 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 17.3 PEAK FLOW RATE(CFS) = 17.12
**************************************************************************** FLOW PROCESS FROM NODE 1004.00 TO NODE 1004.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
Subarea F
B1-27
1478
HLM-U_10.DOC Page 2 OF 3
============================================================================ MAINLINE Tc(MIN.) = 19.18
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.586
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 1.90 0.98 0.100 32
PUBLIC PARK A 1.78 0.98 0.850 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.463
SUBAREA AREA(ACRES) = 3.68 SUBAREA RUNOFF(CFS) = 3.76
EFFECTIVE AREA(ACRES) = 21.00 AREA-AVERAGED Fm(INCH/HR) = 0.48 AREA-AVERAGED Fp(INCH/HR) = 0.97 AREA-AVERAGED Ap = 0.49 TOTAL AREA(ACRES) = 21.0 PEAK FLOW RATE(CFS) = 20.88
**************************************************************************** FLOW PROCESS FROM NODE 1004.00 TO NODE 1006.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 757.70 DOWNSTREAM(FEET) = 730.00 FLOW LENGTH(FEET) = 1204.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 10.75
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.88
PIPE TRAVEL TIME(MIN.) = 1.87 Tc(MIN.) = 21.04
LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1006.00 = 2940.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1006.00 TO NODE 1006.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 1 ARE:

TIME OF CONCENTRATION(MIN.) = 21.04
RAINFALL INTENSITY(INCH/HR) = 1.50
AREA-AVERAGED Fm(INCH/HR) = 0.48
AREA-AVERAGED Fp(INCH/HR) = 0.97
AREA-AVERAGED Ap = 0.49
EFFECTIVE STREAM AREA(ACRES) = 21.00
TOTAL STREAM AREA(ACRES) = 21.00
PEAK FLOW RATE(CFS) AT CONFLUENCE = 20.88
**************************************************************************** FLOW PROCESS FROM NODE 1008.00 TO NODE 1010.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
>>USE TIME-OF-CONCENTRATION NOMOGRAPH FOR INITIAL SUBAREA<< ============================================================================ INITIAL SUBAREA FLOW-LENGTH(FEET) = 981.00
ELEVATION DATA: UPSTREAM(FEET) = 764.30 DOWNSTREAM(FEET) = 755.80 Tc = K*[(LENGTH** 3.00)/(ELEVATION CHANGE)]**0.20
SUBAREA ANALYSIS USED MINIMUM Tc(MIN.) = 15.815
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.780
SUBAREA Tc AND LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS Tc
LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN (MIN.)

RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 9.29 0.98 0.500 32 15.81
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.97
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA RUNOFF(CFS) = 10.81
TOTAL AREA(ACRES) = 9.29 PEAK FLOW RATE(CFS) = 10.81
**************************************************************************** FLOW PROCESS FROM NODE 1010.00 TO NODE 1006.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 746.30 DOWNSTREAM(FEET) = 730.00 FLOW LENGTH(FEET) = 540.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 18.0 INCH PIPE IS 10.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 10.34
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 10.81
PIPE TRAVEL TIME(MIN.) = 0.87 Tc(MIN.) = 16.69
LONGEST FLOWPATH FROM NODE 1008.00 TO NODE 1006.00 = 1521.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1006.00 TO NODE 1006.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 16.69
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.724
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN

RESIDENTIAL
"5-7 DWELLINGS/ACRE" A 4.91 0.98 0.500 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.500
SUBAREA AREA(ACRES) = 4.91 SUBAREA RUNOFF(CFS) = 5.46
EFFECTIVE AREA(ACRES) = 14.20 AREA-AVERAGED Fm(INCH/HR) = 0.49 AREA-AVERAGED Fp(INCH/HR) = 0.97 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 14.2 PEAK FLOW RATE(CFS) = 15.80
**************************************************************************** FLOW PROCESS FROM NODE 1006.00 TO NODE 1006.00 IS CODE = 1 ---------------------------------------------------------------------------- >>>>>DESIGNATE INDEPENDENT STREAM FOR CONFLUENCE<<<<<
>>>>>AND COMPUTE VARIOUS CONFLUENCED STREAM VALUES<<<<< ============================================================================ TOTAL NUMBER OF STREAMS = 2
CONFLUENCE VALUES USED FOR INDEPENDENT STREAM 2 ARE:

TIME OF CONCENTRATION(MIN.) = 16.69
RAINFALL INTENSITY(INCH/HR) = 1.72
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HLM-U_10.DOC Page 3 OF 3
AREA-AVERAGED Fm(INCH/HR) = 0.49
AREA-AVERAGED Fp(INCH/HR) = 0.97
AREA-AVERAGED Ap = 0.50
EFFECTIVE STREAM AREA(ACRES) = 14.20
TOTAL STREAM AREA(ACRES) = 14.20
PEAK FLOW RATE(CFS) AT CONFLUENCE = 15.80
** CONFLUENCE DATA **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 20.88 21.04 1.500 0.97( 0.48) 0.49 21.0 1000.00
2 15.80 16.69 1.724 0.97( 0.49) 0.50 14.2 1008.00

RAINFALL INTENSITY AND TIME OF CONCENTRATION RATIO
CONFLUENCE FORMULA USED FOR 2 STREAMS.
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 36.00 16.69 1.724 0.97( 0.48) 0.50 30.9 1008.00
2 33.82 21.04 1.500 0.98( 0.48) 0.50 35.2 1000.00
COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 36.00 Tc(MIN.) = 16.69
EFFECTIVE AREA(ACRES) = 30.85 AREA-AVERAGED Fm(INCH/HR) = 0.48 AREA-AVERAGED Fp(INCH/HR) = 0.97 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 35.2
LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1006.00 = 2940.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1006.00 TO NODE 1012.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 730.00 DOWNSTREAM(FEET) = 726.00 FLOW LENGTH(FEET) = 44.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 20.91
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 36.00
PIPE TRAVEL TIME(MIN.) = 0.04 Tc(MIN.) = 16.72
LONGEST FLOWPATH FROM NODE 1000.00 TO NODE 1012.00 = 2984.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 1012.00 TO NODE 1012.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ MAINLINE Tc(MIN.) = 16.72
* 10 YEAR RAINFALL INTENSITY(INCH/HR) = 1.722
SUBAREA LOSS RATE DATA(AMC II):

DEVELOPMENT TYPE/ SCS SOIL AREA Fp Ap SCS

LAND USE GROUP (ACRES) (INCH/HR) (DECIMAL) CN
COMMERCIAL A 1.87 0.98 0.100 32
PUBLIC PARK A 2.10 0.98 0.850 32
SUBAREA AVERAGE PERVIOUS LOSS RATE, Fp(INCH/HR) = 0.98
SUBAREA AVERAGE PERVIOUS AREA FRACTION, Ap = 0.497
SUBAREA AREA(ACRES) = 3.97 SUBAREA RUNOFF(CFS) = 4.42
EFFECTIVE AREA(ACRES) = 34.82 AREA-AVERAGED Fm(INCH/HR) = 0.48 AREA-AVERAGED Fp(INCH/HR) = 0.97 AREA-AVERAGED Ap = 0.50 TOTAL AREA(ACRES) = 39.2 PEAK FLOW RATE(CFS) = 38.79
============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 39.2 TC(MIN.) = 16.72
EFFECTIVE AREA(ACRES) = 34.82 AREA-AVERAGED Fm(INCH/HR)= 0.48 AREA-AVERAGED Fp(INCH/HR) = 0.97 AREA-AVERAGED Ap = 0.497 PEAK FLOW RATE(CFS) = 38.79
** PEAK FLOW RATE TABLE **
STREAM Q Tc Intensity Fp(Fm) Ap Ae HEADWATER
NUMBER (CFS) (MIN.) (INCH/HR) (INCH/HR) (ACRES) NODE
1 38.79 16.72 1.722 0.97( 0.48) 0.50 34.8 1008.00
2 35.77 21.08 1.499 0.98( 0.48) 0.50 39.2 1000.00
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS
Subarea F
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ONTARIO REGIONAL SPORTS COMPLEX FINAL EIR

CITY OF ONTARIO
Appendix
June 2024
Appendix B2. ORSC Preliminary Water Quality
Management Plan
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ONTARIO REGIONAL SPORTS COMPLEX FINAL EIR

CITY OF ONTARIO
Appendix
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1 Preliminary Water Quality Management Plan
(PWQMP)
For compliance with Santa Ana Regional Water Quality Control Board Order Number R8-2010-0036 (NPDES Permit No. CAS618036)
Submittal Date:

Project Name:

Ontario Project #:

Applicant Name:

Applicant Address:

Project Address:

Project Size (acres):

Project Description:

Engineering Department
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2 Preliminary Water Quality Management Plan (PWQMP)

1. Introduction
The Preliminary Water Quality Management Plan (PWQMP) is a planning tool to improve integration of required water quality elements, stormwater management, water conservation, rainwater harvesting and re-use, and flood management in land use planning and the City’s development process. The Preliminary WQMP will assist project applicants and planners in properly designing and laying out project sites so that water quality may be incorporated in the most effective manner and at the lowest cost for the developer.

The San Bernardino County Municipal Separate Storm Sewer System Permit (MS4 Permit) requires project-specific Water Quality Management plans (WQMP) to be prepared for all priority new development and significant redevelopment projects listed in Section 2 of this document. The MS4 Permit stipulates that the City of Ontario require priority project applicants to submit a Preliminary project-specific WQMP, as early as possible, during the environmental review or planning phase of a development project and that the Preliminary WQMP be approved prior to the issuance of land use entitlement.

2. Priority Projects (requiring a Preliminary WQMP)
Land Use entitlement shall not be issued for any of the listed projects, below, until a Preliminary WQMP has been approved by the City’s Engineering Department. For construction projects not going through entitlement, a Preliminary and Final project specific WQMP shall be approved, prior to the issuance of construction permits:

Check the appropriate project category below, for this project:

Check
below Project Categories

1. All significant re-development projects. Significant re-development is defined as the addition or replacement of 5,000 or more square feet of impervious surface on an already developed site subject to discretionary approval of the Permittee. Redevelopment does not include routine maintenance activities that are conducted to maintain original line and grade, hydraulic capacity, original purpose of the facility, or emergency redevelopment activity required to protect public health and safety. Where redevelopment results in an increase of less than fifty percent of the impervious surfaces of a previously existing developed site, and the existing development was not subject to WQMP requirements, the numeric sizing criteria discussed below applies only to the addition or replacement, and not to the entire developed site. Where redevelopment results in an increase of fifty percent or more of the impervious surfaces of a previously existing developed site, the numeric sizing criteria applies to the entire development (new and existing).

2. New development projects that create 10,000 square feet or more of impervious surface (collectively over the entire project site) including commercial, industrial, residential housing subdivisions (i.e., detached single family home subdivisions, multi-family attached subdivisions or townhomes, condominiums, apartments, etc.), mixed-use, and public projects. This category includes development projects on public and private land, which fall under the planning and building authority of the permitting agency.

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3 Check
below Project Categories

3. Automotive repair shops (with SIC codes 5013, 5014, 5541, 7532- 7534, 7536-7539).

4. Restaurants and Food Service Establishments where the land area of development is 5,000 square feet or more.

5. Developments of 2,500 square feet of impervious surface or more adjacent to (within 200 feet) or discharging directly into environmentally sensitive areas (ESA’s) such as areas designated in the Ocean Plan as areas of special biological significance or waterbodies listed on the CWA Section 303(d) list of impaired waters.

6. Parking lots of 5,000 square feet or more exposed to storm water. Parking lot is defined as land area or facility for the temporary storage of motor vehicles.

7. Retail Gasoline Outlets (RGOs) that are either 5,000 sq ft or more or have a projected average daily traffic of 100 or more vehicles per day.

8. *This project is not covered under any of the categories listed above. * If the development is not covered under any of the project categories listed in Section 2, the project is not required to design and install Site Design/LID BMPs or Treatment Control BMPs to treat the design storm event (Design Capture Volume) described in Section 4.

3. Preliminary WQMP Objectives
Through a combination of Site Design/LID BMPs (where feasible), Source Control, and/or Treatment Control BMPs, project-specific WQMPs shall address all identified pollutants and hydrologic conditions of concern from new development and significant re-development projects for the categories of projects (priority projects) listed in Section 2. Under each type of BMP, listed below, please indicate which BMPs are planned to be implemented and included in the Final WQMP for the project:

A. Site Design/LID (Low Impact Design) for Reducing Stormwater Runoff:

The MS4 Permit requires each priority development project to infiltrate, harvest and use, evapotranspire, or bio-treat the runoff from a 2-yr, 24-hour storm event (Design Capture Volume). If site conditions do not permit infiltration, harvest and use, evapotranspiration, and/or bio-treatment of the entire Design Capture Volume, at the project site, Site Design/LID techniques are required to be implemented to the Maximum Extent Practicable, at the project site, and the remainder of the DCV shall be infiltrated, harvested, bio-treated or treated by alternative measures. Project applicants shall submit a Preliminary WQMP that documents the LID/Site Design BMPs, proposed for the project. Please indicate, in the table below, which Site Design/LID BMPs will be utilized on this project to accomplish this requirement:

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4 Site Design/LID Practice Planned Not
Planned
Provide at least the minimum effective area required for LID BMPs, to comply with the WQMP (see Table 3-1 below).

Grade parking lot areas/drive aisles/roof drains to sheet flow runoff into landscaped swales, via curb cuts or zero-face curbs or otherwise disconnect direct drainage from MS4.

Design landscaped areas as swales and grade to accept
runoff from building roofs, parking lots and project roadways.

Install surface retention basins or infiltration trenches to receive impervious area runoff.

Install pervious pavement in parking stalls, alleys, driveways, gutters, walkways, trails or patios.

Install underground stormwater retention chambers where downstream landscaped areas are limited.

Install approved Stormwater Drywells in detention areas.

Construct streets, sidewalks, and parking lot stalls to the minimum widths necessary.

Install on-site Biotreatment basins/trenches with underdrains, where soil type is poorly draining.

Install “Engineered Soil” to increase uptake/soil storage capacity and/or evapotranspiration.

Install Rainwater Harvesting/Use Equipment.

Regional LID BMP facilities are installed, off-site, with the capacity and conveyances to accept post-development storm water runoff from this project and reserved capacity allocation credits have been assigned to the project, in a Certificate or other legally binding document, attached herein
Table 3-1 Minimum Effective Area1 Required for LID BMPs (surface + subsurface facilities) for Project WQMP to Demonstrate Infeasibility2 (% of site) Project Type New
Development
ReDevelopment
SF/MF Residential < 7 du/ac 10% 5%
SF/MF Residential < 7 - 18 du/ac 7% 3.5%
SF/MF Residential > 18 du/ac 5% 2.5%
Mixed Use, Commercial/Industrial w/FAR< 1.0 10% 5%
Mixed Use, Commercial/Industrial w/FAR 1.0-2.0 7% 3.5%
Mixed Use, Commercial/Industrial w/FAR> 2.0 5% 2.5%
Podium (parking under > 75% of project) 3% 1.5%
Zoning allowing development to property lines 2% 1%
Transit Oriented Development3 5% 2.5%
Parking 5% 2.5%
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5 1 “Effective area” is defined as land area which 1) is suitable for a retention/infiltration BMP (based on infeasibility criteria) and 2) is located down-gradient from building roof or paved areas, so that it may receive gravity flow runoff.
2 Criteria only required if the project WQMP seeks to demonstrate that the full DCV cannot be feasibly managed on-site.
3 Transit oriented development is defined as a project with development center within one half mile of a mass transit center.

Key: du/ac = dwelling units/acre, FAR = Floor Area Ratio = ratio of gross floor area of building to gross lot area, MF = Multi Family, SF = Single Family B. Source Control BMPs – The following BMPs are designed to control stormwater pollutants and runoff water at the location where it is generated. Please indicate which of the listed BMPs are planned to be implemented for the project:

Source Control BMPs Planned Not
Planned
Minimize non-stormwater site runoff through efficient
irrigation system design and controllers.

Minimize trash and debris in storm runoff through a regular parking lot, storage yard and roadway sweeping program.

Provide proper covers/roofs and secondary containment for outside material storage & work areas.

Provide solid roofs over all trash enclosures.

Site Owner(s)/Property Manager/HOA or POA will be
familiar with the project WQMP and stormwater BMPs.

Owner or HOA or POA to provide Education/Training of site occupants and employees on stormwater BMPs.

Install stormwater placards/stenciled messages with a “No Dumping” message on all on-site/off-site storm drain inlets.

Provide contained equipment/vehicle wash rack areas that discharge to sanitary sewer.

C. Treatment Control BMPs – The following BMPs are designed to control stormwater pollutants where it is not feasible to install on-site or off-site Site Design/LID BMPs, with the requisite capacity to treat the Design Capture Volume for identified Pollutants of Concern or where pretreatment of stormwater runoff is required, ahead of infiltration BMPs. Please indicate which of the listed BMPs are planned to be implemented for the project:

Treatment Control BMP Planned Not
Planned
Gravity Separator devices for pretreatment of sediment, trash/litter or Oil & Grease
Proprietary Biofiltration vaults/devices
Media Cartridge Filtration Vaults
Proprietary Filter Inserts for on-site storm drain inlets or retention basin/trench overflow drains
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6 4. Volume-based calculation (approximate) for sizing on-site or off-site Stormwater Retention/Infiltration, Harvest & Re-Use or Biotreatment facilities 1) After calculating the “Watershed Imperviousness Ratio”, i, which is equal to the percent of impervious area in each Drainage Management Area, divided by 100, calculate the composite runoff coefficient CBMP for the Drainage Area above using the following equation:
3 2
CBMP = 0.858i – 0.78i + 0.774i + 0.04
where: CBMP = composite runoff coefficient; and,
i = watershed imperviousness ratio.
3) Determine the area-averaged “6-hour Mean Storm Rainfall”, P6, for the Drainage Area.

This is calculated by multiplying the area averaged 2-year 1-hour value (0.5”-0.6”) by the appropriate regression coefficient (1.4807). The 2-yr, 1-hr value for southern Ontario is approximately to 0.5” (P6 = 0.5*1.4807 = 0.74 and northern Ontario is approximately 0.6” in/hr (P6 = 0.6*1.4807 = 0.89).
4) Determine the appropriate drawdown time. Use the regression constant a = 1.582 for 24 hours and a = 1.963 for 48 hours. Note: Regression constants are provided for both 24 hour and 48-hour drawdown times; however, 48-hour drawdown times should be used in most areas of California. Drawdown times in excess of 48 hours should be used with caution as vector breeding can be a problem after water has stood in excess of 72 hours. (Use of the 24-hour drawdown time should be limited to drainage areas with coarse soils (Class ‘A’ soils that readily drain.) 5) Calculate the “Maximized Detention Volume”, P0, using the following equation:

P0 = a · CBMP · P6
where: P0 = Maximized Detention Volume, in inches
a = 1.582 for 24 hour and a = 1.963 for 48-hour drawdown, CBMP = composite runoff coefficient; and,
P6 = 6-hour Mean Storm Rainfall, in inches
6) Calculate the “Target Capture Volume”, V0, using the following equation:

V0 = (P0 · A) / 12
where: V0 = Target Capture Volume, in acre-feet
P0 = Maximized Detention Volume, in inches; and,
A = BMP Drainage Area, in acres
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7 Project Volume-based calculation (approximate) for planned on-site or off-site Stormwater Retention/Infiltration, Harvest & Re-Use or Biotreatment facilities:

Variable Factor/Formula DA1,
DMA A
DA1
DMA B
DA2
DMA A
DA2
DMA B
Impervious
surface/total
surface, ratio
(i)
CBMP= runoff
coefficient
3 2

0.858i –0.78i +0.774i+

0.04 P6 **P6 = 2-yr,1-hr
depth*1.4807 =
Detention Volume
(acre inches)
P0 = a * CBMP * P6 =
Drawdown rate of
basin/trench (a)

1.963 for 48-hr
drawdown =
Project Total Area
(acre)
(A)
Design Capture
Volume in cu. ft.

V0 = [(P0 * A)/12]
*43560 =
Retention Volume Retention capacity of
provided in cubic basins, trenches,
feet. underground storage or
biotreatment basin
**For P6 value, use site coordinates and NOAA website to determine project’s average 2-yr, 1-hr rainfall depth, at: http://hdsc.nws.noaa.gov/hdsc/pfds/sa/sca_pfds.html .

5. Flow-Based calculation (approximate) for sizing on-site or off-site Biotreatment facilities and proprietary treatment technology BMPs:
1) After calculating the “Watershed Imperviousness Ratio”, i, which is equal to the percent of impervious area in each Drainage Management Area divided by 100, calculate the composite runoff coefficient CBMP for the Drainage Area above using the following equation:
3 2
CBMP = 0.858i – 0.78i + 0.774i + 0.04
where: CBMP = composite runoff coefficient; and,
i = watershed imperviousness ratio.

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8 2) Determine BMP design rainfall intensity, IBMP, using the project site geo-coordinates and the NOAA website to determine project’s average 2-yr, 1-hr rainfall intensity, at:
http://hdsc.nws.noaa.gov/hdsc/pfds/sa/sca_pfds.html .Multiply this value by 0.2787 (regression coefficient for Ontario) and a minimum safety factor of 2. 4) Calculate the target BMP flowrate, Q, using the following formula (for each DMA <50 acres*):

Q = CBMP · IBMP · A
Where: Q = flow in cfs (Cubic feet per second)
IBMP = BMP design rainfall intensity, in/hr
A = Drainage Area in acres
*For DMAs >50 acres, with CBMP <0.5, the project applicant shall use the unit hydrograph method specified in the San Bernardino County Hydrology Manual, using the design storm pattern with rainfall return frequency such that the peak 1-hr rainfall intensity equals the 85th percentile 1-hr rainfall, multiplied by 2.

Project Flow-based calculation (approximate) for planned on-site or off-site flow-based Biotreatment facilities or Stormwater Treatment BMPs:

Variable Factor/Formula DA1
DMA A
DA1
DMA B
DA2
DMA A
DA2
DMA B
Impervious surface/
total surface, ratio
(i)
CBMP= composite
runoff coefficient
3 2

0.858i +0.78i +0.774i
+0.04
IBMP IBMP = 2-yr,1-hr storm
intensity*0.2787*safety
factor
Drainage area (ac) A = DMA sq ft/43,560
Target BMP flowrate Q = CBPM* IBMP * A

6. Hydrologic Conditions of Concern (HCOC) and use of the on-line San Bernardino County HCOC Map for determining necessary mitigation steps necessary if there are HCOCs downstream of a project:

Project applicants may access the on-line HCOC Map at:
http://permitrack.sbcounty.gov/WAP/. The map will indicate any hydrology concerns with downstream waterways that are hydraulically connected to the project and will indicate if there are any approved regional projects downstream that could be utilized for off-site mitigation of HCOCs. Please indicate here if the project will or will not be able to retain/infilter, harvest and use or biotreat and detain the DCV, on-site, as calculated in Section 4 and if there are HCOCs identified downstream of the project:

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9 Retain or Harvest/Use the DCV on site? Yes No
Biotreat the DCV but not infilter the runoff? Yes No
HCOCs identified downstream of site? Yes No
If the entire DCV will not be retained on site, the DCV is biotreated but not infiltered or additional detention capacity is needed to address identified HCOCs, downstream of the site, please list here, what additional mitigation measures will be utilized (on-site or off-site) to address HCOCs (see Section 4.2.1-4.2.3 of the SB County WQMP Technical Guidance):

7. Site Plan and Conceptual Grading/Drainage Plan requirements for submission with the Preliminary WQMP:

Provide a Site Plan and Conceptual Grading/Drainage Plan along with this Preliminary WQMP, which conceptually shows the proposed locations of buildings, homes, parking lots, parks, new paved roadways, landscaped areas, drainage patterns and drainage sub-areas, methods of conveyance, proposed retention/infiltration, harvest & use or biotreatment facilities that are planned for installation. Where it is determined to be infeasible to capture and detain design storm runoff volumes, on-site, please include other design features, as described in Section 3, above. Include numbered or lettered notes on the Site Plan with a legend detailing other BMPs, as described in Section 3.

8. BMP Maintenance and Funding Mechanism & Description:

9. Acknowledgment:

As the property owner or developer, I understand that this project is required to install and implement permanent LID Storm Water Best Management Practices pursuant to the requirements of the San Bernardino County MS4 Permit and to document those BMPs in the submittal of a Water Quality Management Plan, which is binding on any current or successive owners of this property.

10.Exemption Signature:

As the property owner or developer, I understand that this project is not required by the San Bernardino County MS4 Permit to install and implement permanent LID Storm Water Best Management Practices and will not be required to submit a Water Quality Management Plan.

Signature of Owner or Developer Date
Yes No
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ONTARIO REGIONAL SPORTS COMPLEX FINAL EIR

CITY OF ONTARIO
Appendix
June 2024
Appendix B3. ORSC Drainage Memorandum
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ONTARIO REGIONAL SPORTS COMPLEX FINAL EIR

CITY OF ONTARIO
Appendix
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1494
1 Ontario Regional Sports Complex
Drainage Memorandum-90%
Prepared by
MAY 2024
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Ontario Regional Sports Complex 2
Table of Contents

0.0 EXECUTIVE SUMMARY....................................................................................... 4

1.0 PURPOSE............................................................................................................. 5

2.0 BACKGROUND .................................................................................................... 5

3.0 HYDROLOGY ....................................................................................................... 5

3.1 Existing Conditions................................................................................................ 5

3.2 Proposed Conditions............................................................................................. 8

3.3 Comparison of the Proposed Conditions with the Masterplan Hydrology .................. 10

4.0 HYDRAULICS..................................................................................................... 11

4.1 Storm Drain System Model................................................................................... 12

4.2 Catch Basins....................................................................................................... 12

4.2.1 Interior Streets............................................................................................. 13

4.3 Laterals.............................................................................................................. 13

4.4 Main Line........................................................................................................... 13

4.5 Street Capacity ................................................................................................... 14

5.0 SUMMARY.......................................................................................................... 14 Figure 1: Drainage Subareas and Outlets................................................................... 4 Table 3-1: Peak Flow Rates of Sub-Watershed........................................................... 4 Table 3-2: Summary of Proposed Drainage Management Areas & Land Use.......... 5 APPENDIX A - HYDROLOGY........................................................................................A A.1 – HYDROLOGY EXHIBITS.................................................................................... B A.2 – 10-YEAR HYDROLOGY MODEL .......................................................................C A.3 – 25-YEAR HYDROLOGY MODEL .......................................................................D A.4 – 100-YEAR HYDROLOGY MODEL ..................................................................... E A.5 – PROJECT ONSITE HYDROLOGY MODEL ....................................................... F A.6 – MASTERPLAN ONSITE HYDROLOGY MODEL............................................... G APPENDIX B - HYDRAULICS........................................................................................H B.1 – WSPG MODEL .................................................................................................... I B3-2
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Ontario Regional Sports Complex 3
B.2 – STREET CAPACITY CALCULATIONS .............................................................. J B.3 – CATCH BASIN CALCULATIONS ....................................................................... K APPENDIX C - MASTER DRAINAGE STUDY EXCERPTS........................................... L APPENDIX D - STORM DRAIN AS-BUILT EXCERPTS............................................... M B3-3
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Ontario Regional Sports Complex 4

0.0 EXECUTIVE SUMMARY
The Ontario Regional Sports Complex Project (Project) is being implemented by the City of Ontario (City) and proposes the development of approximately 205 acres of what is currently comprised of agricultural and vacant property. The Project will feature a regional sports complex to accommodate a Minor League baseball stadium, restaurants and entertainment, and a variety of amenities for the community to enjoy. The Project is located south of East Riverside Drive across from Whispering Lakes Golf Course, on property referred to as the Armstrong Ranch, which has been acquired by the City.

The development will necessitate a series of new storm drains, catch basins, and manholes.

The new system will range from 24-inch reinforced concrete pipe (RCP) to 54-inch RCP and will generally span along Hellman Avenue beginning at C Street and outlet into the existing Riverside Drive Storm Drain at the intersection of Hellman Avenue and Chino Avenue. Several other catch basins will be proposed along Riverside Drive, Vineyard Avenue, and Chino Avenue and will connect to the existing Riverside Drive Storm Drain at various locations. In total, the Project proposes 46 catch basins and 7,656 linear feet of storm drain.

In addition to storm drain improvements, the Project proposes the widening and rehabilitation of Riverside Drive, Chino Avenue, and Hellman Avenue as well as the construction of Vineyard Avenue.

The Project will be completed in two phases with improvements to the northeast corner of the site, Riverside Drive, and Hellman Avenue completed as part of Phase I. Improvements to the remainder of the site, Vineyard Avenue, and Chino Avenue will be completed as part of Phase II. The Project also includes HMC Community Center and Gymnasium just north of Chino Avenue and Hellman Avenue.

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Ontario Regional Sports Complex 5

1.0 PURPOSE
The following report provides the drainage analysis necessary to size the proposed drainage facilities and confirm adequate flood capacity for the improved streets for Phase I and II. It implements the hydrologic findings presented in the City’s 2012 Drainage Master Plan. The secondary purpose of the report is to evaluate any adverse impact to the existing Riverside Dr Storm Drain 2. This report includes on-site hydrology analyses based on grading and drainage plans produced by the on-site civil consultant. Off-site hydrology related to the public right-of-way will be detailed in Section 3.

2.0 BACKGROUND
The site is comprised of 205 acres of agricultural and vacant property. The site is bounded by the Whispering Lakes Golf Course, a residential tract, and a retail plaza to the north; agricultural land and an RV park to the west; agricultural land to the south, and the Cucamonga Channel to the east. Once developed, the site will include recreational and commercial land uses. The site is within a sub-watershed encompassing 910 acres of land which drains into the Lower Cucamonga Spreading Grounds and ultimately into the Cucamonga Channel.

3.0 HYDROLOGY

3.1 Existing Conditions
Off-site hydrology was obtained from the Master Plan. Results presented in the Master Plan were obtained using the Advanced Engineering Software (AES) hydrology program, which is based on the procedures and standards set forth in the San Bernardino County Hydrology Manual, 1986 Revision (Hydrology Manual). Additionally, Rational method calculations were performed to find 10-, 25- and 100-year flow and volume outflow from each existing and proposed drainage area. However, the AES software method was the dominant method, and the Rational calculations were used as a back check.

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Ontario Regional Sports Complex 6
Six nodes of interest in the Master Plan are: 324, 345, 346, 354, 364 and 347. Node 324 is the outlet for 151.5 acres of land that comprises the golf course and outlets to Riverside Drive.

These flows continue along Riverside Drive and discharge into the Riverside Drive Lateral Storm Drain via a series of catch basins.

Flows continue onto Node 345 where they converge with 227.3 acres of residential and commercial area. Immediately downstream, these flows converge with flows from Node 354 and 364 which are generated by 274 acres of residential area. Flows from these 652.8 acres of land enter the Riverside Drive Storm Drain at various points along its alignment and continue to the Lower Cucamonga Spreading Grounds.

Node 346 is the outlet for 80.4 acres of agricultural land and an RV park. Of these 80.4 acres, approximately 15 acres are part of the Project site. The flows are conveyed as surface flows to the outlet. These flows continue along Chino Avenue before converging with 147.1 acres of undeveloped, previously agricultural land at Node 347. These 147.1 acres are also part of the Project site. The combined 227.5 acres discharge into the Lower Cucamonga Spreading Grounds as surface flows.

A small subarea of 29.7 acres comprises the remainder of the Project site, flowing directing into the Lower Cucamonga Spreading Grounds as surface flows. Note that the Master Plan did not identify a node for this subarea, and as such, the subarea identifier F will be utilized for the purpose of this analysis.

Figure 1 below demonstrates the above subareas and their outlet nodes.

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Ontario Regional Sports Complex 7
Figure 1. Drainage Subareas and Outlets
Peak flow rates for the 10-, 25-, and 100-year storm events for the 910-acre watershed were obtained for the above nodes and are summarized in cubic-feet-per-second (cfs) in Table 3-1 below.

Table 3-1: Peak Flow Rates of Sub-Watershed
Node
Area Q10 Q25 Q100
ac cfs cfs cfs
324 151.5 119 157 230
345 378.8 396 489 666
346 733.2 674 882 1,191
347 880.3 753 971 1,294
F* 29.7 38.8 48.6 66.8
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Ontario Regional Sports Complex 8

3.2 Proposed Conditions
Proposed onsite hydrology was modeled using the Rational Method Hydrology program for San Bernardino County (RSBC) by CivilDesign© Corporation, which also uses all the procedures and standards from the San Bernardino County Hydrology Manual. Rainfall intensity and precipitation depth data were obtained from NOAA Atlas 14, Volume 6, Version 2 Point Precipitation Frequency Estimates, per the San Bernardino County Hydrology Manual Addendum (dated April 2010). The upper bounds of the rainfall intensity range in the 10-year, 60-minute, and 100-year, 60-minute rainfall event were input into the RSBC program to create an IDF curve used in all subsequent hydrology calculations. Drainage management areas (DMAs) were determined using obtained survey data, proposed site/civil/roadway design, and proposed storm drain infrastructure placement. Weighted C values were calculated by the RSBC program based on the proposed land use of each DMA provided. The land use criteria used in the model were as follows: the western portion of the site was considered as “Park,” and the eastern portion of the site was considered “Commercial.” Onsite DMAs were given identification letters (A, B, C, D, E, F, G, H, I, R) based on the type of proposed land use. They were then further subdivided based on proposed grades and outflow locations. Refer to Drainage Exhibit D1 in Appendix A for a full onsite map of all DMAs.

A summary of all proposed DMAs and their land uses is listed in Table 3-2 below:

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Ontario Regional Sports Complex 9
Table 3-2: Summary of Proposed Drainage Management Areas & Land Use DMA
ID

DESCRIPTION
A General parking lot for site accessible from Hellman; includes free open space B Whole western portion of the site; includes 10 soccer fields, 8 baseball fields, and an associate parking lot
C Minor League baseball stadium
D Proposed parking structure for Minor League baseball stadium E Proposed parking lot for Minor League baseball stadium F Proposed hotel and its associated parking lot
G Proposed retail area and its associated parking lot
H Proposed gymnasium and its associated parking lot
I HMC Community Center amenities
R Existing and proposed onsite roadways
The hydrology model follows two major streams, starting with Node 1.000 and Node 2.000, respectively. Node 1.000 begins the major stream in the hydrology model that follows the existing storm drain pipe, starting from the intersection of Riverside Drive and Vineyard Avenue and ultimately out-falling into the Cucamonga Spreading Grounds to the southeast. In this major stream, catch basins capture roadway runoff along parts of Riverside Drive, Vineyard Avenue, and Chino Avenue as the model travels downstream. In addition, it includes onsite flows from the proposed soccer fields, baseball fields, and associated parking lot proposed in Phase II as B3-9
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Ontario Regional Sports Complex 10
minor confluences. Runoff generated from the 42.5 acres of B2, B3, and B4 converge with the first main stream at Node 1.003. Further downstream, the flows from 22 acres and 23.8 acres of baseball fields converge into the main stream at Nodes 1.006 and 1.007, respectively. At Node

1.008, main stream 1 converges with main stream 2, before out-falling into the Spreading Grounds.

Node 2.000 begins at the intersection of Riverside Drive and Hellman Avenue and continues south until the confluence with main stream 1. At Node 2.001, two minor streams converge into the main stream that include areas from the proposed Minor League baseball stadium (DMA C), hotel (DMA F), and parking structure (DMA D). In total, runoff from 17.34 acres join main stream 2 at this junction. Node 2.002 picks the remaining flows upstream from the stadium parking lot (DMA E) and the retail area (DMA G), totaling 23.80 acres. From there, Node 2.003 converges with runoff from DMA A (totaling 14.90 acres) and continues further downstream until the confluence with main stream 1.

A total of 205 acres of surface flows contribute to the overall proposed hydrology model for the study area. Taking into account times of concentration and weighted runoff coefficients, the onsite peak flow generated at the ultimate out fall in the 100-year, 60-minute rainfall event is 367.86 cfs, while the existing condition flow 207 cfs. The existing condition flows discharging from the Riverside Storm drain 2 is 1505 cfs and the proposed condition outfall flows are 1540 cfs. All calculations related to the hydrology model can be found in Appendix A.

3.3 Comparison of the Proposed Conditions with the Masterplan Hydrology The section compares the flows generated from the Proposed project site with the Masterplan flows for the 100-year storm. The Masterplan hydrology assumed the site to be developed mainly as residential (5 to 7 dwelling units per acre) with a small percentage as commercial. The project site is slightly larger than the original masterplan drainage area (G48) at Node 347. The project site comprises of the Masterplan Area G48 and some percentage of G47. The B3-10
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Ontario Regional Sports Complex 11
Masterplan drainage area for G48 was 147.1 acres while the proposed project site has a gross area of 205.6 acres. The additional area is a portion of G47. However, for the purpose of this comparison, the modeling was performed for the same size of drainage area using the same model parameters in the Masterplan Hydrology. The proposed project site comprises of two phases, Phase 1 that is for the Ontario Regional Sports Complex and Phase 2 that comprises of soccer and baseball fields with a relatively smaller area for commercial. The drainage area is shown in Appendix A, Exhibit D6. The hydrology was modeled using the Rational Method Hydrology program for San Bernardino County (RSBC) by CivilDesign© Corporation, which also uses all the procedures.

Table 3-3: Comparison of Flows From Project Site and the Masterplan Flows for 100-Year Watershed
Condition
Drainage Area
(ac)
Predominant
Landuse Type
Average Pervious
Area Fraction
100-Year Peak
Flow (cfs)
Proposed 205.7 Sport Fields 0.654 204.8
Masterplan 205.7 Residential
(5-7 Units per Acre)

0.500 212.5
This concludes that the proposed development does not increase the 100-Year flows when compared to the Masterplan flows. Therefore, the project will not have adverse impact on the existing Masterplan Drainage Infrastructure. The output for the hydrology models are given in Appendix A.

4.0 HYDRAULICS
The hydrology described in Section 3 above will be utilized for the sizing of proposed Project elements which include: catch basins, laterals, storm drain main lines, and street sections. All B3-11
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Ontario Regional Sports Complex 12
catch basins will be sized to capture a 10-year storm event, while the pipe Elements will be sized to adequately convey flows for the 10-, 25-, and/or 100-year storm events per City standards.

4.1 Storm Drain System Model
The existing storm drain system consists of storm drain pipe (72-inch diameter) along the Riverside Drive, which then continues south along Vineyard Avenue (120-inch diameter), that increases to 144-inch diameter along the Chino Avenue. After which the system outfalls into the Cucamonga Spreading Grounds and ultimately into the Cucamonga Channel. A copy of the Asbuilt plan of the existing storm drain is shown in Appendix D.

In the proposed condition, new pipe networks will be added to the existing storm drain at the Hellman Avenue and at 3 other locations along the Chino Avenue and the Vineyard Avenue.

Existing and proposed models of the study area storm drain were modeled using the WSPG program. The existing network was built based on the as-built drawing of the current storm drain system. The flow at the ultimate outlet node was shown to be 1505 cfs.

Similarly, the proposed condition network model was created using the latest storm drain design and 100-year flow calculations for each catch basin. The model ran several different scenarios until appropriate pipe diameters were found and the simulation showed sufficient storm drain capacity. Results (Appendix B) show that the hydraulic grade line is below the ground elevation throughout the entire network and matched elevations shown on the As-built plans.

The flow at the ultimate outfall node was calculated to be 1543 cfs, which follows the hydrology calculations from the above section.

4.2 Catch Basins
All proposed catch basins were sized by the following criteria:

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Ontario Regional Sports Complex 13
• Completely capture the 10-year flow, with no bypass
• 25-year storm event flow will be captured between the curb and the crown • 100-year storm is contained within the right-of-way
• Curb opening catch basins per City of Ontario Design Details All proposed catch basins were sized to capture 10-year flow using the Hydra Flow AutoCad tool and are shown in Appendix B.

All catch basins are of “Curb Opening” type and lengths of 7 feet. Longitudinal slopes for the road and identification as an “Inlet on grade” or “Inlet in sag” were obtained from the survey data. All curb heights were modeled as 6”, as specified in the roadway plans. Remaining street section parameters were idealized as follows: 2-percent pavement cross-slope, 2-foot gutter width, 8.3-percent gutter cross-slope, and 0.013 Manning’s Roughness coefficient.

4.2.1 Interior Streets
Catch basins located along interior streets of the Project site which include A Street, B Street, and C Street, were assessed using the flow rates calculated. (See Appendix B)

4.3 Laterals
Several laterals are proposed to convey flows from proposed catch basins to existing and proposed storm drain main lines. 8 Additional catch basins and lateral pipes are proposed for the Vineyard Avenue, while 6 additional catch basins and pipe laterals are proposed for the Chino Avenue. These improvements will improve the street capacity of the mentioned streets by conveying more water into the storm drain.

4.4 Main Line
A storm drain main line is proposed along Hellman Avenue to convey flows from the Project site into the existing Riverside Drive Storm Drain. The line ranges from 24-inch RCP on the B3-13
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Ontario Regional Sports Complex 14
upstream end to 54-inch RCP at the downstream end. The slope of the line generally matches the grade of the proposed street. The line has 4 major branches at A Street and C Street.

4.5 Street Capacity
Street Capacity at location in the proximity of each proposed catch basin was evaluated using the cross-section data and a 10-, 25- and 100-year flow at the location. Hydra Flow AutoCad program was used to find the water depth and the spread at each location and the results are shown in Appendix B.

The analysis showed that all streets are able to maintain the 10-year flows below the curb, 25- year flows stay below the crown and 100-year flows are contained within the right-of -way.

5.0 SUMMARY
The Ontario Regional Sports Complex Project is being implemented by the City of Ontario and proposed the development of approximately 205-acre site. The Project will feature storm drain and street improvements to accommodate storm runoff from the new development. Per this drainage study, the proposed catch basins and laterals will be adequately sized to convey the 10-year storm event and the Storm Drain main line and major laterals will be adequately sized to convey the 100-year storm event. The hydraulic grade line of the Riverside Storm Drain 2 will not be adversely impacted by the proposed development.

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Ontario Regional Sports Complex A

APPENDIX A - HYDROLOGY
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Ontario Regional Sports Complex B
A.1 – HYDROLOGY EXHIBITS
B3-16
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MEDIAN 150' DN E.7 FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FDFDFD NO PARKING

NO PARKING

NO PARKING NO PARKING NO PARKING NO PARKING TR
T

R T R TR

T R T R T R T R

T R T R T R T R T R T R T R
T R
T R TR FD FD FD TC B2B3B4B5 B6 B7 B8 B9 B10 B1 B1 B12 B13 B14 B15 OPEN TO (Parking Bay P2 E) BELOW RAMP DN 1 2 3 4 5 6 7 8 9 10 11 12 A1 A2 A3E2 E1E3 F1F2 F3 G2 G1G3 H1H2 H3 B1 C1 D1 D2 D3 DB-2 23.7 DB-1 2.7 DA-1 2.1 DB-3 13.6 DB-4 5.2 DB-5 22.0 DB-6 23.8 DH-2 7.2 DH-1 7.3 DI-1 15.8 DG-2 3.2 DG-1 2.9 DF-2 2.7DF-1 3.0 DA-4 4.7 DA-3 5.4 DA-2 1.0 DE-1 4.7 DE-2 5.8 DD-1 2.1 DD-2 2.3 DC-2 1.8 DC-4 1.1 DC-1 3.1 DC.3 4.5 V1 1.05 V2 1.02 R1 1.01 V3 1.54 V4 1.54 V5 1.03 V6 1.03 V7 0.76 V8 0.76 R2 2.42 F3 1.11 C6 0.91 C5 0.88 F1 0.24 F2 0.23 E2 0.46 E1 0.46 E4 0.23E3 0.22 C1 0.55 C4 0.63C3 0.63 A9 0.32 A10 0.35 A7 0.63 A8 0.64 A11 0.58 B5 0.54 B6 0.62 D2 0.33 D1 0.26B3 0.43 B4 0.46 B2 0.45 B1 0.50 A6 0.64 A5 0.69 A3 0.69 A4 0.57 A2 0.55A1 0.35 H3 1.32H4 1.23 H1 1.30 H2 1.29 C2 0.60 0 SCALE: FEET 200 400 #### DRAINAGE MANAGEMENT AREA EXHIBIT ###### #### 1 6 ###### LALARS 04/04/2024 04/04/2024 04/04/2024 ###### ###### 3737 Birch St, Suite 250 Newport Beach, CA 92660 (949) 428-1500 www.Ardurra.com ####

VINEYARD AVE

RIVERSIDE DR CHINO AVE
A ST
A ST
B ST

C ST A ST
HELLMAN AVE D1 LEGEND PHASE I DRAINAGE MANAGEMENT AREAS PHASE II DRAINAGE MANAGEMENT AREAS ROADWAY DRAINAGE MANAGEMENT AREAS DRAINAGE MANAGEMENT AREA LABELS AND ACREAGE B3-17
1511
MEDIAN 150' DN E.7 FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FDFDFD NO PARKING

NO PARKING

NO PARKING NO PARKING NO PARKING NO PARKING TR
T

R T R TR

T R T R T R T R

T R T R T R T R T R T R T R
T R
T R TR FD FD FD TC B2B3B4B5 B6 B7 B8 B9 B10 B1 B1 B12 B13 B14 B15 OPEN TO (Parking Bay P2 E) BELOW RAMP DN 1 2 3 4 5 6 7 8 9 10 11 12 A1 A2 A3E2 E1E3 F1F2 F3 G2 G1G3 H1H2 H3 B1 C1 D1 D2 D3 DB-2 23.7 DB-1 2.7 DA-1 2.1 DB-3 13.6 DB-4 5.2 DB-5 22.0 DB-6 23.8 DH-2 7.2 DH-1 7.3 DI-1 15.8 DG-2 3.2 DG-1 2.9 DF-2 2.7DF-1 3.0 DA-4 4.7 DA-3 5.4 DA-2 1.0 DE-1 4.7 DE-2 5.8 DD-1 2.1 DD-2 2.3 DC-2 1.8 DC-4 1.1 DC-1 3.1 DC.3 4.5 V1 1.05 V2 1.02 R1 1.01 V3 1.54 V4 1.54 V5 1.03 V6 1.03 V7 0.76 V8 0.76 R2 2.42 F3 1.11 C6 0.91 C5 0.88 F1 0.24 F2 0.23 E2 0.46 E1 0.46 E4 0.23E3 0.22 C1 0.55 C4 0.63C3 0.63 A9 0.32 A10 0.35 A7 0.63 A8 0.64 A11 0.58 B5 0.54 B6 0.62 D2 0.33 D1 0.26B3 0.43 B4 0.46 B2 0.45 B1 0.50 A6 0.64 A5 0.69 A3 0.69 A4 0.57 A2 0.55A1 0.35 H3 1.32H4 1.23 H1 1.30 H2 1.29 C2 0.60 #### DRAINAGE MANAGEMENT AREA W/ EXISTING GRADES ###### #### 2 6 ###### LALARS 04/04/2024 04/04/2024 04/04/2024 ###### ###### 3737 Birch St, Suite 250 Newport Beach, CA 92660 (949) 428-1500 www.Ardurra.com ####

VINEYARD AVE

RIVERSIDE DR CHINO AVE
A ST
A ST
B ST

C ST A ST
HELLMAN AVE D2 0 SCALE: FEET 200 400 LEGEND PHASE I DRAINAGE MANAGEMENT AREAS PHASE II DRAINAGE MANAGEMENT AREAS ROADWAY DRAINAGE MANAGEMENT AREAS DRAINAGE MANAGEMENT AREA LABELS AND ACREAGE B3-18
1512
MEDIAN 150' DN E.7 FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FDFDFD NO PARKING

NO PARKING

NO PARKING NO PARKING NO PARKING NO PARKING TR
T

R T R TR

T R T R T R T R

T R T R T R T R T R T R T R
T R
T R TR FD FD FD TC B2B3B4B5 B6 B7 B8 B9 B10 B1 B1 B12 B13 B14 B15 OPEN TO (Parking Bay P2 E) BELOW RAMP DN 1 2 3 4 5 6 7 8 9 10 11 12 A1 A2 A3E2 E1E3 F1F2 F3 G2 G1G3 H1H2 H3 B1 C1 D1 D2 D3 DB-2 23.7 DB-1 2.7 DA-1 2.1 DB-3 13.6 DB-4 5.2 DB-5 22.0 DB-6 23.8 DH-2 7.2 DH-1 7.3 DI-1 15.8 DG-2 3.2 DG-1 2.9 DF-2 2.7DF-1 3.0 DA-4 4.7 DA-3 5.4 DA-2 1.0 DE-1 4.7 DE-2 5.8 DD-1 2.1 DD-2 2.3 DC-2 1.8 DC-4 1.1 DC-1 3.1 DC.3 4.5 V1 1.05 V2 1.02 R1 1.01 V3 1.54 V4 1.54 V5 1.03 V6 1.03 V7 0.76 V8 0.76 R2 2.42 F3 1.11 C6 0.91 C5 0.88 F1 0.24 F2 0.23 E2 0.46 E1 0.46 E4 0.23E3 0.22 C1 0.55 C4 0.63C3 0.63 A9 0.32 A10 0.25 A7 0.63 A8 0.64 A11 0.68 B5 0.54 B6 0.62 D2 0.33 D1 0.26B3 0.43 B4 0.46 B2 0.45 B1 0.50 A6 0.64 A5 0.69 A3 0.69 A4 0.57 A2 0.55A1 0.35 H3 1.32H4 1.23 H1 1.30 H2 1.29 C2 0.60 #### DRAINAGE MANAGEMENT AREAS W/ PROPOSED GRADES ###### #### 3 6 ###### LALARS 04/04/2024 04/04/2024 04/04/2024 ###### ###### 3737 Birch St, Suite 250 Newport Beach, CA 92660 (949) 428-1500 www.Ardurra.com ####

VINEYARD AVE

RIVERSIDE DR CHINO AVE
A ST
A ST
B ST

C ST A ST
HELLMAN AVE D3 0 SCALE: FEET 200 400 LEGEND PHASE I DRAINAGE MANAGEMENT AREAS PHASE II DRAINAGE MANAGEMENT AREAS ROADWAY DRAINAGE MANAGEMENT AREAS DRAINAGE MANAGEMENT AREA LABELS AND ACREAGE B3-19
1513
MEDIAN 150' DN E.7 FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FDFDFD NO PARKING

NO PARKING

NO PARKING NO PARKING NO PARKING NO PARKING TR
T

R T R TR

T R T R T R T R

T R T R T R T R T R T R T R
T R
T R TR FD FD FD TC B2B3B4B5 B6 B7 B8 B9 B10 B1 B1 B12 B13 B14 B15 OPEN TO (Parking Bay P2 E) BELOW RAMP DN 1 2 3 4 5 6 7 8 9 10 11 12 A1 A2 A3E2 E1E3 F1F2 F3 G2 G1G3 H1H2 H3 B1 C1 D1 D2 D3 DMA-DA AREA = 13.2 AC IMP. = 49.1% DMA-DB AREA = 91.0 AC IMP. = 8.0% DMA-DH AREA = 14.4 AC IMP. = 74.1% DMA-DC AREA = 10.4 AC IMP. = 88.6% DMA-DD AREA = 4.4 AC IMP. = 80.0% DMA-DE AREA = 10.5 AC IMP. = 90.0% DMA-DI AREA = 15.8 AC IMP. = 70.0% DMA-DF AREA = 5.7 AC IMP. = 90.0% DMA-DG AREA = 6.1 AC IMP. = 90.0% ROADWAY PH I AREA = 20.6 AC IMP. = 100.0% ROADWAY PH II AREA = 13.4 AC IMP. = 100.0% 0 SCALE: FEET 200 400 #### IMPERVIOUS AREA EXHIBIT ###### #### 4 6 ###### LALARS 04/04/2024 04/04/2024 04/04/2024 ###### ###### 3737 Birch St, Suite 250 Newport Beach, CA 92660 (949) 428-1500 www.Ardurra.com #### LEGEND PHASE I DRAINAGE MANAGEMENT AREAS PHASE II DRAINAGE MANAGEMENT AREAS ROADWAY DRAINAGE MANAGEMENT AREAS

VINEYARD AVE

RIVERSIDE DR CHINO AVE

A STA ST
B ST

C ST A ST
HELLMAN AVE D4 C ST IMPERVIOUS AREA SUMMARY DMA ID TOTAL AREA (AC) IMPERVIOUS AREA (AC) TOTAL IMP. AREA C 10.41 9.22 32.80 D 4.41 3.53 E 10.52 9.47 F 5.67 5.10 G 6.09 5.48 A 13.18 6.46 35.82 B 91.04 7.64 H 14.44 10.69 I 15.75 11.03 ROAD 33.96 33.96 33.96 TOTAL 205.47 102.58 102.58 B3-20
1514
MEDIAN 150' DN E.7 FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FD FDFDFD NO PARKING

NO PARKING

NO PARKING NO PARKING NO PARKING NO PARKING TR
T

R T R TR

T R T R T R T R

T R T R T R T R T R T R T R
T R
T R TR FD FD FD TC B2B3B4B5 B6 B7 B8 B9 B10 B1 B1 B12 B13 B14 B15 OPEN TO (Parking Bay P2 E) BELOW RAMP DN 1 2 3 4 5 6 7 8 9 10 11 12 A1 A2 A3E2 E1E3 F1F2 F3 G2 G1G3 H1H2 H3 B1 C1 D1 D2 D3 Q100=3.74 CFS Q100=6.05 CFS Q100=8.73 CFS Q100=80.77 CFS Q100=10.21 CFS Q100=69.70 CFS Q100=80.77 CFS Q100=80.77 CFS Q100=121.45 CFS Q100=7.46 CFS Q100=45.19 CFS Q100=7.80 CFS Q100=62.07 CFS Q100=173.81 CFS Q100=1.34 CFS Q100=1.83 CFS Q100=62.56 CFS Q100=3.51 CFS Q100=17.33 CFS Q100=23.77 CFS Q100=46.29 CFS Q100=3.02 CFS Q100=5.04 CFS Q100=21.49 CFS Q100=37.52 CFS Q100=3.42 CFS Q100=15.47 CFS Q100=24.65 CFS Q100=129.99 CFS Q100=12.99 CFS Q100=34.88 CFS Q100=43.59 CFS Q100=43.59 CFS Q100=193.49 CFS Q100=197.68 CFS 0 Q100=352.03 CFS SCALE: FEET 200 400 #### STORM DRAIN NETWORK EXHIBIT ###### #### 5 6 ###### LALARS 04/04/2024 04/04/2024 04/04/2024 ###### ###### 3737 Birch St, Suite 250 Newport Beach, CA 92660 (949) 428-1500 www.Ardurra.com #### LEGEND PHASE I DRAINAGE MANAGEMENT AREAS PHASE II DRAINAGE MANAGEMENT AREAS ROADWAY DRAINAGE MANAGEMENT AREAS PROPOSED DRAINAGE INFRASTRUCTURE EXISTING DRAINAGE INFRASTRUCTURE

VINEYARD AVE

RIVERSIDE DR CHINO AVE

A STA ST
B ST

C ST A ST
HELLMAN AVE D5 C ST
B3-21
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MEDIAN 150' PHASE II LAND USE MASTER STUDY: 5-7 DU/AC PROP. CON.: PARK QMS=2.26 CFS QPR=1.61 CFS START MAIN STREAM 1 QMS=1.46 CFS QPR=1.95 CFS START MAIN STREAM 2 QMS=212.50 CFS QPR=204.86 CFS PHASE I LAND USE MASTER STUDY: 5-7 DU/AC PROP. CON.: COMMERCIAL 0 SCALE: FEET 200 400 #### LAND USE COMPARISON MAP ###### #### 6 6 ###### LALARS 04/04/2024 04/04/2024 04/04/2024 ###### ###### 3737 Birch St, Suite 250 Newport Beach, CA 92660 (949) 428-1500 www.Ardurra.com #### LEGEND PHASE I DRAINAGE MANAGEMENT AREAS PHASE II DRAINAGE MANAGEMENT AREAS ROADWAY DRAINAGE MANAGEMENT AREAS FLOW LINES NODE PATHING

VINEYARD AVE

RIVERSIDE DR CHINO AVE
A ST
A ST

B STC ST A ST
HELLMAN AVE D6 C ST
B3-22
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Ontario Regional Sports Complex C
A.2 – 10-YEAR HYDROLOGY MODEL
B3-23
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San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2019 Version 9.1 Rational Hydrology Study Date: 05/16/24
------------------------------------------------------------------------

ORSC HYDROLOGY & HYDRAULICS

PROPOSED CONDITIONS
10-YEAR STORM EVENT
------------------------------------------------------------------------ Program License Serial Number 6639
------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 10.0
Computed rainfall intensity:

Storm year = 10.00 1 hour rainfall = 0.800 (In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 1.001 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.831(In/Hr) Initial subarea data:

Initial area flow distance = 672.260(Ft.)
Top (of initial area) elevation = 750.000(Ft.)
Bottom (of initial area) elevation = 744.440(Ft.)
Difference in elevation = 5.560(Ft.)
Slope = 0.00827 s(%)= 0.83
TC = k(0.484)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 17.079 min.

Rainfall intensity = 1.700(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.460 Subarea runoff = 1.893(CFS)
Total initial stream area = 2.420(Ac.)
Pervious area fraction = 0.850
Initial area Fm value = 0.831(In/Hr)
B3-24
1518
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.001 to Point/Station 1.001 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.0100 Max loss rate(Fm)= 0.010(In/Hr) Time of concentration = 17.08 min.

Rainfall intensity = 1.700(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.588
Subarea runoff = 1.537(CFS) for 1.010(Ac.)
Total runoff = 3.430(CFS)
Effective area this stream = 3.43(Ac.)
Total Study Area (Main Stream No. 1) = 3.43(Ac.)
Area averaged Fm value = 0.589(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.001 to Point/Station 1.002 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 744.440(Ft.)
Downstream point/station elevation = 739.410(Ft.)
Pipe length = 466.03(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 3.430(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 3.430(CFS)
Normal flow depth in pipe = 9.13(In.)
Flow top width inside pipe = 10.24(In.)
Critical Depth = 9.50(In.)
Pipe flow velocity = 5.35(Ft/s)
Travel time through pipe = 1.45 min.

Time of concentration (TC) = 18.53 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.002 to Point/Station 1.002 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.831(In/Hr) Time of concentration = 18.53 min.

Rainfall intensity = 1.619(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area,(total area with modified B3-25
1519
rational method)(Q=KCIA) is C = 0.522
Subarea runoff = 1.217(CFS) for 2.070(Ac.)
Total runoff = 4.647(CFS)
Effective area this stream = 5.50(Ac.)
Total Study Area (Main Stream No. 1) = 5.50(Ac.)
Area averaged Fm value = 0.680(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.002 to Point/Station 1.003 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 739.410(Ft.)
Downstream point/station elevation = 736.150(Ft.)
Pipe length = 829.94(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 4.647(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 4.647(CFS)
Normal flow depth in pipe = 11.16(In.)
Flow top width inside pipe = 17.48(In.)
Critical Depth = 9.94(In.)
Pipe flow velocity = 4.04(Ft/s)
Travel time through pipe = 3.43 min.

Time of concentration (TC) = 21.96 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.003 to Point/Station 1.003 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.831(In/Hr) Time of concentration = 21.96 min.

Rainfall intensity = 1.462(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.448
Subarea runoff = 0.974(CFS) for 3.080(Ac.)
Total runoff = 5.621(CFS)
Effective area this stream = 8.58(Ac.)
Total Study Area (Main Stream No. 1) = 8.58(Ac.)
Area averaged Fm value = 0.734(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.003 to Point/Station 1.003 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1
B3-26
1520
Stream flow area = 8.580(Ac.)
Runoff from this stream = 5.621(CFS)
Time of concentration = 21.96 min.

Rainfall intensity = 1.462(In/Hr)
Area averaged loss rate (Fm) = 0.7345(In/Hr)
Area averaged Pervious ratio (Ap) = 0.7511
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.100 to Point/Station 1.110 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.831(In/Hr) Initial subarea data:

Initial area flow distance = 261.290(Ft.)
Top (of initial area) elevation = 749.020(Ft.)
Bottom (of initial area) elevation = 747.710(Ft.)
Difference in elevation = 1.310(Ft.)
Slope = 0.00501 s(%)= 0.50
TC = k(0.484)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 12.935 min.

Rainfall intensity = 2.009(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.528 Subarea runoff = 5.511(CFS)
Total initial stream area = 5.200(Ac.)
Pervious area fraction = 0.850
Initial area Fm value = 0.831(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.110 to Point/Station 1.003 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 747.710(Ft.)
Downstream point/station elevation = 736.150(Ft.)
Pipe length = 1096.21(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 5.511(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 5.511(CFS)
Normal flow depth in pipe = 10.44(In.)
Flow top width inside pipe = 13.80(In.)
Critical Depth = 11.41(In.)
Pipe flow velocity = 6.05(Ft/s)
Travel time through pipe = 3.02 min.

Time of concentration (TC) = 15.96 min.

B3-27
1521
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.003 to Point/Station 1.003 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.9000 Max loss rate(Fm)= 0.880(In/Hr) Time of concentration = 15.96 min.

Rainfall intensity = 1.771(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.456
Subarea runoff = 28.796(CFS) for 37.300(Ac.)
Total runoff = 34.307(CFS)
Effective area this stream = 42.50(Ac.)
Total Study Area (Main Stream No. 1) = 51.08(Ac.)
Area averaged Fm value = 0.874(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.003 to Point/Station 1.003 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2
Stream flow area = 42.500(Ac.)
Runoff from this stream = 34.307(CFS)
Time of concentration = 15.96 min.

Rainfall intensity = 1.771(In/Hr)
Area averaged loss rate (Fm) = 0.8740(In/Hr)
Area averaged Pervious ratio (Ap) = 0.8939
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 5.62 8.580 21.96 0.734 1.462
2 34.31 42.500 15.96 0.874 1.771
Qmax(1) =

1.000 * 1.000 * 5.621) +

0.656 * 1.000 * 34.307) + = 28.123
Qmax(2) =

1.424 * 0.727 * 5.621) +

1.000 * 1.000 * 34.307) + = 40.124
Total of 2 streams to confluence:

Flow rates before confluence point:

5.621 34.307
Maximum flow rates at confluence using above data:

28.123 40.124
B3-28
1522
Area of streams before confluence:

8.580 42.500
Effective area values after confluence:

51.080 48.736
Results of confluence:

Total flow rate = 40.124(CFS)
Time of concentration = 15.957 min.

Effective stream area after confluence = 48.736(Ac.)
Study area average Pervious fraction(Ap) = 0.870
Study area average soil loss rate(Fm) = 0.851(In/Hr)
Study area total (this main stream) = 51.08(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.003 to Point/Station 1.004 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 736.150(Ft.)
Downstream point/station elevation = 728.980(Ft.)
Pipe length = 687.24(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 40.124(CFS)
Nearest computed pipe diameter = 30.00(In.)
Calculated individual pipe flow = 40.124(CFS)
Normal flow depth in pipe = 23.53(In.)
Flow top width inside pipe = 24.68(In.)
Critical Depth = 25.57(In.)
Pipe flow velocity = 9.72(Ft/s)
Travel time through pipe = 1.18 min.

Time of concentration (TC) = 17.14 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.004 to Point/Station 1.004 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.831(In/Hr) The area added to the existing stream causes a
a lower flow rate of Q = 38.723(CFS)
therefore the upstream flow rate of Q = 40.124(CFS) is being used Time of concentration = 17.14 min.

Rainfall intensity = 1.697(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.449
Subarea runoff = 0.000(CFS) for 2.060(Ac.)
Total runoff = 40.124(CFS)
Effective area this stream = 50.80(Ac.)
Total Study Area (Main Stream No. 1) = 53.14(Ac.)
B3-29
1523
Area averaged Fm value = 0.850(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.004 to Point/Station 1.005 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 728.980(Ft.)
Downstream point/station elevation = 724.170(Ft.)
Pipe length = 456.65(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 40.124(CFS)
Nearest computed pipe diameter = 30.00(In.)
Calculated individual pipe flow = 40.124(CFS)
Normal flow depth in pipe = 23.41(In.)
Flow top width inside pipe = 24.84(In.)
Critical Depth = 25.57(In.)
Pipe flow velocity = 9.76(Ft/s)
Travel time through pipe = 0.78 min.

Time of concentration (TC) = 17.92 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.005 to Point/Station 1.005 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.831(In/Hr) The area added to the existing stream causes a
a lower flow rate of Q = 37.803(CFS)
therefore the upstream flow rate of Q = 40.124(CFS) is being used Time of concentration = 17.92 min.

Rainfall intensity = 1.652(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.437
Subarea runoff = 0.000(CFS) for 1.520(Ac.)
Total runoff = 40.124(CFS)
Effective area this stream = 52.32(Ac.)
Total Study Area (Main Stream No. 1) = 54.66(Ac.)
Area averaged Fm value = 0.849(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.005 to Point/Station 1.006 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 724.170(Ft.)
Downstream point/station elevation = 720.970(Ft.)
Pipe length = 1020.52(Ft.) Manning's N = 0.013
B3-30
1524
No. of pipes = 1 Required pipe flow = 40.124(CFS)
Nearest computed pipe diameter = 39.00(In.)
Calculated individual pipe flow = 40.124(CFS)
Normal flow depth in pipe = 28.08(In.)
Flow top width inside pipe = 35.02(In.)
Critical Depth = 24.16(In.)
Pipe flow velocity = 6.28(Ft/s)
Travel time through pipe = 2.71 min.

Time of concentration (TC) = 20.63 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.006 to Point/Station 1.006 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.831(In/Hr) The area added to the existing stream causes a
a lower flow rate of Q = 33.100(CFS)
therefore the upstream flow rate of Q = 40.124(CFS) is being used Time of concentration = 20.63 min.

Rainfall intensity = 1.518(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.397
Subarea runoff = 0.000(CFS) for 2.590(Ac.)
Total runoff = 40.124(CFS)
Effective area this stream = 54.91(Ac.)
Total Study Area (Main Stream No. 1) = 57.25(Ac.)
Area averaged Fm value = 0.848(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.006 to Point/Station 1.006 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1
Stream flow area = 54.906(Ac.)
Runoff from this stream = 40.124(CFS)
Time of concentration = 20.63 min.

Rainfall intensity = 1.518(In/Hr)
Area averaged loss rate (Fm) = 0.8484(In/Hr)
Area averaged Pervious ratio (Ap) = 0.8677
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.200 to Point/Station 1.201 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ B3-31
1525
Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.831(In/Hr) Initial subarea data:

Initial area flow distance = 171.480(Ft.)
Top (of initial area) elevation = 750.740(Ft.)
Bottom (of initial area) elevation = 749.880(Ft.)
Difference in elevation = 0.860(Ft.)
Slope = 0.00502 s(%)= 0.50
TC = k(0.484)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 10.929 min.

Rainfall intensity = 2.222(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.563 Subarea runoff = 4.145(CFS)
Total initial stream area = 3.310(Ac.)
Pervious area fraction = 0.850
Initial area Fm value = 0.831(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.201 to Point/Station 1.006 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 749.880(Ft.)
Downstream point/station elevation = 720.970(Ft.)
Pipe length = 821.99(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 4.145(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 4.145(CFS)
Normal flow depth in pipe = 6.84(In.)
Flow top width inside pipe = 11.88(In.)
Critical Depth = 10.32(In.)
Pipe flow velocity = 8.96(Ft/s)
Travel time through pipe = 1.53 min.

Time of concentration (TC) = 12.46 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.006 to Point/Station 1.006 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.831(In/Hr) Time of concentration = 12.46 min.

Rainfall intensity = 2.055(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.536
B3-32
1526
Subarea runoff = 20.080(CFS) for 18.690(Ac.)
Total runoff = 24.224(CFS)
Effective area this stream = 22.00(Ac.)
Total Study Area (Main Stream No. 1) = 79.25(Ac.)
Area averaged Fm value = 0.831(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.006 to Point/Station 1.006 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2
Stream flow area = 22.000(Ac.)
Runoff from this stream = 24.224(CFS)
Time of concentration = 12.46 min.

Rainfall intensity = 2.055(In/Hr)
Area averaged loss rate (Fm) = 0.8311(In/Hr)
Area averaged Pervious ratio (Ap) = 0.8500
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 40.12 54.906 20.63 0.848 1.518
2 24.22 22.000 12.46 0.831 2.055
Qmax(1) =

1.000 * 1.000 * 40.124) +

0.562 * 1.000 * 24.224) + = 53.729
Qmax(2) =

1.801 * 0.604 * 40.124) +

1.000 * 1.000 * 24.224) + = 67.864
Total of 2 streams to confluence:

Flow rates before confluence point:

40.124 24.224
Maximum flow rates at confluence using above data:

53.729 67.864
Area of streams before confluence:

54.906 22.000
Effective area values after confluence:

76.906 55.162
Results of confluence:

Total flow rate = 67.864(CFS)
Time of concentration = 12.457 min.

Effective stream area after confluence = 55.162(Ac.)
Study area average Pervious fraction(Ap) = 0.863
Study area average soil loss rate(Fm) = 0.843(In/Hr)
Study area total (this main stream) = 76.91(Ac.)
B3-33
1527
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.006 to Point/Station 1.007 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 720.970(Ft.)
Downstream point/station elevation = 716.610(Ft.)
Pipe length = 1002.81(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 67.864(CFS)
Nearest computed pipe diameter = 45.00(In.)
Calculated individual pipe flow = 67.864(CFS)
Normal flow depth in pipe = 31.92(In.)
Flow top width inside pipe = 40.86(In.)
Critical Depth = 30.41(In.)
Pipe flow velocity = 8.11(Ft/s)
Travel time through pipe = 2.06 min.

Time of concentration (TC) = 14.52 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.007 to Point/Station 1.007 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.831(In/Hr) The area added to the existing stream causes a
a lower flow rate of Q = 53.566(CFS)
therefore the upstream flow rate of Q = 67.864(CFS) is being used Time of concentration = 14.52 min.

Rainfall intensity = 1.874(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.495
Subarea runoff = 0.000(CFS) for 2.550(Ac.)
Total runoff = 67.864(CFS)
Effective area this stream = 57.71(Ac.)
Total Study Area (Main Stream No. 1) = 81.80(Ac.)
Area averaged Fm value = 0.843(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.007 to Point/Station 1.007 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1
Stream flow area = 57.712(Ac.)
Runoff from this stream = 67.864(CFS)
Time of concentration = 14.52 min.

Rainfall intensity = 1.874(In/Hr)
B3-34
1528
Area averaged loss rate (Fm) = 0.8429(In/Hr)
Area averaged Pervious ratio (Ap) = 0.8621
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.300 to Point/Station 1.301 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.831(In/Hr) Initial subarea data:

Initial area flow distance = 67.280(Ft.)
Top (of initial area) elevation = 750.300(Ft.)
Bottom (of initial area) elevation = 749.960(Ft.)
Difference in elevation = 0.340(Ft.)
Slope = 0.00505 s(%)= 0.51
TC = k(0.484)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 7.506 min.

Rainfall intensity = 2.785(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.631 Subarea runoff = 4.553(CFS)
Total initial stream area = 2.590(Ac.)
Pervious area fraction = 0.850
Initial area Fm value = 0.831(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.301 to Point/Station 1.007 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 749.960(Ft.)
Downstream point/station elevation = 716.610(Ft.)
Pipe length = 972.89(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 4.553(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 4.553(CFS)
Normal flow depth in pipe = 7.33(In.)
Flow top width inside pipe = 11.70(In.)
Critical Depth = 10.68(In.)
Pipe flow velocity = 9.06(Ft/s)
Travel time through pipe = 1.79 min.

Time of concentration (TC) = 9.30 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.007 to Point/Station 1.007 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ B3-35
1529
Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.831(In/Hr) Time of concentration = 9.30 min.

Rainfall intensity = 2.449(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.595
Subarea runoff = 30.106(CFS) for 21.210(Ac.)
Total runoff = 34.659(CFS)
Effective area this stream = 23.80(Ac.)
Total Study Area (Main Stream No. 1) = 105.60(Ac.)
Area averaged Fm value = 0.831(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.007 to Point/Station 1.007 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2
Stream flow area = 23.800(Ac.)
Runoff from this stream = 34.659(CFS)
Time of concentration = 9.30 min.

Rainfall intensity = 2.449(In/Hr)
Area averaged loss rate (Fm) = 0.8311(In/Hr)
Area averaged Pervious ratio (Ap) = 0.8500
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 67.86 57.712 14.52 0.843 1.874
2 34.66 23.800 9.30 0.831 2.449
Qmax(1) =

1.000 * 1.000 * 67.864) +

0.645 * 1.000 * 34.659) + = 90.207
Qmax(2) =

1.558 * 0.640 * 67.864) +

1.000 * 1.000 * 34.659) + = 102.331
Total of 2 streams to confluence:

Flow rates before confluence point:

67.864 34.659
Maximum flow rates at confluence using above data:

90.207 102.331
Area of streams before confluence:

57.712 23.800
Effective area values after confluence:

81.512 60.748
B3-36
1530
Results of confluence:

Total flow rate = 102.331(CFS)
Time of concentration = 9.295 min.

Effective stream area after confluence = 60.748(Ac.)
Study area average Pervious fraction(Ap) = 0.859
Study area average soil loss rate(Fm) = 0.839(In/Hr)
Study area total (this main stream) = 81.51(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.007 to Point/Station 1.008 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 716.610(Ft.)
Downstream point/station elevation = 716.130(Ft.)
Pipe length = 623.01(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 102.331(CFS)
Nearest computed pipe diameter = 69.00(In.)
Calculated individual pipe flow = 102.331(CFS)
Normal flow depth in pipe = 55.03(In.)
Flow top width inside pipe = 55.45(In.)
Critical Depth = 33.13(In.)
Pipe flow velocity = 4.61(Ft/s)
Travel time through pipe = 2.25 min.

Time of concentration (TC) = 11.55 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.008 to Point/Station 1.008 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.831(In/Hr) The area added to the existing stream causes a
a lower flow rate of Q = 91.472(CFS)
therefore the upstream flow rate of Q = 102.331(CFS) is being used Time of concentration = 11.55 min.

Rainfall intensity = 2.150(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.549
Subarea runoff = 0.000(CFS) for 16.700(Ac.)
Total runoff = 102.331(CFS)
Effective area this stream = 77.45(Ac.)
Total Study Area (Main Stream No. 1) = 122.30(Ac.)
Area averaged Fm value = 0.838(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ B3-37
1531
Process from Point/Station 1.008 to Point/Station 1.008 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 77.448(Ac.)
Runoff from this stream = 102.331(CFS)
Time of concentration = 11.55 min.

Rainfall intensity = 2.150(In/Hr)
Area averaged loss rate (Fm) = 0.8377(In/Hr)
Area averaged Pervious ratio (Ap) = 0.8567
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 2.001 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data:

Initial area flow distance = 660.350(Ft.)
Top (of initial area) elevation = 768.710(Ft.)
Bottom (of initial area) elevation = 760.300(Ft.)
Difference in elevation = 8.410(Ft.)
Slope = 0.01274 s(%)= 1.27
TC = k(0.299)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 9.612 min.

Rainfall intensity = 2.400(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.863 Subarea runoff = 1.202(CFS)
Total initial stream area = 0.580(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.001 to Point/Station 2.001 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 9.61 min.

Rainfall intensity = 2.400(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.863
B3-38
1532
Subarea runoff = 9.885(CFS) for 4.770(Ac.)
Total runoff = 11.087(CFS)
Effective area this stream = 5.35(Ac.)
Total Study Area (Main Stream No. 2) = 127.65(Ac.)
Area averaged Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.001 to Point/Station 2.001 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 1
Stream flow area = 5.350(Ac.)
Runoff from this stream = 11.087(CFS)
Time of concentration = 9.61 min.

Rainfall intensity = 2.400(In/Hr)
Area averaged loss rate (Fm) = 0.0978(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.100 to Point/Station 2.101 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data:

Initial area flow distance = 402.250(Ft.)
Top (of initial area) elevation = 769.050(Ft.)
Bottom (of initial area) elevation = 767.100(Ft.)
Difference in elevation = 1.950(Ft.)
Slope = 0.00485 s(%)= 0.48
TC = k(0.299)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 9.563 min.

Rainfall intensity = 2.408(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.863 Subarea runoff = 2.308(CFS)
Total initial stream area = 1.110(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.101 to Point/Station 2.101 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
B3-39
1533
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 9.56 min.

Rainfall intensity = 2.408(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.863
Subarea runoff = 9.085(CFS) for 4.370(Ac.)
Total runoff = 11.393(CFS)
Effective area this stream = 5.48(Ac.)
Total Study Area (Main Stream No. 2) = 133.13(Ac.)
Area averaged Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.101 to Point/Station 2.102 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 767.100(Ft.)
Downstream point/station elevation = 763.230(Ft.)
Pipe length = 599.32(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 11.393(CFS)
Nearest computed pipe diameter = 21.00(In.)
Calculated individual pipe flow = 11.393(CFS)
Normal flow depth in pipe = 15.49(In.)
Flow top width inside pipe = 18.47(In.)
Critical Depth = 15.11(In.)
Pipe flow velocity = 5.99(Ft/s)
Travel time through pipe = 1.67 min.

Time of concentration (TC) = 11.23 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.102 to Point/Station 2.102 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 11.23 min.

Rainfall intensity = 2.186(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.860
Subarea runoff = 4.077(CFS) for 2.750(Ac.)
Total runoff = 15.470(CFS)
Effective area this stream = 8.23(Ac.)
Total Study Area (Main Stream No. 2) = 135.88(Ac.)
Area averaged Fm value = 0.098(In/Hr)
B3-40
1534
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.102 to Point/Station 2.103 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 763.230(Ft.)
Downstream point/station elevation = 761.620(Ft.)
Pipe length = 323.10(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 15.470(CFS)
Nearest computed pipe diameter = 24.00(In.)
Calculated individual pipe flow = 15.470(CFS)
Normal flow depth in pipe = 19.03(In.)
Flow top width inside pipe = 19.45(In.)
Critical Depth = 17.01(In.)
Pipe flow velocity = 5.79(Ft/s)
Travel time through pipe = 0.93 min.

Time of concentration (TC) = 12.16 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.103 to Point/Station 2.103 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 12.16 min.

Rainfall intensity = 2.084(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.858
Subarea runoff = 14.479(CFS) for 8.520(Ac.)
Total runoff = 29.949(CFS)
Effective area this stream = 16.75(Ac.)
Total Study Area (Main Stream No. 2) = 144.40(Ac.)
Area averaged Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.103 to Point/Station 2.001 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 761.620(Ft.)
Downstream point/station elevation = 760.300(Ft.)
Pipe length = 107.08(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 29.949(CFS)
Nearest computed pipe diameter = 27.00(In.)
Calculated individual pipe flow = 29.949(CFS)
Normal flow depth in pipe = 19.50(In.)
Flow top width inside pipe = 24.19(In.)
Critical Depth = 22.76(In.)
B3-41
1535
Pipe flow velocity = 9.74(Ft/s)
Travel time through pipe = 0.18 min.

Time of concentration (TC) = 12.34 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.001 to Point/Station 2.001 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 2
Stream flow area = 16.750(Ac.)
Runoff from this stream = 29.949(CFS)
Time of concentration = 12.34 min.

Rainfall intensity = 2.066(In/Hr)
Area averaged loss rate (Fm) = 0.0978(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.200 to Point/Station 2.001 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data:

Initial area flow distance = 81.220(Ft.)
Top (of initial area) elevation = 761.110(Ft.)
Bottom (of initial area) elevation = 760.300(Ft.)
Difference in elevation = 0.810(Ft.)
Slope = 0.00997 s(%)= 1.00
TC = k(0.299)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 4.365 min.

Rainfall intensity = 3.855(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.877 Subarea runoff = 1.995(CFS)
Total initial stream area = 0.590(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.001 to Point/Station 2.001 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 3
Stream flow area = 0.590(Ac.)
Runoff from this stream = 1.995(CFS)
Time of concentration = 4.37 min.

B3-42
1536
Rainfall intensity = 3.855(In/Hr)
Area averaged loss rate (Fm) = 0.0978(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 11.09 5.350 9.61 0.098 2.400
2 29.95 16.750 12.34 0.098 2.066
3 1.99 0.590 4.37 0.098 3.855
Qmax(1) =

1.000 * 1.000 * 11.087) +

1.170 * 0.779 * 29.949) +

0.613 * 1.000 * 1.995) + = 39.594
Qmax(2) =

0.855 * 1.000 * 11.087) +

1.000 * 1.000 * 29.949) +

0.524 * 1.000 * 1.995) + = 40.470
Qmax(3) =

1.631 * 0.454 * 11.087) +

1.909 * 0.354 * 29.949) +

1.000 * 1.000 * 1.995) + = 30.426
Total of 3 streams to confluence:

Flow rates before confluence point:

11.087 29.949 1.995
Maximum flow rates at confluence using above data:

39.594 40.470 30.426
Area of streams before confluence:

5.350 16.750 0.590
Effective area values after confluence:

18.982 22.690 8.943
Results of confluence:

Total flow rate = 40.470(CFS)
Time of concentration = 12.345 min.

Effective stream area after confluence = 22.690(Ac.)
Study area average Pervious fraction(Ap) = 0.100
Study area average soil loss rate(Fm) = 0.098(In/Hr)
Study area total (this main stream) = 22.69(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.001 to Point/Station 2.002 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 760.300(Ft.)
Downstream point/station elevation = 755.350(Ft.)
Pipe length = 642.08(Ft.) Manning's N = 0.013
B3-43
1537
No. of pipes = 1 Required pipe flow = 40.470(CFS)
Nearest computed pipe diameter = 33.00(In.)
Calculated individual pipe flow = 40.470(CFS)
Normal flow depth in pipe = 23.84(In.)
Flow top width inside pipe = 29.56(In.)
Critical Depth = 25.39(In.)
Pipe flow velocity = 8.81(Ft/s)
Travel time through pipe = 1.21 min.

Time of concentration (TC) = 13.56 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.001 to Point/Station 2.002 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 13.56 min.

Rainfall intensity = 1.953(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.855
Subarea runoff = 4.037(CFS) for 3.970(Ac.)
Total runoff = 44.507(CFS)
Effective area this stream = 26.66(Ac.)
Total Study Area (Main Stream No. 2) = 148.96(Ac.)
Area averaged Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.002 to Point/Station 2.002 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 1
Stream flow area = 26.660(Ac.)
Runoff from this stream = 44.507(CFS)
Time of concentration = 13.56 min.

Rainfall intensity = 1.953(In/Hr)
Area averaged loss rate (Fm) = 0.0978(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.300 to Point/Station 2.301 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
B3-44
1538
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data:

Initial area flow distance = 656.930(Ft.)
Top (of initial area) elevation = 767.140(Ft.)
Bottom (of initial area) elevation = 763.850(Ft.)
Difference in elevation = 3.290(Ft.)
Slope = 0.00501 s(%)= 0.50
TC = k(0.299)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 11.560 min.

Rainfall intensity = 2.149(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.859 Subarea runoff = 3.304(CFS)
Total initial stream area = 1.790(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.301 to Point/Station 2.301 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 11.56 min.

Rainfall intensity = 2.149(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.859
Subarea runoff = 10.799(CFS) for 5.850(Ac.)
Total runoff = 14.103(CFS)
Effective area this stream = 7.64(Ac.)
Total Study Area (Main Stream No. 2) = 156.60(Ac.)
Area averaged Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.301 to Point/Station 2.302 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 763.850(Ft.)
Downstream point/station elevation = 760.160(Ft.)
Pipe length = 738.89(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 14.103(CFS)
Nearest computed pipe diameter = 24.00(In.)
Calculated individual pipe flow = 14.103(CFS)
Normal flow depth in pipe = 17.51(In.)
Flow top width inside pipe = 21.32(In.)
Critical Depth = 16.22(In.)
Pipe flow velocity = 5.74(Ft/s)
B3-45
1539
Travel time through pipe = 2.14 min.

Time of concentration (TC) = 13.70 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.302 to Point/Station 2.302 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 13.70 min.

Rainfall intensity = 1.940(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.855
Subarea runoff = 10.273(CFS) for 7.060(Ac.)
Total runoff = 24.376(CFS)
Effective area this stream = 14.70(Ac.)
Total Study Area (Main Stream No. 2) = 163.66(Ac.)
Area averaged Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.302 to Point/Station 2.002 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 760.160(Ft.)
Downstream point/station elevation = 755.350(Ft.)
Pipe length = 76.19(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 24.376(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 24.376(CFS)
Normal flow depth in pipe = 13.64(In.)
Flow top width inside pipe = 15.42(In.)
Critical depth could not be calculated.

Pipe flow velocity = 16.95(Ft/s)
Travel time through pipe = 0.07 min.

Time of concentration (TC) = 13.78 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.002 to Point/Station 2.002 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 2
Stream flow area = 14.700(Ac.)
Runoff from this stream = 24.376(CFS)
Time of concentration = 13.78 min.

Rainfall intensity = 1.934(In/Hr)
B3-46
1540
Area averaged loss rate (Fm) = 0.0978(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.400 to Point/Station 2.401 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data:

Initial area flow distance = 544.320(Ft.)
Top (of initial area) elevation = 766.500(Ft.)
Bottom (of initial area) elevation = 763.780(Ft.)
Difference in elevation = 2.720(Ft.)
Slope = 0.00500 s(%)= 0.50
TC = k(0.299)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 10.728 min.

Rainfall intensity = 2.247(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.861 Subarea runoff = 2.244(CFS)
Total initial stream area = 1.160(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.401 to Point/Station 2.401 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 10.73 min.

Rainfall intensity = 2.247(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.861
Subarea runoff = 7.913(CFS) for 4.090(Ac.)
Total runoff = 10.157(CFS)
Effective area this stream = 5.25(Ac.)
Total Study Area (Main Stream No. 2) = 168.91(Ac.)
Area averaged Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.401 to Point/Station 2.402 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** B3-47
1541
______________________________________________________________________ Upstream point/station elevation = 763.780(Ft.)
Downstream point/station elevation = 761.070(Ft.)
Pipe length = 541.68(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 10.157(CFS)
Nearest computed pipe diameter = 21.00(In.)
Calculated individual pipe flow = 10.157(CFS)
Normal flow depth in pipe = 15.66(In.)
Flow top width inside pipe = 18.29(In.)
Critical Depth = 14.24(In.)
Pipe flow velocity = 5.28(Ft/s)
Travel time through pipe = 1.71 min.

Time of concentration (TC) = 12.44 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.402 to Point/Station 2.402 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 12.44 min.

Rainfall intensity = 2.056(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.857
Subarea runoff = 5.885(CFS) for 3.850(Ac.)
Total runoff = 16.042(CFS)
Effective area this stream = 9.10(Ac.)
Total Study Area (Main Stream No. 2) = 172.76(Ac.)
Area averaged Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.402 to Point/Station 2.002 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 761.070(Ft.)
Downstream point/station elevation = 755.350(Ft.)
Pipe length = 62.68(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 16.042(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 16.042(CFS)
Normal flow depth in pipe = 10.36(In.)
Flow top width inside pipe = 13.87(In.)
Critical depth could not be calculated.

Pipe flow velocity = 17.75(Ft/s)
Travel time through pipe = 0.06 min.

Time of concentration (TC) = 12.50 min.

B3-48
1542
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.002 to Point/Station 2.002 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 3
Stream flow area = 9.100(Ac.)
Runoff from this stream = 16.042(CFS)
Time of concentration = 12.50 min.

Rainfall intensity = 2.051(In/Hr)
Area averaged loss rate (Fm) = 0.0978(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 44.51 26.660 13.56 0.098 1.953
2 24.38 14.700 13.78 0.098 1.934
3 16.04 9.100 12.50 0.098 2.051
Qmax(1) =

1.000 * 1.000 * 44.507) +

1.010 * 0.984 * 24.376) +

0.950 * 1.000 * 16.042) + = 83.976
Qmax(2) =

0.990 * 1.000 * 44.507) +

1.000 * 1.000 * 24.376) +

0.940 * 1.000 * 16.042) + = 83.516
Qmax(3) =

1.053 * 0.922 * 44.507) +

1.064 * 0.907 * 24.376) +

1.000 * 1.000 * 16.042) + = 82.741
Total of 3 streams to confluence:

Flow rates before confluence point:

44.507 24.376 16.042
Maximum flow rates at confluence using above data:

83.976 83.516 82.741
Area of streams before confluence:

26.660 14.700 9.100
Effective area values after confluence:

50.225 50.460 47.004
Results of confluence:

Total flow rate = 83.976(CFS)
Time of concentration = 13.559 min.

Effective stream area after confluence = 50.225(Ac.)
Study area average Pervious fraction(Ap) = 0.100
Study area average soil loss rate(Fm) = 0.098(In/Hr)
B3-49
1543
Study area total (this main stream) = 50.46(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.002 to Point/Station 2.003 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 755.350(Ft.)
Downstream point/station elevation = 754.000(Ft.)
Pipe length = 210.71(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 83.976(CFS)
Nearest computed pipe diameter = 45.00(In.)
Calculated individual pipe flow = 83.976(CFS)
Normal flow depth in pipe = 32.39(In.)
Flow top width inside pipe = 40.42(In.)
Critical Depth = 33.86(In.)
Pipe flow velocity = 9.87(Ft/s)
Travel time through pipe = 0.36 min.

Time of concentration (TC) = 13.92 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.003 to Point/Station 2.003 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 13.92 min.

Rainfall intensity = 1.923(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.854
Subarea runoff = 12.683(CFS) for 8.630(Ac.)
Total runoff = 96.659(CFS)
Effective area this stream = 58.86(Ac.)
Total Study Area (Main Stream No. 2) = 181.39(Ac.)
Area averaged Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.003 to Point/Station 2.003 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 1
Stream flow area = 58.855(Ac.)
Runoff from this stream = 96.659(CFS)
Time of concentration = 13.92 min.

Rainfall intensity = 1.923(In/Hr)
Area averaged loss rate (Fm) = 0.0978(In/Hr)
B3-50
1544
Area averaged Pervious ratio (Ap) = 0.1000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.500 to Point/Station 2.501 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data:

Initial area flow distance = 580.350(Ft.)
Top (of initial area) elevation = 777.930(Ft.)
Bottom (of initial area) elevation = 766.900(Ft.)
Difference in elevation = 11.030(Ft.)
Slope = 0.01901 s(%)= 1.90
TC = k(0.299)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 8.426 min.

Rainfall intensity = 2.598(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.866 Subarea runoff = 8.550(CFS)
Total initial stream area = 3.800(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.501 to Point/Station 2.501 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 8.43 min.

Rainfall intensity = 2.598(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.866
Subarea runoff = 14.401(CFS) for 6.400(Ac.)
Total runoff = 22.951(CFS)
Effective area this stream = 10.20(Ac.)
Total Study Area (Main Stream No. 2) = 191.59(Ac.)
Area averaged Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.501 to Point/Station 2.502 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ B3-51
1545
Upstream point/station elevation = 766.900(Ft.)
Downstream point/station elevation = 759.860(Ft.)
Pipe length = 1139.32(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 22.951(CFS)
Nearest computed pipe diameter = 27.00(In.)
Calculated individual pipe flow = 22.951(CFS)
Normal flow depth in pipe = 20.86(In.)
Flow top width inside pipe = 22.64(In.)
Critical Depth = 20.12(In.)
Pipe flow velocity = 6.96(Ft/s)
Travel time through pipe = 2.73 min.

Time of concentration (TC) = 11.15 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.502 to Point/Station 2.502 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 11.15 min.

Rainfall intensity = 2.196(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.860
Subarea runoff = 5.181(CFS) for 4.700(Ac.)
Total runoff = 28.132(CFS)
Effective area this stream = 14.90(Ac.)
Total Study Area (Main Stream No. 2) = 196.29(Ac.)
Area averaged Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.502 to Point/Station 2.503 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 759.860(Ft.)
Downstream point/station elevation = 757.060(Ft.)
Pipe length = 560.70(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 28.132(CFS)
Nearest computed pipe diameter = 30.00(In.)
Calculated individual pipe flow = 28.132(CFS)
Normal flow depth in pipe = 23.81(In.)
Flow top width inside pipe = 24.28(In.)
Critical Depth = 21.70(In.)
Pipe flow velocity = 6.73(Ft/s)
Travel time through pipe = 1.39 min.

Time of concentration (TC) = 12.54 min.

B3-52
1546
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.503 to Point/Station 2.003 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 757.060(Ft.)
Downstream point/station elevation = 754.000(Ft.)
Pipe length = 616.83(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 28.132(CFS)
Nearest computed pipe diameter = 30.00(In.)
Calculated individual pipe flow = 28.132(CFS)
Normal flow depth in pipe = 23.91(In.)
Flow top width inside pipe = 24.14(In.)
Critical Depth = 21.70(In.)
Pipe flow velocity = 6.71(Ft/s)
Travel time through pipe = 1.53 min.

Time of concentration (TC) = 14.07 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.003 to Point/Station 2.003 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 2
Stream flow area = 14.900(Ac.)
Runoff from this stream = 28.132(CFS)
Time of concentration = 14.07 min.

Rainfall intensity = 1.910(In/Hr)
Area averaged loss rate (Fm) = 0.0978(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 96.66 58.855 13.92 0.098 1.923
2 28.13 14.900 14.07 0.098 1.910
Qmax(1) =

1.000 * 1.000 * 96.659) +

1.007 * 0.989 * 28.132) + = 124.674
Qmax(2) =

0.993 * 1.000 * 96.659) +

1.000 * 1.000 * 28.132) + = 124.099
Total of 2 streams to confluence:

Flow rates before confluence point:

96.659 28.132
Maximum flow rates at confluence using above data:
124.674 124.099
B3-53
1547
Area of streams before confluence:

58.855 14.900
Effective area values after confluence:

73.587 73.755
Results of confluence:

Total flow rate = 124.674(CFS)
Time of concentration = 13.915 min.

Effective stream area after confluence = 73.587(Ac.)
Study area average Pervious fraction(Ap) = 0.100
Study area average soil loss rate(Fm) = 0.098(In/Hr)
Study area total (this main stream) = 73.76(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.003 to Point/Station 2.004 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 754.000(Ft.)
Downstream point/station elevation = 744.250(Ft.)
Pipe length = 1083.36(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 124.674(CFS)
Nearest computed pipe diameter = 48.00(In.)
Calculated individual pipe flow = 124.674(CFS)
Normal flow depth in pipe = 36.09(In.)
Flow top width inside pipe = 41.46(In.)
Critical Depth = 40.24(In.)
Pipe flow velocity = 12.30(Ft/s)
Travel time through pipe = 1.47 min.

Time of concentration (TC) = 15.38 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.004 to Point/Station 2.004 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 15.38 min.

Rainfall intensity = 1.810(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.851
Subarea runoff = 1.610(CFS) for 8.350(Ac.)
Total runoff = 126.284(CFS)
Effective area this stream = 81.94(Ac.)
Total Study Area (Main Stream No. 2) = 204.64(Ac.)
Area averaged Fm value = 0.098(In/Hr)
B3-54
1548
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.004 to Point/Station 1.008 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 744.250(Ft.)
Downstream point/station elevation = 716.130(Ft.)
Pipe length = 46.30(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 126.284(CFS)
Nearest computed pipe diameter = 24.00(In.)
Calculated individual pipe flow = 126.284(CFS)
Normal flow depth in pipe = 15.02(In.)
Flow top width inside pipe = 23.23(In.)
Critical depth could not be calculated.

Pipe flow velocity = 61.01(Ft/s)
Travel time through pipe = 0.01 min.

Time of concentration (TC) = 15.40 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.008 to Point/Station 1.008 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 81.937(Ac.)
Runoff from this stream = 126.284(CFS)
Time of concentration = 15.40 min.

Rainfall intensity = 1.809(In/Hr)
Area averaged loss rate (Fm) = 0.0978(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 102.33 77.448 11.55 0.838 2.150
2 126.28 81.937 15.40 0.098 1.809
Qmax(1) =

1.000 * 1.000 * 102.331) +

1.199 * 0.750 * 126.284) + = 215.916
Qmax(2) =

0.740 * 1.000 * 102.331) +

1.000 * 1.000 * 126.284) + = 202.054
Total of 2 main streams to confluence:

Flow rates before confluence point:
103.331 127.284
Maximum flow rates at confluence using above data:
215.916 202.054
B3-55
1549
Area of streams before confluence:

77.448 81.937
Effective area values after confluence:
138.913 159.385
Results of confluence:

Total flow rate = 215.916(CFS)
Time of concentration = 11.550 min.

Effective stream area after confluence = 138.913(Ac.)
Study area average Pervious fraction(Ap) = 0.468
Study area average soil loss rate(Fm) = 0.457(In/Hr)
Study area total = 159.38(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.008 to Point/Station 1.009 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 716.130(Ft.)
Downstream point/station elevation = 715.440(Ft.)
Pipe length = 132.26(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 215.916(CFS)
Nearest computed pipe diameter = 66.00(In.)
Calculated individual pipe flow = 215.916(CFS)
Normal flow depth in pipe = 48.47(In.)
Flow top width inside pipe = 58.30(In.)
Critical Depth = 49.35(In.)
Pipe flow velocity = 11.54(Ft/s)
Travel time through pipe = 0.19 min.

Time of concentration (TC) = 11.74 min.

End of computations, Total Study Area = 204.64 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.

Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation.

Area averaged pervious area fraction(Ap) = 0.553
Area averaged SCS curve number = 32.0
B3-56
1550
Ontario Regional Sports Complex D
A.3 – 25-YEAR HYDROLOGY MODEL
B3-57
1551
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2019 Version 9.1 Rational Hydrology Study Date: 05/16/24
------------------------------------------------------------------------

ORSC HYDROLOGY & HYDRAULICS

PROPOSED CONDITIONS
25-YEAR STORM EVENT
------------------------------------------------------------------------ Program License Serial Number 6639
------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 25.0
10 Year storm 1 hour rainfall = 0.800(In.)
100 Year storm 1 hour rainfall = 1.200(In.)
Computed rainfall intensity:

Storm year = 25.00 1 hour rainfall = 0.959 (In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 1.001 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.831(In/Hr) Initial subarea data:

Rainfall intensity = 2.039(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.533 Subarea runoff = 2.630(CFS)
Total initial stream area = 2.420(Ac.)
B3-58
1552
Pervious area fraction = 0.850
Initial area Fm value = 0.831(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.001 to Point/Station 1.001 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.0100 Max loss rate(Fm)= 0.010(In/Hr) Time of concentration = 17.08 min.

Rainfall intensity = 2.039(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.640
Subarea runoff = 1.844(CFS) for 1.010(Ac.)
Total runoff = 4.474(CFS)
Effective area this stream = 3.43(Ac.)
Total Study Area (Main Stream No. 1) = 3.43(Ac.)
Area averaged Fm value = 0.589(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.001 to Point/Station 1.002 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 744.440(Ft.)
Downstream point/station elevation = 739.410(Ft.)
Pipe length = 466.03(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 4.474(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 4.474(CFS)
Normal flow depth in pipe = 8.95(In.)
Flow top width inside pipe = 14.72(In.)
Critical Depth = 10.28(In.)
Pipe flow velocity = 5.85(Ft/s)
Travel time through pipe = 1.33 min.

Time of concentration (TC) = 18.41 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.002 to Point/Station 1.002 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.831(In/Hr) Time of concentration = 18.41 min.

B3-59
1553
Rainfall intensity = 1.949(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.586
Subarea runoff = 1.806(CFS) for 2.070(Ac.)
Total runoff = 6.280(CFS)
Effective area this stream = 5.50(Ac.)
Total Study Area (Main Stream No. 1) = 5.50(Ac.)
Area averaged Fm value = 0.680(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.002 to Point/Station 1.003 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 739.410(Ft.)
Downstream point/station elevation = 736.150(Ft.)
Pipe length = 829.94(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 6.280(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 6.280(CFS)
Normal flow depth in pipe = 14.06(In.)
Flow top width inside pipe = 14.88(In.)
Critical Depth = 11.63(In.)
Pipe flow velocity = 4.24(Ft/s)
Travel time through pipe = 3.26 min.

Time of concentration (TC) = 21.67 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.003 to Point/Station 1.003 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.831(In/Hr) Time of concentration = 21.67 min.

Rainfall intensity = 1.767(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.526
Subarea runoff = 1.695(CFS) for 3.080(Ac.)
Total runoff = 7.976(CFS)
Effective area this stream = 8.58(Ac.)
Total Study Area (Main Stream No. 1) = 8.58(Ac.)
Area averaged Fm value = 0.734(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.003 to Point/Station 1.003 **** CONFLUENCE OF MINOR STREAMS ****
B3-60
1554
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1
Stream flow area = 8.580(Ac.)
Runoff from this stream = 7.976(CFS)
Time of concentration = 21.67 min.

Rainfall intensity = 1.767(In/Hr)
Area averaged loss rate (Fm) = 0.7345(In/Hr)
Area averaged Pervious ratio (Ap) = 0.7511
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.100 to Point/Station 1.110 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.831(In/Hr) Initial subarea data:

Rainfall intensity = 2.408(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.589 Subarea runoff = 7.382(CFS)
Total initial stream area = 5.200(Ac.)
Pervious area fraction = 0.850
Initial area Fm value = 0.831(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.110 to Point/Station 1.003 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 747.710(Ft.)
Downstream point/station elevation = 736.150(Ft.)
Pipe length = 1096.21(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 7.382(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 7.382(CFS)
Normal flow depth in pipe = 10.93(In.)
Flow top width inside pipe = 17.58(In.)
Critical Depth = 12.63(In.)
Pipe flow velocity = 6.57(Ft/s)
Travel time through pipe = 2.78 min.

Time of concentration (TC) = 15.71 min.

B3-61
1555
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.003 to Point/Station 1.003 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.9000 Max loss rate(Fm)= 0.880(In/Hr) Time of concentration = 15.71 min.

Rainfall intensity = 2.143(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.533
Subarea runoff = 41.153(CFS) for 37.300(Ac.)
Total runoff = 48.535(CFS)
Effective area this stream = 42.50(Ac.)
Total Study Area (Main Stream No. 1) = 51.08(Ac.)
Area averaged Fm value = 0.874(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.003 to Point/Station 1.003 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2
Stream flow area = 42.500(Ac.)
Runoff from this stream = 48.535(CFS)
Time of concentration = 15.71 min.

Rainfall intensity = 2.143(In/Hr)
Area averaged loss rate (Fm) = 0.8740(In/Hr)
Area averaged Pervious ratio (Ap) = 0.8939
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 7.98 8.580 21.67 0.734 1.767
2 48.54 42.500 15.71 0.874 2.143
Qmax(1) =

1.000 * 1.000 * 7.976) +

0.704 * 1.000 * 48.535) + = 42.143
Qmax(2) =

1.364 * 0.725 * 7.976) +

1.000 * 1.000 * 48.535) + = 56.423
Total of 2 streams to confluence:

Flow rates before confluence point:

7.976 48.535
B3-62
1556
Maximum flow rates at confluence using above data:

42.143 56.423
Area of streams before confluence:

8.580 42.500
Effective area values after confluence:

51.080 48.723
Results of confluence:

Total flow rate = 56.423(CFS)
Time of concentration = 15.714 min.

Effective stream area after confluence = 48.723(Ac.)
Study area average Pervious fraction(Ap) = 0.870
Study area average soil loss rate(Fm) = 0.851(In/Hr)
Study area total (this main stream) = 51.08(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.003 to Point/Station 1.004 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 736.150(Ft.)
Downstream point/station elevation = 728.980(Ft.)
Pipe length = 687.24(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 56.423(CFS)
Nearest computed pipe diameter = 36.00(In.)
Calculated individual pipe flow = 56.423(CFS)
Normal flow depth in pipe = 24.98(In.)
Flow top width inside pipe = 33.18(In.)
Critical Depth = 29.22(In.)
Pipe flow velocity = 10.77(Ft/s)
Travel time through pipe = 1.06 min.

Time of concentration (TC) = 16.78 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.004 to Point/Station 1.004 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.831(In/Hr) The area added to the existing stream causes a
a lower flow rate of Q = 55.329(CFS)
therefore the upstream flow rate of Q = 56.423(CFS) is being used Time of concentration = 16.78 min.

Rainfall intensity = 2.060(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.529
Subarea runoff = 0.000(CFS) for 2.060(Ac.)
Total runoff = 56.423(CFS)
B3-63
1557
Effective area this stream = 50.78(Ac.)
Total Study Area (Main Stream No. 1) = 53.14(Ac.)
Area averaged Fm value = 0.850(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.004 to Point/Station 1.005 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 728.980(Ft.)
Downstream point/station elevation = 724.170(Ft.)
Pipe length = 456.65(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 56.423(CFS)
Nearest computed pipe diameter = 36.00(In.)
Calculated individual pipe flow = 56.423(CFS)
Normal flow depth in pipe = 24.89(In.)
Flow top width inside pipe = 33.26(In.)
Critical Depth = 29.22(In.)
Pipe flow velocity = 10.81(Ft/s)
Travel time through pipe = 0.70 min.

Time of concentration (TC) = 17.48 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.005 to Point/Station 1.005 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.831(In/Hr) The area added to the existing stream causes a
a lower flow rate of Q = 54.649(CFS)
therefore the upstream flow rate of Q = 56.423(CFS) is being used Time of concentration = 17.48 min.

Rainfall intensity = 2.010(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.520
Subarea runoff = 0.000(CFS) for 1.520(Ac.)
Total runoff = 56.423(CFS)
Effective area this stream = 52.30(Ac.)
Total Study Area (Main Stream No. 1) = 54.66(Ac.)
Area averaged Fm value = 0.849(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.005 to Point/Station 1.006 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 724.170(Ft.)
B3-64
1558
Downstream point/station elevation = 720.970(Ft.)
Pipe length = 1020.52(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 56.423(CFS)
Nearest computed pipe diameter = 45.00(In.)
Calculated individual pipe flow = 56.423(CFS)
Normal flow depth in pipe = 31.41(In.)
Flow top width inside pipe = 41.32(In.)
Critical Depth = 27.67(In.)
Pipe flow velocity = 6.86(Ft/s)
Travel time through pipe = 2.48 min.

Time of concentration (TC) = 19.96 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.006 to Point/Station 1.006 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.831(In/Hr) The area added to the existing stream causes a
a lower flow rate of Q = 49.801(CFS)
therefore the upstream flow rate of Q = 56.423(CFS) is being used Time of concentration = 19.96 min.

Rainfall intensity = 1.856(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.489
Subarea runoff = 0.000(CFS) for 2.590(Ac.)
Total runoff = 56.423(CFS)
Effective area this stream = 54.89(Ac.)
Total Study Area (Main Stream No. 1) = 57.25(Ac.)
Area averaged Fm value = 0.848(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.006 to Point/Station 1.006 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1
Stream flow area = 54.893(Ac.)
Runoff from this stream = 56.423(CFS)
Time of concentration = 19.96 min.

Rainfall intensity = 1.856(In/Hr)
Area averaged loss rate (Fm) = 0.8484(In/Hr)
Area averaged Pervious ratio (Ap) = 0.8677
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.200 to Point/Station 1.201 B3-65
1559
**** INITIAL AREA EVALUATION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.831(In/Hr) Initial subarea data:

Rainfall intensity = 2.665(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.619 Subarea runoff = 5.462(CFS)
Total initial stream area = 3.310(Ac.)
Pervious area fraction = 0.850
Initial area Fm value = 0.831(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.201 to Point/Station 1.006 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 749.880(Ft.)
Downstream point/station elevation = 720.970(Ft.)
Pipe length = 821.99(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 5.462(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 5.462(CFS)
Normal flow depth in pipe = 8.25(In.)
Flow top width inside pipe = 11.12(In.)
Critical Depth = 11.25(In.)
Pipe flow velocity = 9.49(Ft/s)
Travel time through pipe = 1.44 min.

Time of concentration (TC) = 12.37 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.006 to Point/Station 1.006 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.831(In/Hr) Time of concentration = 12.37 min.

Rainfall intensity = 2.473(In/Hr) for a 25.0 year storm B3-66
1560
Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.598
Subarea runoff = 27.056(CFS) for 18.690(Ac.)
Total runoff = 32.519(CFS)
Effective area this stream = 22.00(Ac.)
Total Study Area (Main Stream No. 1) = 79.25(Ac.)
Area averaged Fm value = 0.831(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.006 to Point/Station 1.006 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2
Stream flow area = 22.000(Ac.)
Runoff from this stream = 32.519(CFS)
Time of concentration = 12.37 min.

Rainfall intensity = 2.473(In/Hr)
Area averaged loss rate (Fm) = 0.8311(In/Hr)
Area averaged Pervious ratio (Ap) = 0.8500
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 56.42 54.893 19.96 0.848 1.856
2 32.52 22.000 12.37 0.831 2.473
Qmax(1) =

1.000 * 1.000 * 56.423) +

0.624 * 1.000 * 32.519) + = 76.725
Qmax(2) =

1.612 * 0.620 * 56.423) +

1.000 * 1.000 * 32.519) + = 88.901
Total of 2 streams to confluence:

Flow rates before confluence point:

56.423 32.519
Maximum flow rates at confluence using above data:

76.725 88.901
Area of streams before confluence:

54.893 22.000
Effective area values after confluence:

76.893 56.026
Results of confluence:

Total flow rate = 88.901(CFS)
Time of concentration = 12.373 min.

Effective stream area after confluence = 56.026(Ac.)
Study area average Pervious fraction(Ap) = 0.863
Study area average soil loss rate(Fm) = 0.843(In/Hr)
B3-67
1561
Study area total (this main stream) = 76.89(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.006 to Point/Station 1.007 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 720.970(Ft.)
Downstream point/station elevation = 716.610(Ft.)
Pipe length = 1002.81(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 88.901(CFS)
Nearest computed pipe diameter = 48.00(In.)
Calculated individual pipe flow = 88.901(CFS)
Normal flow depth in pipe = 36.94(In.)
Flow top width inside pipe = 40.43(In.)
Critical Depth = 34.31(In.)
Pipe flow velocity = 8.57(Ft/s)
Travel time through pipe = 1.95 min.

Time of concentration (TC) = 14.32 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.007 to Point/Station 1.007 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.831(In/Hr) The area added to the existing stream causes a
a lower flow rate of Q = 74.996(CFS)
therefore the upstream flow rate of Q = 88.901(CFS) is being used Time of concentration = 14.32 min.

Rainfall intensity = 2.266(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.565
Subarea runoff = 0.000(CFS) for 2.550(Ac.)
Total runoff = 88.901(CFS)
Effective area this stream = 58.58(Ac.)
Total Study Area (Main Stream No. 1) = 81.80(Ac.)
Area averaged Fm value = 0.843(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.007 to Point/Station 1.007 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1
Stream flow area = 58.576(Ac.)
Runoff from this stream = 88.901(CFS)
B3-68
1562
Time of concentration = 14.32 min.

Rainfall intensity = 2.266(In/Hr)
Area averaged loss rate (Fm) = 0.8429(In/Hr)
Area averaged Pervious ratio (Ap) = 0.8621
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.300 to Point/Station 1.301 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.831(In/Hr) Initial subarea data:

Rainfall intensity = 3.339(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.676 Subarea runoff = 5.845(CFS)
Total initial stream area = 2.590(Ac.)
Pervious area fraction = 0.850
Initial area Fm value = 0.831(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.301 to Point/Station 1.007 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 749.960(Ft.)
Downstream point/station elevation = 716.610(Ft.)
Pipe length = 972.89(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 5.845(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 5.845(CFS)
Normal flow depth in pipe = 8.79(In.)
Flow top width inside pipe = 10.62(In.)
Critical depth could not be calculated.

Pipe flow velocity = 9.49(Ft/s)
Travel time through pipe = 1.71 min.

Time of concentration (TC) = 9.21 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.007 to Point/Station 1.007 B3-69
1563
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.831(In/Hr) Time of concentration = 9.21 min.

Rainfall intensity = 2.952(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.647
Subarea runoff = 39.581(CFS) for 21.210(Ac.)
Total runoff = 45.426(CFS)
Effective area this stream = 23.80(Ac.)
Total Study Area (Main Stream No. 1) = 105.60(Ac.)
Area averaged Fm value = 0.831(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.007 to Point/Station 1.007 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2
Stream flow area = 23.800(Ac.)
Runoff from this stream = 45.426(CFS)
Time of concentration = 9.21 min.

Rainfall intensity = 2.952(In/Hr)
Area averaged loss rate (Fm) = 0.8311(In/Hr)
Area averaged Pervious ratio (Ap) = 0.8500
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 88.90 58.576 14.32 0.843 2.266
2 45.43 23.800 9.21 0.831 2.952
Qmax(1) =

1.000 * 1.000 * 88.901) +

0.676 * 1.000 * 45.426) + = 119.625
Qmax(2) =

1.482 * 0.643 * 88.901) +

1.000 * 1.000 * 45.426) + = 130.216
Total of 2 streams to confluence:

Flow rates before confluence point:

88.901 45.426
Maximum flow rates at confluence using above data:
119.625 130.216
Area of streams before confluence:

58.576 23.800
B3-70
1564
Effective area values after confluence:

82.376 61.485
Results of confluence:

Total flow rate = 130.216(CFS)
Time of concentration = 9.215 min.

Effective stream area after confluence = 61.485(Ac.)
Study area average Pervious fraction(Ap) = 0.859
Study area average soil loss rate(Fm) = 0.840(In/Hr)
Study area total (this main stream) = 82.38(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.007 to Point/Station 1.008 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 716.610(Ft.)
Downstream point/station elevation = 716.130(Ft.)
Pipe length = 623.01(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 130.216(CFS)
Nearest computed pipe diameter = 75.00(In.)
Calculated individual pipe flow = 130.216(CFS)
Normal flow depth in pipe = 61.03(In.)
Flow top width inside pipe = 58.40(In.)
Critical Depth = 36.62(In.)
Pipe flow velocity = 4.87(Ft/s)
Travel time through pipe = 2.13 min.

Time of concentration (TC) = 11.35 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.008 to Point/Station 1.008 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.831(In/Hr) The area added to the existing stream causes a
a lower flow rate of Q = 124.381(CFS)
therefore the upstream flow rate of Q = 130.216(CFS) is being used Time of concentration = 11.35 min.

Rainfall intensity = 2.605(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.611
Subarea runoff = 0.000(CFS) for 16.700(Ac.)
Total runoff = 130.216(CFS)
Effective area this stream = 78.18(Ac.)
Total Study Area (Main Stream No. 1) = 122.30(Ac.)
Area averaged Fm value = 0.838(In/Hr)
B3-71
1565
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.008 to Point/Station 1.008 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 78.185(Ac.)
Runoff from this stream = 130.216(CFS)
Time of concentration = 11.35 min.

Rainfall intensity = 2.605(In/Hr)
Area averaged loss rate (Fm) = 0.8377(In/Hr)
Area averaged Pervious ratio (Ap) = 0.8567
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 2.001 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data:

Rainfall intensity = 2.878(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.869 Subarea runoff = 1.451(CFS)
Total initial stream area = 0.580(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.001 to Point/Station 2.001 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 9.61 min.

Rainfall intensity = 2.878(In/Hr) for a 25.0 year storm B3-72
1566
Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.869
Subarea runoff = 11.936(CFS) for 4.770(Ac.)
Total runoff = 13.387(CFS)
Effective area this stream = 5.35(Ac.)
Total Study Area (Main Stream No. 2) = 127.65(Ac.)
Area averaged Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.001 to Point/Station 2.001 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 1
Stream flow area = 5.350(Ac.)
Runoff from this stream = 13.387(CFS)
Time of concentration = 9.61 min.

Rainfall intensity = 2.878(In/Hr)
Area averaged loss rate (Fm) = 0.0978(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.100 to Point/Station 2.101 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data:

Rainfall intensity = 2.887(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.870 Subarea runoff = 2.786(CFS)
Total initial stream area = 1.110(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.101 to Point/Station 2.101 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ B3-73
1567
Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 9.56 min.

Rainfall intensity = 2.887(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.870
Subarea runoff = 10.970(CFS) for 4.370(Ac.)
Total runoff = 13.756(CFS)
Effective area this stream = 5.48(Ac.)
Total Study Area (Main Stream No. 2) = 133.13(Ac.)
Area averaged Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.101 to Point/Station 2.102 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 767.100(Ft.)
Downstream point/station elevation = 763.230(Ft.)
Pipe length = 599.32(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 13.756(CFS)
Nearest computed pipe diameter = 24.00(In.)
Calculated individual pipe flow = 13.756(CFS)
Normal flow depth in pipe = 15.61(In.)
Flow top width inside pipe = 22.89(In.)
Critical Depth = 16.03(In.)
Pipe flow velocity = 6.36(Ft/s)
Travel time through pipe = 1.57 min.

Time of concentration (TC) = 11.13 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.102 to Point/Station 2.102 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 11.13 min.

Rainfall intensity = 2.635(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.867
Subarea runoff = 5.039(CFS) for 2.750(Ac.)
Total runoff = 18.795(CFS)
Effective area this stream = 8.23(Ac.)
Total Study Area (Main Stream No. 2) = 135.88(Ac.)
Area averaged Fm value = 0.098(In/Hr)
B3-74
1568
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.102 to Point/Station 2.103 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 763.230(Ft.)
Downstream point/station elevation = 761.620(Ft.)
Pipe length = 323.10(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 18.795(CFS)
Nearest computed pipe diameter = 27.00(In.)
Calculated individual pipe flow = 18.795(CFS)
Normal flow depth in pipe = 19.29(In.)
Flow top width inside pipe = 24.39(In.)
Critical Depth = 18.20(In.)
Pipe flow velocity = 6.18(Ft/s)
Travel time through pipe = 0.87 min.

Time of concentration (TC) = 12.00 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.103 to Point/Station 2.103 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 12.00 min.

Rainfall intensity = 2.519(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.865
Subarea runoff = 17.702(CFS) for 8.520(Ac.)
Total runoff = 36.497(CFS)
Effective area this stream = 16.75(Ac.)
Total Study Area (Main Stream No. 2) = 144.40(Ac.)
Area averaged Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.103 to Point/Station 2.001 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 761.620(Ft.)
Downstream point/station elevation = 760.300(Ft.)
Pipe length = 107.08(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 36.497(CFS)
Nearest computed pipe diameter = 30.00(In.)
Calculated individual pipe flow = 36.497(CFS)
Normal flow depth in pipe = 20.32(In.)
B3-75
1569
Flow top width inside pipe = 28.05(In.)
Critical Depth = 24.56(In.)
Pipe flow velocity = 10.31(Ft/s)
Travel time through pipe = 0.17 min.

Time of concentration (TC) = 12.18 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.001 to Point/Station 2.001 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 2
Stream flow area = 16.750(Ac.)
Runoff from this stream = 36.497(CFS)
Time of concentration = 12.18 min.

Rainfall intensity = 2.497(In/Hr)
Area averaged loss rate (Fm) = 0.0978(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.200 to Point/Station 2.001 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data:

Rainfall intensity = 4.622(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.881 Subarea runoff = 2.402(CFS)
Total initial stream area = 0.590(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.001 to Point/Station 2.001 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 3
Stream flow area = 0.590(Ac.)
B3-76
1570
Runoff from this stream = 2.402(CFS)
Time of concentration = 4.37 min.

Rainfall intensity = 4.622(In/Hr)
Area averaged loss rate (Fm) = 0.0978(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 13.39 5.350 9.61 0.098 2.878
2 36.50 16.750 12.18 0.098 2.497
3 2.40 0.590 4.37 0.098 4.622
Qmax(1) =

1.000 * 1.000 * 13.387) +

1.159 * 0.789 * 36.497) +

0.615 * 1.000 * 2.402) + = 48.244
Qmax(2) =

0.863 * 1.000 * 13.387) +

1.000 * 1.000 * 36.497) +

0.530 * 1.000 * 2.402) + = 49.324
Qmax(3) =

1.627 * 0.454 * 13.387) +

1.885 * 0.358 * 36.497) +

1.000 * 1.000 * 2.402) + = 36.960
Total of 3 streams to confluence:

Flow rates before confluence point:

13.387 36.497 2.402
Maximum flow rates at confluence using above data:

48.244 49.324 36.960
Area of streams before confluence:

5.350 16.750 0.590
Effective area values after confluence:

19.161 22.690 9.024
Results of confluence:

Total flow rate = 49.324(CFS)
Time of concentration = 12.177 min.

Effective stream area after confluence = 22.690(Ac.)
Study area average Pervious fraction(Ap) = 0.100
Study area average soil loss rate(Fm) = 0.098(In/Hr)
Study area total (this main stream) = 22.69(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.001 to Point/Station 2.002 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 760.300(Ft.)
B3-77
1571
Downstream point/station elevation = 755.350(Ft.)
Pipe length = 642.08(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 49.324(CFS)
Nearest computed pipe diameter = 36.00(In.)
Calculated individual pipe flow = 49.324(CFS)
Normal flow depth in pipe = 25.31(In.)
Flow top width inside pipe = 32.90(In.)
Critical Depth = 27.42(In.)
Pipe flow velocity = 9.29(Ft/s)
Travel time through pipe = 1.15 min.

Time of concentration (TC) = 13.33 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.001 to Point/Station 2.002 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 13.33 min.

Rainfall intensity = 2.365(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.863
Subarea runoff = 5.084(CFS) for 3.970(Ac.)
Total runoff = 54.409(CFS)
Effective area this stream = 26.66(Ac.)
Total Study Area (Main Stream No. 2) = 148.96(Ac.)
Area averaged Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.002 to Point/Station 2.002 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 1
Stream flow area = 26.660(Ac.)
Runoff from this stream = 54.409(CFS)
Time of concentration = 13.33 min.

Rainfall intensity = 2.365(In/Hr)
Area averaged loss rate (Fm) = 0.0978(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.300 to Point/Station 2.301 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
B3-78
1572
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data:

Rainfall intensity = 2.576(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.866 Subarea runoff = 3.993(CFS)
Total initial stream area = 1.790(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.301 to Point/Station 2.301 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 11.56 min.

Rainfall intensity = 2.576(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.866
Subarea runoff = 13.050(CFS) for 5.850(Ac.)
Total runoff = 17.043(CFS)
Effective area this stream = 7.64(Ac.)
Total Study Area (Main Stream No. 2) = 156.60(Ac.)
Area averaged Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.301 to Point/Station 2.302 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 763.850(Ft.)
Downstream point/station elevation = 760.160(Ft.)
Pipe length = 738.89(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 17.043(CFS)
Nearest computed pipe diameter = 27.00(In.)
Calculated individual pipe flow = 17.043(CFS)
Normal flow depth in pipe = 17.91(In.)
Flow top width inside pipe = 25.52(In.)
B3-79
1573
Critical Depth = 17.30(In.)
Pipe flow velocity = 6.08(Ft/s)
Travel time through pipe = 2.02 min.

Time of concentration (TC) = 13.58 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.302 to Point/Station 2.302 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 13.58 min.

Rainfall intensity = 2.339(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.862
Subarea runoff = 12.604(CFS) for 7.060(Ac.)
Total runoff = 29.646(CFS)
Effective area this stream = 14.70(Ac.)
Total Study Area (Main Stream No. 2) = 163.66(Ac.)
Area averaged Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.302 to Point/Station 2.002 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 760.160(Ft.)
Downstream point/station elevation = 755.350(Ft.)
Pipe length = 76.19(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 29.646(CFS)
Nearest computed pipe diameter = 21.00(In.)
Calculated individual pipe flow = 29.646(CFS)
Normal flow depth in pipe = 13.50(In.)
Flow top width inside pipe = 20.12(In.)
Critical depth could not be calculated.

Pipe flow velocity = 18.14(Ft/s)
Travel time through pipe = 0.07 min.

Time of concentration (TC) = 13.65 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.002 to Point/Station 2.002 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 2
Stream flow area = 14.700(Ac.)
Runoff from this stream = 29.646(CFS)
B3-80
1574
Time of concentration = 13.65 min.

Rainfall intensity = 2.331(In/Hr)
Area averaged loss rate (Fm) = 0.0978(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.400 to Point/Station 2.401 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data:

Rainfall intensity = 2.695(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.867 Subarea runoff = 2.711(CFS)
Total initial stream area = 1.160(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.401 to Point/Station 2.401 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 10.73 min.

Rainfall intensity = 2.695(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.867
Subarea runoff = 9.559(CFS) for 4.090(Ac.)
Total runoff = 12.270(CFS)
Effective area this stream = 5.25(Ac.)
Total Study Area (Main Stream No. 2) = 168.91(Ac.)
Area averaged Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ B3-81
1575
Process from Point/Station 2.401 to Point/Station 2.402 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 763.780(Ft.)
Downstream point/station elevation = 761.070(Ft.)
Pipe length = 541.68(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 12.270(CFS)
Nearest computed pipe diameter = 24.00(In.)
Calculated individual pipe flow = 12.270(CFS)
Normal flow depth in pipe = 15.75(In.)
Flow top width inside pipe = 22.80(In.)
Critical Depth = 15.09(In.)
Pipe flow velocity = 5.61(Ft/s)
Travel time through pipe = 1.61 min.

Time of concentration (TC) = 12.34 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.402 to Point/Station 2.402 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 12.34 min.

Rainfall intensity = 2.478(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.864
Subarea runoff = 7.224(CFS) for 3.850(Ac.)
Total runoff = 19.493(CFS)
Effective area this stream = 9.10(Ac.)
Total Study Area (Main Stream No. 2) = 172.76(Ac.)
Area averaged Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.402 to Point/Station 2.002 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 761.070(Ft.)
Downstream point/station elevation = 755.350(Ft.)
Pipe length = 62.68(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 19.493(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 19.493(CFS)
Normal flow depth in pipe = 12.28(In.)
Flow top width inside pipe = 11.56(In.)
Critical depth could not be calculated.

Pipe flow velocity = 18.13(Ft/s)
B3-82
1576
Travel time through pipe = 0.06 min.

Time of concentration (TC) = 12.39 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.002 to Point/Station 2.002 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 3
Stream flow area = 9.100(Ac.)
Runoff from this stream = 19.493(CFS)
Time of concentration = 12.39 min.

Rainfall intensity = 2.471(In/Hr)
Area averaged loss rate (Fm) = 0.0978(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 54.41 26.660 13.33 0.098 2.365
2 29.65 14.700 13.65 0.098 2.331
3 19.49 9.100 12.39 0.098 2.471
Qmax(1) =

1.000 * 1.000 * 54.409) +

1.015 * 0.976 * 29.646) +

0.955 * 1.000 * 19.493) + = 102.415
Qmax(2) =

0.985 * 1.000 * 54.409) +

1.000 * 1.000 * 29.646) +

0.941 * 1.000 * 19.493) + = 101.588
Qmax(3) =

1.047 * 0.930 * 54.409) +

1.062 * 0.908 * 29.646) +

1.000 * 1.000 * 19.493) + = 101.027
Total of 3 streams to confluence:

Flow rates before confluence point:

54.409 29.646 19.493
Maximum flow rates at confluence using above data:
102.415 101.588 101.027
Area of streams before confluence:

26.660 14.700 9.100
Effective area values after confluence:

50.110 50.460 47.230
Results of confluence:

Total flow rate = 102.415(CFS)
Time of concentration = 13.330 min.

Effective stream area after confluence = 50.110(Ac.)
B3-83
1577
Study area average Pervious fraction(Ap) = 0.100
Study area average soil loss rate(Fm) = 0.098(In/Hr)
Study area total (this main stream) = 50.46(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.002 to Point/Station 2.003 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 755.350(Ft.)
Downstream point/station elevation = 754.000(Ft.)
Pipe length = 210.71(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 102.415(CFS)
Nearest computed pipe diameter = 48.00(In.)
Calculated individual pipe flow = 102.415(CFS)
Normal flow depth in pipe = 35.30(In.)
Flow top width inside pipe = 42.35(In.)
Critical Depth = 36.79(In.)
Pipe flow velocity = 10.34(Ft/s)
Travel time through pipe = 0.34 min.

Time of concentration (TC) = 13.67 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.003 to Point/Station 2.003 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 13.67 min.

Rainfall intensity = 2.330(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.862
Subarea runoff = 15.590(CFS) for 8.630(Ac.)
Total runoff = 118.006(CFS)
Effective area this stream = 58.74(Ac.)
Total Study Area (Main Stream No. 2) = 181.39(Ac.)
Area averaged Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.003 to Point/Station 2.003 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 1
Stream flow area = 58.740(Ac.)
Runoff from this stream = 118.006(CFS)
Time of concentration = 13.67 min.

B3-84
1578
Rainfall intensity = 2.330(In/Hr)
Area averaged loss rate (Fm) = 0.0978(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.500 to Point/Station 2.501 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data:

Rainfall intensity = 3.115(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.872 Subarea runoff = 10.318(CFS)
Total initial stream area = 3.800(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.501 to Point/Station 2.501 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 8.43 min.

Rainfall intensity = 3.115(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.872
Subarea runoff = 17.378(CFS) for 6.400(Ac.)
Total runoff = 27.696(CFS)
Effective area this stream = 10.20(Ac.)
Total Study Area (Main Stream No. 2) = 191.59(Ac.)
Area averaged Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.501 to Point/Station 2.502 B3-85
1579
**** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 766.900(Ft.)
Downstream point/station elevation = 759.860(Ft.)
Pipe length = 1139.32(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 27.696(CFS)
Nearest computed pipe diameter = 30.00(In.)
Calculated individual pipe flow = 27.696(CFS)
Normal flow depth in pipe = 21.42(In.)
Flow top width inside pipe = 27.11(In.)
Critical Depth = 21.54(In.)
Pipe flow velocity = 7.39(Ft/s)
Travel time through pipe = 2.57 min.

Time of concentration (TC) = 11.00 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.502 to Point/Station 2.502 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 11.00 min.

Rainfall intensity = 2.655(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.867
Subarea runoff = 6.593(CFS) for 4.700(Ac.)
Total runoff = 34.289(CFS)
Effective area this stream = 14.90(Ac.)
Total Study Area (Main Stream No. 2) = 196.29(Ac.)
Area averaged Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.502 to Point/Station 2.503 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 759.860(Ft.)
Downstream point/station elevation = 757.060(Ft.)
Pipe length = 560.70(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 34.289(CFS)
Nearest computed pipe diameter = 33.00(In.)
Calculated individual pipe flow = 34.289(CFS)
Normal flow depth in pipe = 24.89(In.)
Flow top width inside pipe = 28.41(In.)
Critical Depth = 23.38(In.)
Pipe flow velocity = 7.14(Ft/s)
Travel time through pipe = 1.31 min.

B3-86
1580
Time of concentration (TC) = 12.31 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.503 to Point/Station 2.003 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 757.060(Ft.)
Downstream point/station elevation = 754.000(Ft.)
Pipe length = 616.83(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 34.289(CFS)
Nearest computed pipe diameter = 33.00(In.)
Calculated individual pipe flow = 34.289(CFS)
Normal flow depth in pipe = 24.94(In.)
Flow top width inside pipe = 28.36(In.)
Critical Depth = 23.38(In.)
Pipe flow velocity = 7.12(Ft/s)
Travel time through pipe = 1.44 min.

Time of concentration (TC) = 13.75 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.003 to Point/Station 2.003 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 2
Stream flow area = 14.900(Ac.)
Runoff from this stream = 34.289(CFS)
Time of concentration = 13.75 min.

Rainfall intensity = 2.322(In/Hr)
Area averaged loss rate (Fm) = 0.0978(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 118.01 58.740 13.67 0.098 2.330
2 34.29 14.900 13.75 0.098 2.322
Qmax(1) =

1.000 * 1.000 * 118.006) +

1.004 * 0.994 * 34.289) + = 152.218
Qmax(2) =

0.996 * 1.000 * 118.006) +

1.000 * 1.000 * 34.289) + = 151.854
Total of 2 streams to confluence:

Flow rates before confluence point:
118.006 34.289
B3-87
1581
Maximum flow rates at confluence using above data:
152.218 151.854
Area of streams before confluence:

58.740 14.900
Effective area values after confluence:

73.551 73.640
Results of confluence:

Total flow rate = 152.218(CFS)
Time of concentration = 13.669 min.

Effective stream area after confluence = 73.551(Ac.)
Study area average Pervious fraction(Ap) = 0.100
Study area average soil loss rate(Fm) = 0.098(In/Hr)
Study area total (this main stream) = 73.64(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.003 to Point/Station 2.004 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 754.000(Ft.)
Downstream point/station elevation = 744.250(Ft.)
Pipe length = 1083.36(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 152.218(CFS)
Nearest computed pipe diameter = 51.00(In.)
Calculated individual pipe flow = 152.218(CFS)
Normal flow depth in pipe = 39.66(In.)
Flow top width inside pipe = 42.42(In.)
Critical Depth = 43.63(In.)
Pipe flow velocity = 12.85(Ft/s)
Travel time through pipe = 1.41 min.

Time of concentration (TC) = 15.07 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.004 to Point/Station 2.004 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 15.07 min.

Rainfall intensity = 2.197(In/Hr) for a 25.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.860
Subarea runoff = 2.523(CFS) for 8.350(Ac.)
Total runoff = 154.741(CFS)
Effective area this stream = 81.90(Ac.)
Total Study Area (Main Stream No. 2) = 204.64(Ac.)
Area averaged Fm value = 0.098(In/Hr)
B3-88
1582
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.004 to Point/Station 1.008 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 744.250(Ft.)
Downstream point/station elevation = 716.130(Ft.)
Pipe length = 46.30(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 154.741(CFS)
Nearest computed pipe diameter = 24.00(In.)
Calculated individual pipe flow = 154.741(CFS)
Normal flow depth in pipe = 17.44(In.)
Flow top width inside pipe = 21.39(In.)
Critical depth could not be calculated.

Pipe flow velocity = 63.30(Ft/s)
Travel time through pipe = 0.01 min.

Time of concentration (TC) = 15.09 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.008 to Point/Station 1.008 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 81.901(Ac.)
Runoff from this stream = 154.741(CFS)
Time of concentration = 15.09 min.

Rainfall intensity = 2.196(In/Hr)
Area averaged loss rate (Fm) = 0.0978(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 130.22 78.185 11.35 0.838 2.605
2 154.74 81.901 15.09 0.098 2.196
Qmax(1) =

1.000 * 1.000 * 130.216) +

1.195 * 0.752 * 154.741) + = 269.303
Qmax(2) =

0.768 * 1.000 * 130.216) +

1.000 * 1.000 * 154.741) + = 254.802
Total of 2 main streams to confluence:

Flow rates before confluence point:
131.216 155.741
B3-89
1583
Maximum flow rates at confluence using above data:
269.303 254.802
Area of streams before confluence:

78.185 81.901
Effective area values after confluence:
139.783 160.086
Results of confluence:

Total flow rate = 269.303(CFS)
Time of concentration = 11.347 min.

Effective stream area after confluence = 139.783(Ac.)
Study area average Pervious fraction(Ap) = 0.470
Study area average soil loss rate(Fm) = 0.459(In/Hr)
Study area total = 160.09(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.008 to Point/Station 1.009 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 716.130(Ft.)
Downstream point/station elevation = 715.440(Ft.)
Pipe length = 132.26(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 269.303(CFS)
Nearest computed pipe diameter = 69.00(In.)
Calculated individual pipe flow = 269.303(CFS)
Normal flow depth in pipe = 55.69(In.)
Flow top width inside pipe = 54.46(In.)
Critical Depth = 54.39(In.)
Pipe flow velocity = 11.99(Ft/s)
Travel time through pipe = 0.18 min.

Time of concentration (TC) = 11.53 min.

End of computations, Total Study Area = 204.64 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.

Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation.

Area averaged pervious area fraction(Ap) = 0.553
Area averaged SCS curve number = 32.0
B3-90
1584
Ontario Regional Sports Complex E
A.4 – 100-YEAR HYDROLOGY MODEL
B3-91
1585
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2019 Version 9.1 Rational Hydrology Study Date: 05/16/24
------------------------------------------------------------------------

ORSC HYDROLOGY & HYDRAULICS

PROPOSED CONDITIONS
100-YEAR STORM EVENT
------------------------------------------------------------------------ Program License Serial Number 6639
------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0
10 Year storm 1 hour rainfall = 0.800(In.)
100 Year storm 1 hour rainfall = 1.200(In.)
Computed rainfall intensity:

Storm year = 100.00 1 hour rainfall = 1.200 (In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 1.001 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.831(In/Hr) Initial subarea data:

Rainfall intensity = 2.550(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.607 Subarea runoff = 3.744(CFS)
Total initial stream area = 2.420(Ac.)
B3-92
1586
Pervious area fraction = 0.850
Initial area Fm value = 0.831(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.001 to Point/Station 1.001 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.0100 Max loss rate(Fm)= 0.010(In/Hr) Time of concentration = 17.08 min.

Rainfall intensity = 2.550(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.692
Subarea runoff = 2.309(CFS) for 1.010(Ac.)
Total runoff = 6.054(CFS)
Effective area this stream = 3.43(Ac.)
Total Study Area (Main Stream No. 1) = 3.43(Ac.)
Area averaged Fm value = 0.589(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.001 to Point/Station 1.002 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 744.440(Ft.)
Downstream point/station elevation = 739.410(Ft.)
Pipe length = 466.03(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 6.054(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 6.054(CFS)
Normal flow depth in pipe = 11.14(In.)
Flow top width inside pipe = 13.11(In.)
Critical Depth = 11.94(In.)
Pipe flow velocity = 6.19(Ft/s)
Travel time through pipe = 1.25 min.

Time of concentration (TC) = 18.33 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.002 to Point/Station 1.002 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.831(In/Hr) Time of concentration = 18.33 min.

B3-93
1587
Rainfall intensity = 2.444(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.649
Subarea runoff = 2.677(CFS) for 2.070(Ac.)
Total runoff = 8.731(CFS)
Effective area this stream = 5.50(Ac.)
Total Study Area (Main Stream No. 1) = 5.50(Ac.)
Area averaged Fm value = 0.680(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.002 to Point/Station 1.003 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 739.410(Ft.)
Downstream point/station elevation = 736.150(Ft.)
Pipe length = 829.94(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 8.731(CFS)
Nearest computed pipe diameter = 21.00(In.)
Calculated individual pipe flow = 8.731(CFS)
Normal flow depth in pipe = 15.28(In.)
Flow top width inside pipe = 18.70(In.)
Critical Depth = 13.17(In.)
Pipe flow velocity = 4.66(Ft/s)
Travel time through pipe = 2.97 min.

Time of concentration (TC) = 21.30 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.003 to Point/Station 1.003 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.831(In/Hr) Time of concentration = 21.30 min.

Rainfall intensity = 2.234(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.604
Subarea runoff = 2.846(CFS) for 3.080(Ac.)
Total runoff = 11.577(CFS)
Effective area this stream = 8.58(Ac.)
Total Study Area (Main Stream No. 1) = 8.58(Ac.)
Area averaged Fm value = 0.734(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.003 to Point/Station 1.003 **** CONFLUENCE OF MINOR STREAMS ****
B3-94
1588
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1
Stream flow area = 8.580(Ac.)
Runoff from this stream = 11.577(CFS)
Time of concentration = 21.30 min.

Rainfall intensity = 2.234(In/Hr)
Area averaged loss rate (Fm) = 0.7345(In/Hr)
Area averaged Pervious ratio (Ap) = 0.7511
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.100 to Point/Station 1.110 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.831(In/Hr) Initial subarea data:

Rainfall intensity = 3.013(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.652 Subarea runoff = 10.212(CFS)
Total initial stream area = 5.200(Ac.)
Pervious area fraction = 0.850
Initial area Fm value = 0.831(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.110 to Point/Station 1.003 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 747.710(Ft.)
Downstream point/station elevation = 736.150(Ft.)
Pipe length = 1096.21(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 10.212(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 10.212(CFS)
Normal flow depth in pipe = 13.97(In.)
Flow top width inside pipe = 15.01(In.)
Critical Depth = 14.75(In.)
Pipe flow velocity = 6.94(Ft/s)
Travel time through pipe = 2.63 min.

Time of concentration (TC) = 15.57 min.

B3-95
1589
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.003 to Point/Station 1.003 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.9000 Max loss rate(Fm)= 0.880(In/Hr) Time of concentration = 15.57 min.

Rainfall intensity = 2.696(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.608
Subarea runoff = 59.490(CFS) for 37.300(Ac.)
Total runoff = 69.702(CFS)
Effective area this stream = 42.50(Ac.)
Total Study Area (Main Stream No. 1) = 51.08(Ac.)
Area averaged Fm value = 0.874(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.003 to Point/Station 1.003 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2
Stream flow area = 42.500(Ac.)
Runoff from this stream = 69.702(CFS)
Time of concentration = 15.57 min.

Rainfall intensity = 2.696(In/Hr)
Area averaged loss rate (Fm) = 0.8740(In/Hr)
Area averaged Pervious ratio (Ap) = 0.8939
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 11.58 8.580 21.30 0.734 2.234
2 69.70 42.500 15.57 0.874 2.696
Qmax(1) =

1.000 * 1.000 * 11.577) +

0.746 * 1.000 * 69.702) + = 63.581
Qmax(2) =

1.309 * 0.731 * 11.577) +

1.000 * 1.000 * 69.702) + = 80.772
Total of 2 streams to confluence:

Flow rates before confluence point:

11.577 69.702
B3-96
1590
Maximum flow rates at confluence using above data:

63.581 80.772
Area of streams before confluence:

8.580 42.500
Effective area values after confluence:

51.080 48.769
Results of confluence:

Total flow rate = 80.772(CFS)
Time of concentration = 15.566 min.

Effective stream area after confluence = 48.769(Ac.)
Study area average Pervious fraction(Ap) = 0.870
Study area average soil loss rate(Fm) = 0.851(In/Hr)
Study area total (this main stream) = 51.08(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.003 to Point/Station 1.004 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 736.150(Ft.)
Downstream point/station elevation = 728.980(Ft.)
Pipe length = 687.24(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 80.772(CFS)
Nearest computed pipe diameter = 39.00(In.)
Calculated individual pipe flow = 80.772(CFS)
Normal flow depth in pipe = 30.56(In.)
Flow top width inside pipe = 32.12(In.)
Critical Depth = 33.85(In.)
Pipe flow velocity = 11.58(Ft/s)
Travel time through pipe = 0.99 min.

Time of concentration (TC) = 16.56 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.004 to Point/Station 1.004 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.831(In/Hr) The area added to the existing stream causes a
a lower flow rate of Q = 79.993(CFS)
therefore the upstream flow rate of Q = 80.772(CFS) is being used Time of concentration = 16.56 min.

Rainfall intensity = 2.598(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.606
Subarea runoff = 0.000(CFS) for 2.060(Ac.)
Total runoff = 80.772(CFS)
B3-97
1591
Effective area this stream = 50.83(Ac.)
Total Study Area (Main Stream No. 1) = 53.14(Ac.)
Area averaged Fm value = 0.850(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.004 to Point/Station 1.005 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 728.980(Ft.)
Downstream point/station elevation = 724.170(Ft.)
Pipe length = 456.65(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 80.772(CFS)
Nearest computed pipe diameter = 39.00(In.)
Calculated individual pipe flow = 80.772(CFS)
Normal flow depth in pipe = 30.42(In.)
Flow top width inside pipe = 32.31(In.)
Critical Depth = 33.85(In.)
Pipe flow velocity = 11.63(Ft/s)
Travel time through pipe = 0.65 min.

Time of concentration (TC) = 17.21 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.005 to Point/Station 1.005 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.831(In/Hr) The area added to the existing stream causes a
a lower flow rate of Q = 79.595(CFS)
therefore the upstream flow rate of Q = 80.772(CFS) is being used Time of concentration = 17.21 min.

Rainfall intensity = 2.539(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.599
Subarea runoff = 0.000(CFS) for 1.520(Ac.)
Total runoff = 80.772(CFS)
Effective area this stream = 52.35(Ac.)
Total Study Area (Main Stream No. 1) = 54.66(Ac.)
Area averaged Fm value = 0.849(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.005 to Point/Station 1.006 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 724.170(Ft.)
B3-98
1592
Downstream point/station elevation = 720.970(Ft.)
Pipe length = 1020.52(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 80.772(CFS)
Nearest computed pipe diameter = 51.00(In.)
Calculated individual pipe flow = 80.772(CFS)
Normal flow depth in pipe = 36.28(In.)
Flow top width inside pipe = 46.22(In.)
Critical Depth = 32.07(In.)
Pipe flow velocity = 7.49(Ft/s)
Travel time through pipe = 2.27 min.

Time of concentration (TC) = 19.48 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.006 to Point/Station 1.006 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.831(In/Hr) The area added to the existing stream causes a
a lower flow rate of Q = 74.577(CFS)
therefore the upstream flow rate of Q = 80.772(CFS) is being used Time of concentration = 19.48 min.

Rainfall intensity = 2.357(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.576
Subarea runoff = 0.000(CFS) for 2.590(Ac.)
Total runoff = 80.772(CFS)
Effective area this stream = 54.94(Ac.)
Total Study Area (Main Stream No. 1) = 57.25(Ac.)
Area averaged Fm value = 0.848(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.006 to Point/Station 1.006 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1
Stream flow area = 54.939(Ac.)
Runoff from this stream = 80.772(CFS)
Time of concentration = 19.48 min.

Rainfall intensity = 2.357(In/Hr)
Area averaged loss rate (Fm) = 0.8484(In/Hr)
Area averaged Pervious ratio (Ap) = 0.8677
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.200 to Point/Station 1.201 B3-99
1593
**** INITIAL AREA EVALUATION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.831(In/Hr) Initial subarea data:

Rainfall intensity = 3.334(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.676 Subarea runoff = 7.455(CFS)
Total initial stream area = 3.310(Ac.)
Pervious area fraction = 0.850
Initial area Fm value = 0.831(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.201 to Point/Station 1.006 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 749.880(Ft.)
Downstream point/station elevation = 720.970(Ft.)
Pipe length = 821.99(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 7.455(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 7.455(CFS)
Normal flow depth in pipe = 8.51(In.)
Flow top width inside pipe = 14.86(In.)
Critical Depth = 13.04(In.)
Pipe flow velocity = 10.38(Ft/s)
Travel time through pipe = 1.32 min.

Time of concentration (TC) = 12.25 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.006 to Point/Station 1.006 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.831(In/Hr) Time of concentration = 12.25 min.

Rainfall intensity = 3.113(In/Hr) for a 100.0 year storm B3-100
1594
Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.660
Subarea runoff = 37.731(CFS) for 18.690(Ac.)
Total runoff = 45.186(CFS)
Effective area this stream = 22.00(Ac.)
Total Study Area (Main Stream No. 1) = 79.25(Ac.)
Area averaged Fm value = 0.831(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.006 to Point/Station 1.006 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2
Stream flow area = 22.000(Ac.)
Runoff from this stream = 45.186(CFS)
Time of concentration = 12.25 min.

Rainfall intensity = 3.113(In/Hr)
Area averaged loss rate (Fm) = 0.8311(In/Hr)
Area averaged Pervious ratio (Ap) = 0.8500
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 80.77 54.939 19.48 0.848 2.357
2 45.19 22.000 12.25 0.831 3.113
Qmax(1) =

1.000 * 1.000 * 80.772) +

0.668 * 1.000 * 45.186) + = 110.978
Qmax(2) =

1.502 * 0.629 * 80.772) +

1.000 * 1.000 * 45.186) + = 121.446
Total of 2 streams to confluence:

Flow rates before confluence point:

80.772 45.186
Maximum flow rates at confluence using above data:
110.978 121.446
Area of streams before confluence:

54.939 22.000
Effective area values after confluence:

76.939 56.543
Results of confluence:

Total flow rate = 121.446(CFS)
Time of concentration = 12.249 min.

Effective stream area after confluence = 56.543(Ac.)
Study area average Pervious fraction(Ap) = 0.863
Study area average soil loss rate(Fm) = 0.843(In/Hr)
B3-101
1595
Study area total (this main stream) = 76.94(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.006 to Point/Station 1.007 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 720.970(Ft.)
Downstream point/station elevation = 716.610(Ft.)
Pipe length = 1002.81(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 121.446(CFS)
Nearest computed pipe diameter = 54.00(In.)
Calculated individual pipe flow = 121.446(CFS)
Normal flow depth in pipe = 41.44(In.)
Flow top width inside pipe = 45.63(In.)
Critical Depth = 38.94(In.)
Pipe flow velocity = 9.27(Ft/s)
Travel time through pipe = 1.80 min.

Time of concentration (TC) = 14.05 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.007 to Point/Station 1.007 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.831(In/Hr) The area added to the existing stream causes a
a lower flow rate of Q = 107.644(CFS)
therefore the upstream flow rate of Q = 121.446(CFS) is being used Time of concentration = 14.05 min.

Rainfall intensity = 2.867(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.635
Subarea runoff = 0.000(CFS) for 2.550(Ac.)
Total runoff = 121.446(CFS)
Effective area this stream = 59.09(Ac.)
Total Study Area (Main Stream No. 1) = 81.80(Ac.)
Area averaged Fm value = 0.843(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.007 to Point/Station 1.007 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 1
Stream flow area = 59.093(Ac.)
Runoff from this stream = 121.446(CFS)
B3-102
1596
Time of concentration = 14.05 min.

Rainfall intensity = 2.867(In/Hr)
Area averaged loss rate (Fm) = 0.8429(In/Hr)
Area averaged Pervious ratio (Ap) = 0.8621
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.300 to Point/Station 1.301 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.831(In/Hr) Initial subarea data:

Rainfall intensity = 4.177(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.721 Subarea runoff = 7.799(CFS)
Total initial stream area = 2.590(Ac.)
Pervious area fraction = 0.850
Initial area Fm value = 0.831(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.301 to Point/Station 1.007 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 749.960(Ft.)
Downstream point/station elevation = 716.610(Ft.)
Pipe length = 972.89(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 7.799(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 7.799(CFS)
Normal flow depth in pipe = 8.82(In.)
Flow top width inside pipe = 14.76(In.)
Critical Depth = 13.25(In.)
Pipe flow velocity = 10.38(Ft/s)
Travel time through pipe = 1.56 min.

Time of concentration (TC) = 9.07 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.007 to Point/Station 1.007 B3-103
1597
**** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.831(In/Hr) Time of concentration = 9.07 min.

Rainfall intensity = 3.729(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.699
Subarea runoff = 54.272(CFS) for 21.210(Ac.)
Total runoff = 62.070(CFS)
Effective area this stream = 23.80(Ac.)
Total Study Area (Main Stream No. 1) = 105.60(Ac.)
Area averaged Fm value = 0.831(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.007 to Point/Station 1.007 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 1 in normal stream number 2
Stream flow area = 23.800(Ac.)
Runoff from this stream = 62.070(CFS)
Time of concentration = 9.07 min.

Rainfall intensity = 3.729(In/Hr)
Area averaged loss rate (Fm) = 0.8311(In/Hr)
Area averaged Pervious ratio (Ap) = 0.8500
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 121.45 59.093 14.05 0.843 2.867
2 62.07 23.800 9.07 0.831 3.729
Qmax(1) =

1.000 * 1.000 * 121.446) +

0.703 * 1.000 * 62.070) + = 165.053
Qmax(2) =

1.426 * 0.645 * 121.446) +

1.000 * 1.000 * 62.070) + = 173.806
Total of 2 streams to confluence:

Flow rates before confluence point:
121.446 62.070
Maximum flow rates at confluence using above data:
165.053 173.806
Area of streams before confluence:

59.093 23.800
B3-104
1598
Effective area values after confluence:

82.893 61.930
Results of confluence:

Total flow rate = 173.806(CFS)
Time of concentration = 9.067 min.

Effective stream area after confluence = 61.930(Ac.)
Study area average Pervious fraction(Ap) = 0.859
Study area average soil loss rate(Fm) = 0.840(In/Hr)
Study area total (this main stream) = 82.89(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.007 to Point/Station 1.008 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 716.610(Ft.)
Downstream point/station elevation = 716.130(Ft.)
Pipe length = 623.01(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 173.806(CFS)
Nearest computed pipe diameter = 84.00(In.)
Calculated individual pipe flow = 173.806(CFS)
Normal flow depth in pipe = 67.41(In.)
Flow top width inside pipe = 66.89(In.)
Critical Depth = 41.15(In.)
Pipe flow velocity = 5.25(Ft/s)
Travel time through pipe = 1.98 min.

Time of concentration (TC) = 11.04 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.008 to Point/Station 1.008 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.831(In/Hr) Time of concentration = 11.04 min.

Rainfall intensity = 3.313(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.672
Subarea runoff = 1.339(CFS) for 16.700(Ac.)
Total runoff = 175.145(CFS)
Effective area this stream = 78.63(Ac.)
Total Study Area (Main Stream No. 1) = 122.30(Ac.)
Area averaged Fm value = 0.838(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.008 to Point/Station 1.008 B3-105
1599
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 78.630(Ac.)
Runoff from this stream = 175.145(CFS)
Time of concentration = 11.04 min.

Rainfall intensity = 3.313(In/Hr)
Area averaged loss rate (Fm) = 0.8378(In/Hr)
Area averaged Pervious ratio (Ap) = 0.8568
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 2.001 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data:

Rainfall intensity = 3.601(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.876 Subarea runoff = 1.829(CFS)
Total initial stream area = 0.580(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.001 to Point/Station 2.001 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 9.61 min.

Rainfall intensity = 3.601(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.876
Subarea runoff = 15.038(CFS) for 4.770(Ac.)
B3-106
1600
Total runoff = 16.867(CFS)
Effective area this stream = 5.35(Ac.)
Total Study Area (Main Stream No. 2) = 127.65(Ac.)
Area averaged Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.001 to Point/Station 2.001 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 1
Stream flow area = 5.350(Ac.)
Runoff from this stream = 16.867(CFS)
Time of concentration = 9.61 min.

Rainfall intensity = 3.601(In/Hr)
Area averaged loss rate (Fm) = 0.0978(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.100 to Point/Station 2.101 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data:

Rainfall intensity = 3.612(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.876 Subarea runoff = 3.510(CFS)
Total initial stream area = 1.110(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.101 to Point/Station 2.101 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
B3-107
1601
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 9.56 min.

Rainfall intensity = 3.612(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.876
Subarea runoff = 13.820(CFS) for 4.370(Ac.)
Total runoff = 17.331(CFS)
Effective area this stream = 5.48(Ac.)
Total Study Area (Main Stream No. 2) = 133.13(Ac.)
Area averaged Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.101 to Point/Station 2.102 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 767.100(Ft.)
Downstream point/station elevation = 763.230(Ft.)
Pipe length = 599.32(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 17.331(CFS)
Nearest computed pipe diameter = 24.00(In.)
Calculated individual pipe flow = 17.331(CFS)
Normal flow depth in pipe = 18.75(In.)
Flow top width inside pipe = 19.84(In.)
Critical Depth = 18.00(In.)
Pipe flow velocity = 6.59(Ft/s)
Travel time through pipe = 1.52 min.

Time of concentration (TC) = 11.08 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.102 to Point/Station 2.102 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 11.08 min.

Rainfall intensity = 3.306(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.873
Subarea runoff = 6.436(CFS) for 2.750(Ac.)
Total runoff = 23.767(CFS)
Effective area this stream = 8.23(Ac.)
Total Study Area (Main Stream No. 2) = 135.88(Ac.)
Area averaged Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ B3-108
1602
Process from Point/Station 2.102 to Point/Station 2.103 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 763.230(Ft.)
Downstream point/station elevation = 761.620(Ft.)
Pipe length = 323.10(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 23.767(CFS)
Nearest computed pipe diameter = 30.00(In.)
Calculated individual pipe flow = 23.767(CFS)
Normal flow depth in pipe = 20.70(In.)
Flow top width inside pipe = 27.75(In.)
Critical Depth = 19.92(In.)
Pipe flow velocity = 6.58(Ft/s)
Travel time through pipe = 0.82 min.

Time of concentration (TC) = 11.90 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.103 to Point/Station 2.103 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 11.90 min.

Rainfall intensity = 3.168(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.872
Subarea runoff = 22.519(CFS) for 8.520(Ac.)
Total runoff = 46.285(CFS)
Effective area this stream = 16.75(Ac.)
Total Study Area (Main Stream No. 2) = 144.40(Ac.)
Area averaged Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.103 to Point/Station 2.001 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 761.620(Ft.)
Downstream point/station elevation = 760.300(Ft.)
Pipe length = 107.08(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 46.285(CFS)
Nearest computed pipe diameter = 33.00(In.)
Calculated individual pipe flow = 46.285(CFS)
Normal flow depth in pipe = 22.08(In.)
Flow top width inside pipe = 31.06(In.)
Critical Depth = 27.02(In.)
Pipe flow velocity = 10.95(Ft/s)
B3-109
1603
Travel time through pipe = 0.16 min.

Time of concentration (TC) = 12.06 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.001 to Point/Station 2.001 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 2
Stream flow area = 16.750(Ac.)
Runoff from this stream = 46.285(CFS)
Time of concentration = 12.06 min.

Rainfall intensity = 3.142(In/Hr)
Area averaged loss rate (Fm) = 0.0978(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.200 to Point/Station 2.001 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data:

Rainfall intensity = 5.782(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.885 Subarea runoff = 3.018(CFS)
Total initial stream area = 0.590(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.001 to Point/Station 2.001 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 3
Stream flow area = 0.590(Ac.)
Runoff from this stream = 3.018(CFS)
Time of concentration = 4.37 min.

Rainfall intensity = 5.782(In/Hr)
B3-110
1604
Area averaged loss rate (Fm) = 0.0978(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 16.87 5.350 9.61 0.098 3.601
2 46.29 16.750 12.06 0.098 3.142
3 3.02 0.590 4.37 0.098 5.782
Qmax(1) =

1.000 * 1.000 * 16.867) +

1.151 * 0.797 * 46.285) +

0.616 * 1.000 * 3.018) + = 61.168
Qmax(2) =

0.869 * 1.000 * 16.867) +

1.000 * 1.000 * 46.285) +

0.536 * 1.000 * 3.018) + = 62.562
Qmax(3) =

1.623 * 0.454 * 16.867) +

1.867 * 0.362 * 46.285) +

1.000 * 1.000 * 3.018) + = 46.725
Total of 3 streams to confluence:

Flow rates before confluence point:

16.867 46.285 3.018
Maximum flow rates at confluence using above data:

61.168 62.562 46.725
Area of streams before confluence:

5.350 16.750 0.590
Effective area values after confluence:

19.289 22.690 9.082
Results of confluence:

Total flow rate = 62.562(CFS)
Time of concentration = 12.060 min.

Effective stream area after confluence = 22.690(Ac.)
Study area average Pervious fraction(Ap) = 0.100
Study area average soil loss rate(Fm) = 0.098(In/Hr)
Study area total (this main stream) = 22.69(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.001 to Point/Station 2.002 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 760.300(Ft.)
Downstream point/station elevation = 755.350(Ft.)
Pipe length = 642.08(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 62.562(CFS)
B3-111
1605
Nearest computed pipe diameter = 39.00(In.)
Calculated individual pipe flow = 62.562(CFS)
Normal flow depth in pipe = 27.94(In.)
Flow top width inside pipe = 35.16(In.)
Critical Depth = 30.26(In.)
Pipe flow velocity = 9.83(Ft/s)
Travel time through pipe = 1.09 min.

Time of concentration (TC) = 13.15 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.001 to Point/Station 2.002 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 13.15 min.

Rainfall intensity = 2.984(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.871
Subarea runoff = 6.681(CFS) for 3.970(Ac.)
Total runoff = 69.242(CFS)
Effective area this stream = 26.66(Ac.)
Total Study Area (Main Stream No. 2) = 148.96(Ac.)
Area averaged Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.002 to Point/Station 2.002 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 1
Stream flow area = 26.660(Ac.)
Runoff from this stream = 69.242(CFS)
Time of concentration = 13.15 min.

Rainfall intensity = 2.984(In/Hr)
Area averaged loss rate (Fm) = 0.0978(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.300 to Point/Station 2.301 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) B3-112
1606
Initial subarea data:

Rainfall intensity = 3.223(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.873 Subarea runoff = 5.035(CFS)
Total initial stream area = 1.790(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.301 to Point/Station 2.301 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 11.56 min.

Rainfall intensity = 3.223(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.873
Subarea runoff = 16.455(CFS) for 5.850(Ac.)
Total runoff = 21.490(CFS)
Effective area this stream = 7.64(Ac.)
Total Study Area (Main Stream No. 2) = 156.60(Ac.)
Area averaged Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.301 to Point/Station 2.302 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 763.850(Ft.)
Downstream point/station elevation = 760.160(Ft.)
Pipe length = 738.89(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 21.490(CFS)
Nearest computed pipe diameter = 27.00(In.)
Calculated individual pipe flow = 21.490(CFS)
Normal flow depth in pipe = 21.70(In.)
Flow top width inside pipe = 21.44(In.)
Critical Depth = 19.47(In.)
Pipe flow velocity = 6.27(Ft/s)
Travel time through pipe = 1.96 min.

B3-113
1607
Time of concentration (TC) = 13.52 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.302 to Point/Station 2.302 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 13.52 min.

Rainfall intensity = 2.934(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.870
Subarea runoff = 16.030(CFS) for 7.060(Ac.)
Total runoff = 37.520(CFS)
Effective area this stream = 14.70(Ac.)
Total Study Area (Main Stream No. 2) = 163.66(Ac.)
Area averaged Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.302 to Point/Station 2.002 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 760.160(Ft.)
Downstream point/station elevation = 755.350(Ft.)
Pipe length = 76.19(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 37.520(CFS)
Nearest computed pipe diameter = 21.00(In.)
Calculated individual pipe flow = 37.520(CFS)
Normal flow depth in pipe = 16.22(In.)
Flow top width inside pipe = 17.61(In.)
Critical depth could not be calculated.

Pipe flow velocity = 18.82(Ft/s)
Travel time through pipe = 0.07 min.

Time of concentration (TC) = 13.59 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.002 to Point/Station 2.002 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 2
Stream flow area = 14.700(Ac.)
Runoff from this stream = 37.520(CFS)
Time of concentration = 13.59 min.

Rainfall intensity = 2.925(In/Hr)
Area averaged loss rate (Fm) = 0.0978(In/Hr)
B3-114
1608
Area averaged Pervious ratio (Ap) = 0.1000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.400 to Point/Station 2.401 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data:

Rainfall intensity = 3.371(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.874 Subarea runoff = 3.417(CFS)
Total initial stream area = 1.160(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.401 to Point/Station 2.401 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 10.73 min.

Rainfall intensity = 3.371(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.874
Subarea runoff = 12.049(CFS) for 4.090(Ac.)
Total runoff = 15.466(CFS)
Effective area this stream = 5.25(Ac.)
Total Study Area (Main Stream No. 2) = 168.91(Ac.)
Area averaged Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.401 to Point/Station 2.402 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ B3-115
1609
Upstream point/station elevation = 763.780(Ft.)
Downstream point/station elevation = 761.070(Ft.)
Pipe length = 541.68(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 15.466(CFS)
Nearest computed pipe diameter = 24.00(In.)
Calculated individual pipe flow = 15.466(CFS)
Normal flow depth in pipe = 18.98(In.)
Flow top width inside pipe = 19.52(In.)
Critical Depth = 17.01(In.)
Pipe flow velocity = 5.80(Ft/s)
Travel time through pipe = 1.56 min.

Time of concentration (TC) = 12.28 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.402 to Point/Station 2.402 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 12.28 min.

Rainfall intensity = 3.108(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.872
Subarea runoff = 9.187(CFS) for 3.850(Ac.)
Total runoff = 24.654(CFS)
Effective area this stream = 9.10(Ac.)
Total Study Area (Main Stream No. 2) = 172.76(Ac.)
Area averaged Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.402 to Point/Station 2.002 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 761.070(Ft.)
Downstream point/station elevation = 755.350(Ft.)
Pipe length = 62.68(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 24.654(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 24.654(CFS)
Normal flow depth in pipe = 11.93(In.)
Flow top width inside pipe = 17.02(In.)
Critical depth could not be calculated.

Pipe flow velocity = 19.84(Ft/s)
Travel time through pipe = 0.05 min.

Time of concentration (TC) = 12.34 min.

B3-116
1610
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.002 to Point/Station 2.002 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 3
Stream flow area = 9.100(Ac.)
Runoff from this stream = 24.654(CFS)
Time of concentration = 12.34 min.

Rainfall intensity = 3.100(In/Hr)
Area averaged loss rate (Fm) = 0.0978(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 69.24 26.660 13.15 0.098 2.984
2 37.52 14.700 13.59 0.098 2.925
3 24.65 9.100 12.34 0.098 3.100
Qmax(1) =

1.000 * 1.000 * 69.242) +

1.021 * 0.967 * 37.520) +

0.961 * 1.000 * 24.654) + = 129.992
Qmax(2) =

0.980 * 1.000 * 69.242) +

1.000 * 1.000 * 37.520) +

0.942 * 1.000 * 24.654) + = 128.573
Qmax(3) =

1.040 * 0.938 * 69.242) +

1.062 * 0.908 * 37.520) +

1.000 * 1.000 * 24.654) + = 128.402
Total of 3 streams to confluence:

Flow rates before confluence point:

69.242 37.520 24.654
Maximum flow rates at confluence using above data:
129.992 128.573 128.402
Area of streams before confluence:

26.660 14.700 9.100
Effective area values after confluence:

49.982 50.460 47.455
Results of confluence:

Total flow rate = 129.992(CFS)
Time of concentration = 13.149 min.

Effective stream area after confluence = 49.982(Ac.)
Study area average Pervious fraction(Ap) = 0.100
Study area average soil loss rate(Fm) = 0.098(In/Hr)
Study area total (this main stream) = 50.46(Ac.)
B3-117
1611
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.002 to Point/Station 2.003 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 755.350(Ft.)
Downstream point/station elevation = 754.000(Ft.)
Pipe length = 210.71(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 129.992(CFS)
Nearest computed pipe diameter = 51.00(In.)
Calculated individual pipe flow = 129.992(CFS)
Normal flow depth in pipe = 40.13(In.)
Flow top width inside pipe = 41.78(In.)
Critical Depth = 40.72(In.)
Pipe flow velocity = 10.85(Ft/s)
Travel time through pipe = 0.32 min.

Time of concentration (TC) = 13.47 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.003 to Point/Station 2.003 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 13.47 min.

Rainfall intensity = 2.940(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.870
Subarea runoff = 19.957(CFS) for 8.630(Ac.)
Total runoff = 149.950(CFS)
Effective area this stream = 58.61(Ac.)
Total Study Area (Main Stream No. 2) = 181.39(Ac.)
Area averaged Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.003 to Point/Station 2.003 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 1
Stream flow area = 58.612(Ac.)
Runoff from this stream = 149.950(CFS)
Time of concentration = 13.47 min.

Rainfall intensity = 2.940(In/Hr)
Area averaged loss rate (Fm) = 0.0978(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
B3-118
1612
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.500 to Point/Station 2.501 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data:

Rainfall intensity = 3.897(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.877 Subarea runoff = 12.993(CFS)
Total initial stream area = 3.800(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.501 to Point/Station 2.501 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 8.43 min.

Rainfall intensity = 3.897(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.877
Subarea runoff = 21.882(CFS) for 6.400(Ac.)
Total runoff = 34.875(CFS)
Effective area this stream = 10.20(Ac.)
Total Study Area (Main Stream No. 2) = 191.59(Ac.)
Area averaged Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.501 to Point/Station 2.502 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 766.900(Ft.)
B3-119
1613
Downstream point/station elevation = 759.860(Ft.)
Pipe length = 1139.32(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 34.875(CFS)
Nearest computed pipe diameter = 33.00(In.)
Calculated individual pipe flow = 34.875(CFS)
Normal flow depth in pipe = 23.13(In.)
Flow top width inside pipe = 30.22(In.)
Critical Depth = 23.59(In.)
Pipe flow velocity = 7.84(Ft/s)
Travel time through pipe = 2.42 min.

Time of concentration (TC) = 10.85 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.502 to Point/Station 2.502 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 10.85 min.

Rainfall intensity = 3.349(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.874
Subarea runoff = 8.719(CFS) for 4.700(Ac.)
Total runoff = 43.594(CFS)
Effective area this stream = 14.90(Ac.)
Total Study Area (Main Stream No. 2) = 196.29(Ac.)
Area averaged Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.502 to Point/Station 2.503 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 759.860(Ft.)
Downstream point/station elevation = 757.060(Ft.)
Pipe length = 560.70(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 43.594(CFS)
Nearest computed pipe diameter = 36.00(In.)
Calculated individual pipe flow = 43.594(CFS)
Normal flow depth in pipe = 27.33(In.)
Flow top width inside pipe = 30.79(In.)
Critical Depth = 25.79(In.)
Pipe flow velocity = 7.57(Ft/s)
Travel time through pipe = 1.23 min.

Time of concentration (TC) = 12.08 min.

B3-120
1614
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.503 to Point/Station 2.003 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 757.060(Ft.)
Downstream point/station elevation = 754.000(Ft.)
Pipe length = 616.83(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 43.594(CFS)
Nearest computed pipe diameter = 36.00(In.)
Calculated individual pipe flow = 43.594(CFS)
Normal flow depth in pipe = 27.42(In.)
Flow top width inside pipe = 30.67(In.)
Critical Depth = 25.79(In.)
Pipe flow velocity = 7.55(Ft/s)
Travel time through pipe = 1.36 min.

Time of concentration (TC) = 13.44 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.003 to Point/Station 2.003 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 2
Stream flow area = 14.900(Ac.)
Runoff from this stream = 43.594(CFS)
Time of concentration = 13.44 min.

Rainfall intensity = 2.944(In/Hr)
Area averaged loss rate (Fm) = 0.0978(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 149.95 58.612 13.47 0.098 2.940
2 43.59 14.900 13.44 0.098 2.944
Qmax(1) =

1.000 * 1.000 * 149.950) +

0.999 * 1.000 * 43.594) + = 193.487
Qmax(2) =

1.001 * 0.998 * 149.950) +

1.000 * 1.000 * 43.594) + = 193.425
Total of 2 streams to confluence:

Flow rates before confluence point:
149.950 43.594
Maximum flow rates at confluence using above data:
193.487 193.425
Area of streams before confluence:

B3-121
1615

58.612 14.900
Effective area values after confluence:

73.512 73.390
Results of confluence:

Total flow rate = 193.487(CFS)
Time of concentration = 13.472 min.

Effective stream area after confluence = 73.512(Ac.)
Study area average Pervious fraction(Ap) = 0.100
Study area average soil loss rate(Fm) = 0.098(In/Hr)
Study area total (this main stream) = 73.51(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.003 to Point/Station 2.004 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 754.000(Ft.)
Downstream point/station elevation = 744.250(Ft.)
Pipe length = 1083.36(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 193.487(CFS)
Nearest computed pipe diameter = 57.00(In.)
Calculated individual pipe flow = 193.487(CFS)
Normal flow depth in pipe = 42.19(In.)
Flow top width inside pipe = 50.00(In.)
Critical Depth = 47.96(In.)
Pipe flow velocity = 13.76(Ft/s)
Travel time through pipe = 1.31 min.

Time of concentration (TC) = 14.78 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.004 to Point/Station 2.004 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ Soil classification AP and SCS values input by user
USER INPUT of soil data for subarea
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 14.78 min.

Rainfall intensity = 2.781(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.868
Subarea runoff = 4.192(CFS) for 8.350(Ac.)
Total runoff = 197.679(CFS)
Effective area this stream = 81.86(Ac.)
Total Study Area (Main Stream No. 2) = 204.64(Ac.)
Area averaged Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ B3-122
1616
Process from Point/Station 2.004 to Point/Station 1.008 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 744.250(Ft.)
Downstream point/station elevation = 716.130(Ft.)
Pipe length = 46.30(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 197.679(CFS)
Nearest computed pipe diameter = 27.00(In.)
Calculated individual pipe flow = 197.679(CFS)
Normal flow depth in pipe = 18.59(In.)
Flow top width inside pipe = 25.01(In.)
Critical depth could not be calculated.

Pipe flow velocity = 67.72(Ft/s)
Travel time through pipe = 0.01 min.

Time of concentration (TC) = 14.80 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.008 to Point/Station 1.008 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 81.862(Ac.)
Runoff from this stream = 197.679(CFS)
Time of concentration = 14.80 min.

Rainfall intensity = 2.780(In/Hr)
Area averaged loss rate (Fm) = 0.0978(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 175.14 78.630 11.04 0.838 3.313
2 197.68 81.862 14.80 0.098 2.780
Qmax(1) =

1.000 * 1.000 * 175.145) +

1.199 * 0.746 * 197.679) + = 352.033
Qmax(2) =

0.785 * 1.000 * 175.145) +

1.000 * 1.000 * 197.679) + = 335.095
Total of 2 main streams to confluence:

Flow rates before confluence point:
176.145 198.679
Maximum flow rates at confluence using above data:
352.033 335.095
Area of streams before confluence:

B3-123
1617

78.630 81.862
Effective area values after confluence:
139.734 160.492
Results of confluence:

Total flow rate = 352.033(CFS)
Time of concentration = 11.044 min.

Effective stream area after confluence = 139.734(Ac.)
Study area average Pervious fraction(Ap) = 0.471
Study area average soil loss rate(Fm) = 0.460(In/Hr)
Study area total = 160.49(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.008 to Point/Station 1.009 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 716.130(Ft.)
Downstream point/station elevation = 715.440(Ft.)
Pipe length = 132.26(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 352.033(CFS)
Nearest computed pipe diameter = 78.00(In.)
Calculated individual pipe flow = 352.033(CFS)
Normal flow depth in pipe = 59.53(In.)
Flow top width inside pipe = 66.32(In.)
Critical Depth = 60.39(In.)
Pipe flow velocity = 12.96(Ft/s)
Travel time through pipe = 0.17 min.

Time of concentration (TC) = 11.21 min.

End of computations, Total Study Area = 204.64 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.

Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation.

Area averaged pervious area fraction(Ap) = 0.553
Area averaged SCS curve number = 32.0
B3-124
1618
Ontario Regional Sports Complex F
A.5 – PROJECT ONSITE HYDROLOGY MODEL
B3-125
1619
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2019 Version 9.1 Rational Hydrology Study Date: 05/15/24
------------------------------------------------------------------------

ORSC PROPOSED LAND USE
100-YEAR
------------------------------------------------------------------------ Program License Serial Number 6639
------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0
10 Year storm 1 hour rainfall = 0.800(In.)
100 Year storm 1 hour rainfall = 1.200(In.)
Computed rainfall intensity:

Storm year = 100.00 1 hour rainfall = 1.200 (In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 1.010 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ PARK subarea
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.831(In/Hr) Initial subarea data:

Initial area flow distance = 582.850(Ft.)
Top (of initial area) elevation = 744.440(Ft.)
Bottom (of initial area) elevation = 740.610(Ft.)
Difference in elevation = 3.830(Ft.)
Slope = 0.00657 s(%)= 0.66
TC = k(0.483)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 16.852 min.

Rainfall intensity = 2.571(In/Hr) for a 100.0 year storm B3-126
1620
Effective runoff coefficient used for area (Q=KCIA) is C = 0.609 Subarea runoff = 1.613(CFS)
Total initial stream area = 1.030(Ac.)
Pervious area fraction = 0.850
Initial area Fm value = 0.831(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.010 to Point/Station 1.020 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 740.610(Ft.)
Downstream point/station elevation = 715.440(Ft.)
Pipe length = 4731.14(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.613(CFS)
Given pipe size = 120.00(In.)
Calculated individual pipe flow = 1.613(CFS)
Normal flow depth in pipe = 3.30(In.)
Flow top width inside pipe = 39.28(In.)
Critical depth could not be calculated.

Pipe flow velocity = 2.67(Ft/s)
Travel time through pipe = 29.53 min.

Time of concentration (TC) = 46.38 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.010 to Point/Station 1.020 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ PARK subarea
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.8500 Max loss rate(Fm)= 0.831(In/Hr) Time of concentration = 46.38 min.

Rainfall intensity = 1.400(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.366
Subarea runoff = 76.211(CFS) for 150.870(Ac.)
Total runoff = 77.824(CFS)
Effective area this stream = 151.90(Ac.)
Total Study Area (Main Stream No. 1) = 151.90(Ac.)
Area averaged Fm value = 0.831(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.020 to Point/Station 1.020 **** CONFLUENCE OF MAIN STREAMS ****
B3-127
1621
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 151.900(Ac.)
Runoff from this stream = 77.824(CFS)
Time of concentration = 46.38 min.

Rainfall intensity = 1.400(In/Hr)
Area averaged loss rate (Fm) = 0.8311(In/Hr)
Area averaged Pervious ratio (Ap) = 0.8500
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 2.010 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Initial subarea data:

Initial area flow distance = 583.860(Ft.)
Top (of initial area) elevation = 772.970(Ft.)
Bottom (of initial area) elevation = 766.770(Ft.)
Difference in elevation = 6.200(Ft.)
Slope = 0.01062 s(%)= 1.06
TC = k(0.304)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 9.642 min.

Rainfall intensity = 3.594(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.876 Subarea runoff = 1.951(CFS)
Total initial stream area = 0.620(Ac.)
Pervious area fraction = 0.100
Initial area Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.010 to Point/Station 1.020 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 766.770(Ft.)
Downstream point/station elevation = 715.440(Ft.)
Pipe length = 2643.85(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.951(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 1.951(CFS)
Normal flow depth in pipe = 6.35(In.)
B3-128
1622
Flow top width inside pipe = 8.20(In.)
Critical Depth = 7.63(In.)
Pipe flow velocity = 5.85(Ft/s)
Travel time through pipe = 7.53 min.

Time of concentration (TC) = 17.17 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.010 to Point/Station 1.020 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ COMMERCIAL subarea type
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.1000 Max loss rate(Fm)= 0.098(In/Hr) Time of concentration = 17.17 min.

Rainfall intensity = 2.542(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.865
Subarea runoff = 116.315(CFS) for 53.140(Ac.)
Total runoff = 118.266(CFS)
Effective area this stream = 53.76(Ac.)
Total Study Area (Main Stream No. 2) = 205.66(Ac.)
Area averaged Fm value = 0.098(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.020 to Point/Station 1.020 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 53.760(Ac.)
Runoff from this stream = 118.266(CFS)
Time of concentration = 17.17 min.

Rainfall intensity = 2.542(In/Hr)
Area averaged loss rate (Fm) = 0.0978(In/Hr)
Area averaged Pervious ratio (Ap) = 0.1000
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 77.82 151.900 46.38 0.831 1.400
2 118.27 53.760 17.17 0.098 2.542
Qmax(1) =
B3-129
1623

1.000 * 1.000 * 77.824) +

0.533 * 1.000 * 118.266) + = 140.849
Qmax(2) =

3.006 * 0.370 * 77.824) +

1.000 * 1.000 * 118.266) + = 204.856
Total of 2 main streams to confluence:

Flow rates before confluence point:

78.824 119.266
Maximum flow rates at confluence using above data:
140.849 204.856
Area of streams before confluence:
151.900 53.760
Effective area values after confluence:
205.660 109.993
Results of confluence:

Total flow rate = 204.856(CFS)
Time of concentration = 17.171 min.

Effective stream area after confluence = 109.993(Ac.)
Study area average Pervious fraction(Ap) = 0.654
Study area average soil loss rate(Fm) = 0.639(In/Hr)
Study area total = 205.66(Ac.)
End of computations, Total Study Area = 205.66 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.

Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation.

Area averaged pervious area fraction(Ap) = 0.654
Area averaged SCS curve number = 32.0
B3-130
1624
Ontario Regional Sports Complex G
A.6 – MASTERPLAN ONSITE HYDROLOGY MODEL
B3-131
1625
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2019 Version 9.1 Rational Hydrology Study Date: 05/15/24
------------------------------------------------------------------------

ORSC EXISTING CONDITION
100-YEAR
------------------------------------------------------------------------ Program License Serial Number 6639
------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0
10 Year storm 1 hour rainfall = 0.800(In.)
100 Year storm 1 hour rainfall = 1.200(In.)
Computed rainfall intensity:

Storm year = 100.00 1 hour rainfall = 1.200 (In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.000 to Point/Station 1.010 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ RESIDENTIAL(5 - 7 dwl/acre)
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) Initial subarea data:

Initial area flow distance = 582.850(Ft.)
Top (of initial area) elevation = 744.440(Ft.)
Bottom (of initial area) elevation = 740.610(Ft.)
Difference in elevation = 3.830(Ft.)
Slope = 0.00657 s(%)= 0.66
TC = k(0.389)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 13.572 min.

Rainfall intensity = 2.927(In/Hr) for a 100.0 year storm B3-132
1626
Effective runoff coefficient used for area (Q=KCIA) is C = 0.750 Subarea runoff = 2.261(CFS)
Total initial stream area = 1.030(Ac.)
Pervious area fraction = 0.500
Initial area Fm value = 0.489(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.010 to Point/Station 1.020 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 740.610(Ft.)
Downstream point/station elevation = 715.440(Ft.)
Pipe length = 4731.14(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 2.261(CFS)
Given pipe size = 120.00(In.)
Calculated individual pipe flow = 2.261(CFS)
Normal flow depth in pipe = 3.87(In.)
Flow top width inside pipe = 42.38(In.)
Critical depth could not be calculated.

Pipe flow velocity = 2.96(Ft/s)
Travel time through pipe = 26.63 min.

Time of concentration (TC) = 40.21 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.010 to Point/Station 1.020 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ RESIDENTIAL(5 - 7 dwl/acre)
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) Time of concentration = 40.21 min.

Rainfall intensity = 1.526(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.612
Subarea runoff = 139.494(CFS) for 150.870(Ac.)
Total runoff = 141.754(CFS)
Effective area this stream = 151.90(Ac.)
Total Study Area (Main Stream No. 1) = 151.90(Ac.)
Area averaged Fm value = 0.489(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.020 to Point/Station 1.020 **** CONFLUENCE OF MAIN STREAMS ****
B3-133
1627
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 151.900(Ac.)
Runoff from this stream = 141.754(CFS)
Time of concentration = 40.21 min.

Rainfall intensity = 1.526(In/Hr)
Area averaged loss rate (Fm) = 0.4889(In/Hr)
Area averaged Pervious ratio (Ap) = 0.5000
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.000 to Point/Station 2.010 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ RESIDENTIAL(5 - 7 dwl/acre)
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) Initial subarea data:

Initial area flow distance = 583.860(Ft.)
Top (of initial area) elevation = 772.970(Ft.)
Bottom (of initial area) elevation = 766.770(Ft.)
Difference in elevation = 6.200(Ft.)
Slope = 0.01062 s(%)= 1.06
TC = k(0.389)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 12.338 min.

Rainfall intensity = 3.100(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.758 Subarea runoff = 1.457(CFS)
Total initial stream area = 0.620(Ac.)
Pervious area fraction = 0.500
Initial area Fm value = 0.489(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.010 to Point/Station 1.020 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 766.770(Ft.)
Downstream point/station elevation = 715.440(Ft.)
Pipe length = 2643.85(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.457(CFS)
Nearest computed pipe diameter = 9.00(In.)
Calculated individual pipe flow = 1.457(CFS)
Normal flow depth in pipe = 5.19(In.)
B3-134
1628
Flow top width inside pipe = 8.89(In.)
Critical Depth = 6.67(In.)
Pipe flow velocity = 5.52(Ft/s)
Travel time through pipe = 7.98 min.

Time of concentration (TC) = 20.32 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.010 to Point/Station 1.020 **** SUBAREA FLOW ADDITION ****
______________________________________________________________________ RESIDENTIAL(5 - 7 dwl/acre)
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 32.00
Pervious ratio(Ap) = 0.5000 Max loss rate(Fm)= 0.489(In/Hr) Time of concentration = 20.32 min.

Rainfall intensity = 2.298(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area,(total area with modified rational method)(Q=KCIA) is C = 0.708
Subarea runoff = 86.061(CFS) for 53.140(Ac.)
Total runoff = 87.517(CFS)
Effective area this stream = 53.76(Ac.)
Total Study Area (Main Stream No. 2) = 205.66(Ac.)
Area averaged Fm value = 0.489(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.020 to Point/Station 1.020 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 53.760(Ac.)
Runoff from this stream = 87.517(CFS)
Time of concentration = 20.32 min.

Rainfall intensity = 2.298(In/Hr)
Area averaged loss rate (Fm) = 0.4889(In/Hr)
Area averaged Pervious ratio (Ap) = 0.5000
Summary of stream data:

Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 141.75 151.900 40.21 0.489 1.526
2 87.52 53.760 20.32 0.489 2.298
Qmax(1) =
B3-135
1629

1.000 * 1.000 * 141.754) +

0.573 * 1.000 * 87.517) + = 191.924
Qmax(2) =

1.744 * 0.505 * 141.754) +

1.000 * 1.000 * 87.517) + = 212.504
Total of 2 main streams to confluence:

Flow rates before confluence point:
142.754 88.517
Maximum flow rates at confluence using above data:
191.924 212.504
Area of streams before confluence:
151.900 53.760
Effective area values after confluence:
205.660 130.536
Results of confluence:

Total flow rate = 212.504(CFS)
Time of concentration = 20.322 min.

Effective stream area after confluence = 130.536(Ac.)
Study area average Pervious fraction(Ap) = 0.500
Study area average soil loss rate(Fm) = 0.489(In/Hr)
Study area total = 205.66(Ac.)
End of computations, Total Study Area = 205.66 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.

Note: These figures do not consider reduced effective area effects caused by confluences in the rational equation.

Area averaged pervious area fraction(Ap) = 0.500
Area averaged SCS curve number = 32.0
B3-136
1630
Ontario Regional Sports Complex H

APPENDIX B - HYDRAULICS
B3-137
1631
Ontario Regional Sports Complex I
B.1 – WSPG MODEL
B3-138
1632
B3-139
1633
*************************************
Water Surface Profile Gradient (WSPG)

XP WSPG
Engine Version 3.1 19/04/2012
Innovyze www.innovyze.com
*************************************

INPUT FILE
*************************************
J:\2024 Jobs\224058 - 045.ONT.0016.01 Sports Complex\Drainage\30\Calcs\WSPG\Proposed_4-29\Proposed_Chino_SD.wsx Computed 04/30/24 12:00:03

TITLE INFORMATION
*************************************

ONTARIO CHINO
TEST
AP

WARNING SUMMARY
*************************************
WARNING 25: Link type element Transition12 has different invert elevation than its upstream node.

WARNING 25: Link type element TR2 has different invert elevation than its upstream node.

WARNING 36: D/S processing stopped in junction MH12 because critical momentum is greater than maximum momentum.

WARNING 36: D/S processing stopped in junction MH11 because critical momentum is greater than maximum momentum.

WARNING 36: D/S processing stopped in junction MH9 because critical momentum is greater than maximum momentum.

WARNING 36: D/S processing stopped in junction MH3 because critical momentum is greater than maximum momentum.

WARNING 36: D/S processing stopped in junction MH1 because critical momentum is greater than maximum momentum.

WARNING 36: D/S processing stopped in junction MH-A0 because critical momentum is greater than maximum momentum.

WARNING 36: D/S processing stopped in junction MH-J2 because critical momentum is greater than maximum momentum.

WARNING 36: D/S processing stopped in junction MH-J1 because critical momentum is greater than maximum momentum.

WARNING 36: D/S processing stopped in junction MH-G2 because critical momentum is greater than maximum momentum.

WARNING 36: D/S processing stopped in junction MH-G1 because critical momentum is greater than maximum momentum.

WARNING 36: D/S processing stopped in junction MH-H2 because critical momentum is greater than maximum momentum.

WARNING 36: D/S processing stopped in junction MH-H1 because critical momentum is greater than maximum momentum.

RESULTS
*************************************
============================================================== Main Line
============================================================== Composite Profile:

ELEMENT TYPE STATION INVERT GROUND W.S. DEPTH Q BARREL VELOC. VELOC. ENERGY SUPER CRITICAL FROUDE SLOPE NORMAL CROSS

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CHINO AVENUE STORM DRAIN
B3-140
1634
"MH-A0" Junction 156.00 716.13 755.00 729.390 13.260 1345.34 1 11.90 2.20 731.59 0.000 8.449 0.000 0.00000 0.000 Circular Pipe "M1-MHA0" Reach 253.00 716.61 755.00 729.633 13.023 1345.34 1 11.90 2.20 731.83 0.000 8.449 0.000 0.00495 7.477 Circular Pipe "MH1" Join 258.00 716.61 755.00 730.070 13.460 1278.63 1 11.31 1.98 732.05 0.000 8.233 0.000 0.00000 0.000 Circular Pipe "M2-M1" Reach 729.50 718.91 760.00 731.136 12.226 1278.63 1 11.31 1.98 733.12 0.000 8.233 0.000 0.00488 7.263 Circular Pipe "MH-2" Junction 734.50 718.91 760.00 731.148 12.238 1278.53 1 11.30 1.98 733.13 0.000 8.233 0.000 0.00000 0.000 Circular Pipe "i.p." 832.95 719.37 760.00 731.370 12.000 1278.53 1 11.30 1.98 733.35 0.000 8.233 0.049 0.00467 7.365 Circular Pipe "M3-M2" Reach 1175.20 720.97 760.00 731.909 10.939 1278.53 1 11.82 2.17 734.08 0.000 8.233 0.523 0.00467 7.365 Circular Pipe "MH3" Join 1180.20 720.97 760.00 732.337 11.367 1229.09 1 11.09 1.91 734.25 0.000 8.068 0.000 0.00000 0.000 Circular Pipe "i.p." 1385.83 721.93 760.00 732.524 10.591 1229.09 1 11.63 2.10 734.63 0.000 8.068 0.554 0.00468 7.172 Circular Pipe "i.p." 1524.10 722.58 760.00 732.584 10.003 1229.09 1 12.20 2.31 734.90 0.000 8.068 0.641 0.00468 7.172 Circular Pipe "M4-M3" Reach 1624.20 723.05 760.00 732.580 9.530 1229.09 1 12.76 2.53 735.11 0.000 8.068 0.714 0.00468 7.172 Circular Pipe HYDRAULIC JUMP at 1682.51 of length 0.10
"i.p." 1682.51 723.32 758.69 732.556 9.234 1229.09 1 13.16 2.69 735.25 0.000 8.068 0.763 0.00466 7.183 Circular Pipe "i.p." 1682.51 723.32 758.69 730.343 7.021 1229.09 1 17.88 4.96 735.31 0.000 8.068 1.307 0.00466 7.183 Circular Pipe "i.p." 1757.90 723.67 756.99 730.658 6.984 1229.09 1 17.99 5.03 735.68 0.000 8.068 1.320 0.00466 7.183 Circular Pipe "M5-M4" Reach 2068.20 725.12 750.00 731.837 6.717 1229.09 1 18.87 5.53 737.37 0.000 8.068 1.422 0.00466 7.183 Circular Pipe "i.p." 2075.69 725.16 750.00 731.867 6.711 1229.09 1 18.89 5.54 737.41 0.000 8.068 1.425 0.00491 7.065 Circular Pipe "i.p." 2316.29 726.34 750.00 732.794 6.457 1229.09 1 19.82 6.10 738.89 0.000 8.068 1.534 0.00491 7.065 Circular Pipe "MH6-MH5" Reach 2494.20 727.21 750.00 733.426 6.216 1229.09 1 20.78 6.71 740.13 0.000 8.068 1.649 0.00491 7.065 Circular Pipe "MH6" Junction 2499.20 727.21 750.00 733.404 6.194 1228.99 1 20.87 6.77 740.17 0.000 8.068 0.000 0.00000 0.000 Circular Pipe "T1-MH6" Reach 2793.20 729.18 746.00 735.185 6.007 1228.99 1 21.70 7.31 742.50 0.000 8.068 1.760 0.00669 6.411 Circular Pipe "Transiti" Transition 2799.20 729.22 745.50 736.609 7.389 1228.99 1 19.75 6.06 742.67 0.000 8.373 1.308 0.00700 0.000 Circular Pipe "MH7-T1" Reach 2936.20 730.22 745.00 737.721 7.501 1228.99 1 19.45 5.87 743.59 0.000 8.373 1.268 0.00730 7.212 Circular Pipe "MH8-MH7" Reach 3430.20 733.51 752.00 741.247 7.737 1228.99 1 18.85 5.52 746.76 0.000 8.373 1.190 0.00666 7.491 Circular Pipe "i.p." 3770.45 735.63 756.02 743.581 7.950 1228.99 1 18.36 5.23 748.81 0.000 8.373 1.123 0.00623 7.714 Circular Pipe "MH9-MH8" Reach 3853.70 736.15 757.00 744.522 8.372 1228.99 1 17.50 4.76 749.28 0.000 8.373 1.000 0.00623 7.714 Circular Pipe "MH9" Join 3858.70 736.15 757.00 746.508 10.358 1149.10 1 14.63 3.32 749.83 0.000 8.131 0.000 0.00000 0.000 Circular Pipe "i.p." 4044.87 737.41 757.44 747.407 10.000 1149.10 1 14.63 3.32 750.73 0.000 8.131 0.073 0.00675 7.053 Circular Pipe "MH10-MH-" Reach 4282.20 739.01 758.00 748.214 9.204 1149.10 1 15.20 3.59 751.80 0.000 8.131 0.717 0.00675 7.053 Circular Pipe HYDRAULIC JUMP at 4286.76 of length 0.10
"i.p." 4286.76 739.04 758.06 748.222 9.181 1149.10 1 15.22 3.60 751.82 0.000 8.131 0.723 0.00676 7.051 Circular Pipe "i.p." 4286.76 739.04 758.06 746.200 7.159 1149.10 1 19.10 5.66 751.86 0.000 8.131 1.303 0.00676 7.051 Circular Pipe "i.p." 4558.91 740.88 761.87 748.264 7.383 1149.10 1 18.48 5.31 753.57 0.000 8.131 1.225 0.00676 7.051 Circular Pipe "i.p." 4682.95 741.72 763.60 749.456 7.737 1149.10 1 17.62 4.82 754.28 0.000 8.131 1.113 0.00676 7.051 Circular Pipe "MH11-MH1" Reach 4711.20 741.91 764.00 750.040 8.130 1149.10 1 16.80 4.38 754.42 0.000 8.131 1.000 0.00676 7.051 Circular Pipe "MH11" Junction 4716.20 741.91 764.00 754.619 12.709 818.10 1 10.42 1.68 756.30 0.000 6.892 0.000 0.00000 0.000 Circular Pipe "MH12-MH1" Reach 5095.10 744.44 766.00 755.546 11.106 818.10 1 10.42 1.68 757.23 0.000 6.892 0.000 0.00668 5.614 Circular Pipe "MH12" Join 5101.10 744.44 766.00 758.741 14.301 190.10 1 2.42 0.09 758.83 0.000 3.224 0.000 0.00000 0.000 Circular Pipe "T2-M12" Reach 5132.10 747.84 766.00 758.745 10.907 190.10 1 2.42 0.09 758.84 0.000 3.224 0.000 0.10961 1.275 Circular Pipe "Transiti" Transition 5138.10 746.88 766.00 758.263 11.383 190.10 1 6.72 0.70 758.96 0.000 3.765 0.000 -0.15967 0.000 Circular Pipe "T2" Junction 5143.10 746.88 766.00 758.275 11.395 190.00 1 6.72 0.70 758.98 0.000 3.764 0.000 0.00000 0.000 Circular Pipe "M14-T2" Reach 5332.70 747.96 770.00 758.656 10.696 190.00 1 6.72 0.70 759.36 0.000 3.764 0.000 0.00570 3.330 Circular Pipe "M15-M14" Reach 5757.60 750.00 770.00 759.511 9.511 190.00 1 6.72 0.70 760.21 0.000 3.764 0.000 0.00480 3.515 Circular Pipe "MH-15" Headwrk 5757.60 750.00 770.00 759.511 9.511 190.00 1 6.72 0.70 760.21 0.000 3.764 0.000 0.00000 0.000 Circular Pipe *) in the W.S.ELEV column indicates flooding, it is set whenever W.S.ELEV > GROUND ELEV i.p. = intermediate point processing results for reaches ============================================================== MH12_Lateral1
============================================================== This document was created by an application that isn’t licensed to use novaPDF.

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B3-141
1635
Composite Profile:

ELEMENT TYPE STATION INVERT GROUND W.S. DEPTH Q BARREL VELOC. VELOC. ENERGY SUPER CRITICAL FROUDE SLOPE NORMAL CROSS

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B3-142
1636
"i.p." 5082.64 748.58 759.31 750.605 2.020 11.20 1 2.21 0.08 750.68 0.000 1.061 0.291 0.00500 0.995 Circular Pipe "i.p." 5099.27 748.67 759.44 750.605 1.938 11.20 1 2.32 0.08 750.69 0.000 1.061 0.315 0.00500 0.995 Circular Pipe "i.p." 5114.80 748.75 759.56 750.605 1.860 11.20 1 2.43 0.09 750.70 0.000 1.061 0.341 0.00500 0.995 Circular Pipe "i.p." 5129.34 748.82 759.68 750.605 1.787 11.20 1 2.55 0.10 750.71 0.000 1.061 0.368 0.00500 0.995 Circular Pipe "i.p." 5142.99 748.89 759.79 750.604 1.718 11.20 1 2.68 0.11 750.72 0.000 1.061 0.397 0.00500 0.995 Circular Pipe "i.p." 5155.83 748.95 759.89 750.603 1.652 11.20 1 2.81 0.12 750.73 0.000 1.061 0.428 0.00500 0.995 Circular Pipe "i.p." 5167.91 749.01 759.99 750.601 1.590 11.20 1 2.94 0.13 750.74 0.000 1.061 0.460 0.00500 0.995 Circular Pipe "Link38" Reach 5169.70 749.02 760.00 750.601 1.581 11.20 1 2.97 0.14 750.74 0.000 1.061 0.465 0.00500 0.995 Circular Pipe "MH-J3" Headwrk 5169.70 749.02 760.00 750.601 1.581 11.20 1 2.97 0.14 750.74 0.000 1.061 0.000 0.00000 0.000 Circular Pipe *) in the W.S.ELEV column indicates flooding, it is set whenever W.S.ELEV > GROUND ELEV i.p. = intermediate point processing results for reaches ============================================================== MH3_Branch1
============================================================== Composite Profile:

ELEMENT TYPE STATION INVERT GROUND W.S. DEPTH Q BARREL VELOC. VELOC. ENERGY SUPER CRITICAL FROUDE SLOPE NORMAL CROSS

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B3-143
1637
"i.p." 1205.11 744.16 755.00 746.162 2.003 49.44 1 9.86 1.51 747.67 0.000 2.289 1.305 1.02000 0.550 Circular Pipe "i.p." 1205.16 744.21 755.00 746.299 2.090 49.44 1 9.40 1.37 747.67 0.000 2.289 1.200 1.02000 0.550 Circular Pipe "i.p." 1205.19 744.24 755.00 746.424 2.185 49.44 1 8.96 1.25 747.67 0.000 2.289 1.099 1.02000 0.550 Circular Pipe "Link73" Reach 1205.20 744.25 755.00 746.538 2.288 49.44 1 8.55 1.13 747.67 0.000 2.289 1.001 1.02000 0.550 Circular Pipe "MH-G1" Junction 1210.20 744.25 755.00 747.916 3.666 31.67 1 4.48 0.31 748.23 0.000 1.825 0.000 0.00000 0.000 Circular Pipe HYDRAULIC JUMP at 1398.30 of length 0.03
"i.p." 1308.85 745.14 755.27 748.138 3.000 31.67 1 4.48 0.31 748.45 0.000 1.825 0.055 0.00900 1.501 Circular Pipe "i.p." 1344.63 745.46 755.36 748.182 2.722 31.67 1 4.70 0.34 748.53 0.000 1.825 0.421 0.00900 1.501 Circular Pipe "i.p." 1362.91 745.62 755.41 748.185 2.560 31.67 1 4.93 0.38 748.56 0.000 1.825 0.499 0.00900 1.501 Circular Pipe "i.p." 1376.97 745.75 755.45 748.179 2.427 31.67 1 5.17 0.41 748.59 0.000 1.825 0.565 0.00900 1.501 Circular Pipe "i.p." 1388.42 745.85 755.48 748.165 2.311 31.67 1 5.42 0.46 748.62 0.000 1.825 0.628 0.00900 1.501 Circular Pipe "i.p." 1397.84 745.94 755.51 748.145 2.206 31.67 1 5.69 0.50 748.65 0.000 1.825 0.691 0.00900 1.501 Circular Pipe "i.p." 1398.30 745.94 755.51 748.144 2.200 31.67 1 5.70 0.50 748.65 0.000 1.825 0.694 0.00900 1.501 Circular Pipe "i.p." 1398.30 745.94 755.51 747.446 1.502 31.67 1 8.94 1.24 748.69 0.000 1.825 1.450 0.00900 1.501 Circular Pipe "i.p." 1443.09 746.35 755.63 747.850 1.504 31.67 1 8.93 1.24 749.09 0.000 1.825 1.448 0.00900 1.501 Circular Pipe "i.p." 1536.12 747.18 755.88 748.746 1.561 31.67 1 8.52 1.13 749.87 0.000 1.825 1.348 0.00900 1.501 Circular Pipe "i.p." 1562.44 747.42 755.95 749.043 1.622 31.67 1 8.12 1.02 750.07 0.000 1.825 1.253 0.00900 1.501 Circular Pipe "i.p." 1574.33 747.53 755.98 749.214 1.686 31.67 1 7.74 0.93 750.14 0.000 1.825 1.164 0.00900 1.501 Circular Pipe "i.p." 1579.71 747.58 756.00 749.330 1.753 31.67 1 7.38 0.85 750.18 0.000 1.825 1.080 0.00900 1.501 Circular Pipe "L-G2" Reach 1581.20 747.59 756.00 749.414 1.824 31.67 1 7.04 0.77 750.18 0.000 1.825 1.001 0.00900 1.501 Circular Pipe "MH-G2" Junction 1586.20 747.59 756.00 750.574 2.984 8.09 1 1.15 0.02 750.59 0.000 0.896 0.000 0.00000 0.000 Circular Pipe HYDRAULIC JUMP at 1785.98 of length 0.02
"i.p." 1615.81 747.86 756.76 750.576 2.719 8.09 1 1.20 0.02 750.60 0.000 0.896 0.108 0.00900 0.724 Circular Pipe "i.p." 1633.72 748.02 757.22 750.576 2.558 8.09 1 1.26 0.02 750.60 0.000 0.896 0.128 0.00900 0.724 Circular Pipe "i.p." 1648.45 748.15 757.60 750.576 2.426 8.09 1 1.32 0.03 750.60 0.000 0.896 0.145 0.00900 0.724 Circular Pipe "i.p." 1661.31 748.27 757.93 750.575 2.309 8.09 1 1.39 0.03 750.60 0.000 0.896 0.161 0.00900 0.724 Circular Pipe "i.p." 1672.87 748.37 758.23 750.574 2.204 8.09 1 1.45 0.03 750.61 0.000 0.896 0.177 0.00900 0.724 Circular Pipe "i.p." 1683.40 748.46 758.50 750.573 2.108 8.09 1 1.52 0.04 750.61 0.000 0.896 0.193 0.00900 0.724 Circular Pipe "i.p." 1693.12 748.55 758.75 750.571 2.019 8.09 1 1.60 0.04 750.61 0.000 0.896 0.210 0.00900 0.724 Circular Pipe "i.p." 1702.13 748.63 758.98 750.570 1.936 8.09 1 1.68 0.04 750.61 0.000 0.896 0.228 0.00900 0.724 Circular Pipe "i.p." 1710.53 748.71 759.20 750.568 1.859 8.09 1 1.76 0.05 750.62 0.000 0.896 0.247 0.00900 0.724 Circular Pipe "i.p." 1718.39 748.78 759.40 750.565 1.786 8.09 1 1.84 0.05 750.62 0.000 0.896 0.266 0.00900 0.724 Circular Pipe "i.p." 1725.76 748.85 759.59 750.563 1.717 8.09 1 1.93 0.06 750.62 0.000 0.896 0.287 0.00900 0.724 Circular Pipe "i.p." 1732.69 748.91 759.77 750.560 1.651 8.09 1 2.03 0.06 750.62 0.000 0.896 0.309 0.00900 0.724 Circular Pipe "i.p." 1739.20 748.97 759.93 750.556 1.589 8.09 1 2.13 0.07 750.63 0.000 0.896 0.333 0.00900 0.724 Circular Pipe "i.p." 1745.33 749.02 760.09 750.552 1.530 8.09 1 2.23 0.08 750.63 0.000 0.896 0.358 0.00900 0.724 Circular Pipe "i.p." 1751.10 749.07 760.24 750.548 1.474 8.09 1 2.34 0.09 750.63 0.000 0.896 0.384 0.00900 0.724 Circular Pipe "i.p." 1756.51 749.12 760.38 750.543 1.420 8.09 1 2.45 0.09 750.64 0.000 0.896 0.412 0.00900 0.724 Circular Pipe "i.p." 1761.60 749.17 760.51 750.538 1.369 8.09 1 2.57 0.10 750.64 0.000 0.896 0.443 0.00900 0.724 Circular Pipe "i.p." 1766.35 749.21 760.63 750.531 1.320 8.09 1 2.70 0.11 750.64 0.000 0.896 0.475 0.00900 0.724 Circular Pipe "i.p." 1770.80 749.25 760.75 750.525 1.273 8.09 1 2.83 0.12 750.65 0.000 0.896 0.509 0.00900 0.724 Circular Pipe "i.p." 1774.92 749.29 760.85 750.517 1.228 8.09 1 2.97 0.14 750.65 0.000 0.896 0.545 0.00900 0.724 Circular Pipe "i.p." 1778.72 749.32 760.95 750.508 1.185 8.09 1 3.12 0.15 750.66 0.000 0.896 0.584 0.00900 0.724 Circular Pipe "i.p." 1782.20 749.35 761.04 750.498 1.144 8.09 1 3.27 0.17 750.66 0.000 0.896 0.625 0.00900 0.724 Circular Pipe "i.p." 1785.34 749.38 761.12 750.486 1.104 8.09 1 3.43 0.18 750.67 0.000 0.896 0.669 0.00900 0.724 Circular Pipe "i.p." 1785.98 749.39 761.14 750.484 1.096 8.09 1 3.46 0.19 750.67 0.000 0.896 0.678 0.00900 0.724 Circular Pipe "i.p." 1785.98 749.39 761.14 750.112 0.724 8.09 1 6.15 0.59 750.70 0.000 0.896 1.514 0.00900 0.724 Circular Pipe "i.p." 1828.69 749.77 762.24 750.497 0.724 8.09 1 6.15 0.59 751.08 0.000 0.896 1.514 0.00900 0.724 Circular Pipe "i.p." 1880.61 750.24 763.57 750.970 0.730 8.09 1 6.08 0.57 751.54 0.000 0.896 1.491 0.00900 0.724 Circular Pipe "i.p." 1913.50 750.54 764.42 751.291 0.755 8.09 1 5.80 0.52 751.81 0.000 0.896 1.396 0.00900 0.724 Circular Pipe "i.p." 1925.10 750.64 764.71 751.421 0.781 8.09 1 5.53 0.47 751.90 0.000 0.896 1.307 0.00900 0.724 Circular Pipe "i.p." 1930.99 750.69 764.87 751.501 0.808 8.09 1 5.27 0.43 751.93 0.000 0.896 1.223 0.00900 0.724 Circular Pipe This document was created by an application that isn’t licensed to use novaPDF.

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B3-144
1638
"i.p." 1934.18 750.72 764.95 751.558 0.836 8.09 1 5.03 0.39 751.95 0.000 0.896 1.145 0.00900 0.724 Circular Pipe "i.p." 1935.73 750.74 764.99 751.601 0.865 8.09 1 4.79 0.36 751.96 0.000 0.896 1.071 0.00900 0.724 Circular Pipe "L-G3" Reach 1936.20 750.74 765.00 751.635 0.895 8.09 1 4.57 0.32 751.96 0.000 0.896 1.002 0.00900 0.724 Circular Pipe "MH-G3" Headwrk 1936.20 750.74 765.00 751.636 0.896 8.09 1 4.56 0.32 751.96 0.000 0.896 0.000 0.00000 0.000 Circular Pipe *) in the W.S.ELEV column indicates flooding, it is set whenever W.S.ELEV > GROUND ELEV i.p. = intermediate point processing results for reaches ============================================================== MH1_Branch1
============================================================== Composite Profile:

ELEMENT TYPE STATION INVERT GROUND W.S. DEPTH Q BARREL VELOC. VELOC. ENERGY SUPER CRITICAL FROUDE SLOPE NORMAL CROSS

NAME ELEV ELEV ELEV HEAD GRADE LN ELEV DEPTH NUMBER DEPTH SECTION ---------- ---------- ---------- -------- -------- -------- -------- ---------- ------- ------ ---------- ------ -------- ------ ------- ------ --------- ###
"Outlet/M" Outlet 258.00 716.61 755.00 729.851 13.241 66.71 1 0.59 0.01 729.86 0.000 1.793 0.000 0.00000 0.000 Circular Pipe "TR2" Transition 974.57 716.57 755.00 732.335 15.767 66.71 1 9.44 1.38 733.72 0.000 2.611 0.000 -0.00006 0.000 Circular Pipe HYDRAULIC JUMP at 980.18 of length 0.28
"i.p." 980.18 722.61 755.00 732.392 9.779 66.71 1 9.44 1.38 733.77 0.000 2.611 0.000 1.07728 0.629 Circular Pipe "i.p." 980.18 722.61 755.00 723.513 0.901 66.71 1 37.36 21.68 745.19 0.000 2.611 8.172 1.07728 0.629 Circular Pipe "i.p." 980.72 723.19 755.00 724.097 0.907 66.71 1 36.99 21.25 745.35 0.000 2.611 8.059 1.07728 0.629 Circular Pipe "i.p." 982.98 725.63 755.00 726.566 0.939 66.71 1 35.27 19.32 745.89 0.000 2.611 7.539 1.07728 0.629 Circular Pipe "i.p." 984.96 727.76 755.00 728.734 0.972 66.71 1 33.63 17.56 746.30 0.000 2.611 7.052 1.07728 0.629 Circular Pipe "i.p." 986.70 729.64 755.00 730.648 1.006 66.71 1 32.07 15.97 746.61 0.000 2.611 6.594 1.07728 0.629 Circular Pipe "i.p." 988.25 731.30 755.00 732.345 1.042 66.71 1 30.57 14.51 746.86 0.000 2.611 6.165 1.07728 0.629 Circular Pipe "i.p." 989.61 732.78 755.00 733.856 1.079 66.71 1 29.15 13.20 747.05 0.000 2.611 5.763 1.07728 0.629 Circular Pipe "i.p." 990.83 734.09 755.00 735.205 1.118 66.71 1 27.79 12.00 747.20 0.000 2.611 5.385 1.07728 0.629 Circular Pipe "i.p." 991.91 735.25 755.00 736.411 1.158 66.71 1 26.50 10.91 747.32 0.000 2.611 5.031 1.07728 0.629 Circular Pipe "i.p." 992.88 736.29 755.00 737.494 1.200 66.71 1 25.27 9.91 747.41 0.000 2.611 4.698 1.07728 0.629 Circular Pipe "i.p." 993.74 737.22 755.00 738.466 1.244 66.71 1 24.09 9.01 747.48 0.000 2.611 4.387 1.07728 0.629 Circular Pipe "i.p." 994.51 738.05 755.00 739.342 1.289 66.71 1 22.97 8.19 747.53 0.000 2.611 4.094 1.07728 0.629 Circular Pipe "i.p." 995.20 738.79 755.00 740.130 1.337 66.71 1 21.90 7.45 747.58 0.000 2.611 3.819 1.07728 0.629 Circular Pipe "i.p." 995.81 739.46 755.00 740.842 1.387 66.71 1 20.88 6.77 747.61 0.000 2.611 3.561 1.07728 0.629 Circular Pipe "i.p." 996.36 740.05 755.00 741.485 1.439 66.71 1 19.91 6.16 747.64 0.000 2.611 3.319 1.07728 0.629 Circular Pipe "i.p." 996.85 740.57 755.00 742.065 1.493 66.71 1 18.98 5.60 747.66 0.000 2.611 3.091 1.07728 0.629 Circular Pipe "i.p." 997.28 741.04 755.00 742.591 1.550 66.71 1 18.10 5.09 747.68 0.000 2.611 2.877 1.07728 0.629 Circular Pipe "i.p." 997.67 741.46 755.00 743.066 1.611 66.71 1 17.26 4.62 747.69 0.000 2.611 2.676 1.07728 0.629 Circular Pipe "i.p." 998.01 741.82 755.00 743.497 1.674 66.71 1 16.45 4.20 747.70 0.000 2.611 2.486 1.07728 0.629 Circular Pipe "i.p." 998.31 742.15 755.00 743.887 1.740 66.71 1 15.69 3.82 747.71 0.000 2.611 2.307 1.07728 0.629 Circular Pipe "i.p." 998.57 742.43 755.00 744.241 1.811 66.71 1 14.96 3.47 747.72 0.000 2.611 2.139 1.07728 0.629 Circular Pipe "i.p." 998.80 742.68 755.00 744.561 1.885 66.71 1 14.26 3.16 747.72 0.000 2.611 1.979 1.07728 0.629 Circular Pipe "i.p." 999.00 742.89 755.00 744.852 1.965 66.71 1 13.60 2.87 747.72 0.000 2.611 1.827 1.07728 0.629 Circular Pipe "i.p." 999.17 743.07 755.00 745.116 2.049 66.71 1 12.97 2.61 747.73 0.000 2.611 1.683 1.07728 0.629 Circular Pipe "i.p." 999.30 743.21 755.00 745.355 2.141 66.71 1 12.36 2.37 747.73 0.000 2.611 1.545 1.07728 0.629 Circular Pipe "i.p." 999.41 743.33 755.00 745.572 2.240 66.71 1 11.79 2.16 747.73 0.000 2.611 1.411 1.07728 0.629 Circular Pipe "i.p." 999.49 743.42 755.00 745.769 2.348 66.71 1 11.24 1.96 747.73 0.000 2.611 1.279 1.07728 0.629 Circular Pipe "i.p." 999.55 743.48 755.00 745.948 2.470 66.71 1 10.72 1.78 747.73 0.000 2.611 1.145 1.07728 0.629 Circular Pipe "Link36" Reach 999.57 743.50 755.00 746.110 2.610 66.71 1 10.22 1.62 747.73 0.000 2.611 1.001 1.07728 0.629 Circular Pipe This document was created by an application that isn’t licensed to use novaPDF.

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B3-145
1639
"MH-H1" Junction 1004.57 743.50 755.00 748.511 5.011 33.87 1 4.79 0.36 748.87 0.000 1.890 0.000 0.00000 0.000 Circular Pipe "i.p." 1317.79 746.32 755.00 749.319 3.000 33.87 1 4.79 0.36 749.68 0.000 1.890 0.059 0.00900 1.562 Circular Pipe "i.p." 1354.55 746.65 755.00 749.372 2.722 33.87 1 5.03 0.39 749.76 0.000 1.890 0.450 0.00900 1.562 Circular Pipe "L-H2" Reach 1364.57 746.74 755.00 749.375 2.635 33.87 1 5.15 0.41 749.79 0.000 1.890 0.495 0.00900 1.562 Circular Pipe "MH-H2" Junction 1369.57 746.74 755.00 750.131 3.391 8.30 1 1.17 0.02 750.15 0.000 0.908 0.000 0.00000 0.000 Circular Pipe HYDRAULIC JUMP at 1559.55 of length 0.02
"i.p." 1404.74 747.14 755.11 750.136 3.000 8.30 1 1.17 0.02 750.16 0.000 0.908 0.014 0.01127 0.694 Circular Pipe "i.p." 1429.54 747.42 755.19 750.138 2.722 8.30 1 1.23 0.02 750.16 0.000 0.908 0.110 0.01127 0.694 Circular Pipe "i.p." 1443.85 747.58 755.24 750.137 2.560 8.30 1 1.29 0.03 750.16 0.000 0.908 0.131 0.01127 0.694 Circular Pipe "i.p." 1455.60 747.71 755.27 750.136 2.427 8.30 1 1.35 0.03 750.16 0.000 0.908 0.148 0.01127 0.694 Circular Pipe "i.p." 1465.86 747.82 755.30 750.135 2.311 8.30 1 1.42 0.03 750.17 0.000 0.908 0.165 0.01127 0.694 Circular Pipe "i.p." 1475.06 747.93 755.33 750.134 2.206 8.30 1 1.49 0.03 750.17 0.000 0.908 0.181 0.01127 0.694 Circular Pipe "i.p." 1483.44 748.02 755.36 750.132 2.109 8.30 1 1.56 0.04 750.17 0.000 0.908 0.198 0.01127 0.694 Circular Pipe "i.p." 1491.16 748.11 755.38 750.130 2.020 8.30 1 1.64 0.04 750.17 0.000 0.908 0.215 0.01127 0.694 Circular Pipe "i.p." 1498.31 748.19 755.41 750.128 1.938 8.30 1 1.72 0.05 750.17 0.000 0.908 0.234 0.01127 0.694 Circular Pipe "i.p." 1504.97 748.27 755.43 750.125 1.860 8.30 1 1.80 0.05 750.18 0.000 0.908 0.253 0.01127 0.694 Circular Pipe "i.p." 1511.20 748.34 755.45 750.122 1.787 8.30 1 1.89 0.06 750.18 0.000 0.908 0.273 0.01127 0.694 Circular Pipe "i.p." 1517.03 748.40 755.47 750.119 1.718 8.30 1 1.98 0.06 750.18 0.000 0.908 0.294 0.01127 0.694 Circular Pipe "i.p." 1522.50 748.46 755.48 750.115 1.652 8.30 1 2.08 0.07 750.18 0.000 0.908 0.317 0.01127 0.694 Circular Pipe "i.p." 1527.63 748.52 755.50 750.111 1.590 8.30 1 2.18 0.07 750.18 0.000 0.908 0.341 0.01127 0.694 Circular Pipe "i.p." 1532.45 748.58 755.52 750.106 1.531 8.30 1 2.29 0.08 750.19 0.000 0.908 0.367 0.01127 0.694 Circular Pipe "i.p." 1536.98 748.63 755.53 750.101 1.475 8.30 1 2.40 0.09 750.19 0.000 0.908 0.394 0.01127 0.694 Circular Pipe "i.p." 1541.21 748.67 755.54 750.095 1.421 8.30 1 2.52 0.10 750.19 0.000 0.908 0.423 0.01127 0.694 Circular Pipe "i.p." 1545.17 748.72 755.56 750.088 1.370 8.30 1 2.64 0.11 750.20 0.000 0.908 0.454 0.01127 0.694 Circular Pipe "i.p." 1548.86 748.76 755.57 750.081 1.321 8.30 1 2.77 0.12 750.20 0.000 0.908 0.486 0.01127 0.694 Circular Pipe "i.p." 1552.28 748.80 755.58 750.072 1.274 8.30 1 2.90 0.13 750.20 0.000 0.908 0.521 0.01127 0.694 Circular Pipe "i.p." 1555.44 748.83 755.59 750.063 1.229 8.30 1 3.05 0.14 750.21 0.000 0.908 0.558 0.01127 0.694 Circular Pipe "i.p." 1558.33 748.87 755.60 750.052 1.186 8.30 1 3.19 0.16 750.21 0.000 0.908 0.598 0.01127 0.694 Circular Pipe "i.p." 1559.55 748.88 755.60 750.047 1.167 8.30 1 3.26 0.17 750.21 0.000 0.908 0.617 0.01127 0.694 Circular Pipe "i.p." 1559.55 748.88 755.60 749.574 0.694 8.30 1 6.71 0.70 750.27 0.000 0.908 1.690 0.01127 0.694 Circular Pipe "i.p." 1590.87 749.23 755.70 749.927 0.694 8.30 1 6.71 0.70 750.63 0.000 0.908 1.690 0.01127 0.694 Circular Pipe "i.p." 1647.28 749.87 755.88 750.584 0.715 8.30 1 6.42 0.64 751.22 0.000 0.908 1.592 0.01127 0.694 Circular Pipe "i.p." 1664.81 750.07 755.93 750.806 0.740 8.30 1 6.12 0.58 751.39 0.000 0.908 1.491 0.01127 0.694 Circular Pipe "i.p." 1673.71 750.17 755.96 750.932 0.765 8.30 1 5.84 0.53 751.46 0.000 0.908 1.396 0.01127 0.694 Circular Pipe "i.p." 1678.98 750.23 755.98 751.017 0.792 8.30 1 5.57 0.48 751.50 0.000 0.908 1.307 0.01127 0.694 Circular Pipe "i.p." 1682.25 750.26 755.99 751.082 0.819 8.30 1 5.31 0.44 751.52 0.000 0.908 1.223 0.01127 0.694 Circular Pipe "i.p." 1684.21 750.28 756.00 751.132 0.847 8.30 1 5.06 0.40 751.53 0.000 0.908 1.145 0.01127 0.694 Circular Pipe "i.p." 1685.25 750.30 756.00 751.173 0.877 8.30 1 4.83 0.36 751.53 0.000 0.908 1.071 0.01127 0.694 Circular Pipe "L-H3" Reach 1685.57 750.30 756.00 751.207 0.907 8.30 1 4.60 0.33 751.54 0.000 0.908 1.002 0.01127 0.694 Circular Pipe "MH-H3" Headwrk 1685.57 750.30 756.00 751.208 0.908 8.30 1 4.59 0.33 751.54 0.000 0.908 0.000 0.00000 0.000 Circular Pipe *) in the W.S.ELEV column indicates flooding, it is set whenever W.S.ELEV > GROUND ELEV i.p. = intermediate point processing results for reaches This document was created by an application that isn’t licensed to use novaPDF.

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B3-146
1640
WSPG Software Layout Hellman Avenue
B3-147
1641
*************************************
Water Surface Profile Gradient (WSPG)

XP WSPG
Engine Version 3.1 19/04/2012
Innovyze www.innovyze.com
*************************************

INPUT FILE
*************************************
J:\2024 Jobs\224058 - 045.ONT.0016.01 Sports Complex\Drainage\30\Calcs\WSPG\Proposed_4-29\Proposed_Hellman_SD.wsx Computed 05/14/24 13:49:10

TITLE INFORMATION
*************************************

WARNING SUMMARY
*************************************
WARNING 06: Upstream channel and downstream channel are the same for transition TR6. Use a reach instead? WARNING 06: Upstream channel and downstream channel are the same for transition Link101. Use a reach instead? WARNING 06: Upstream channel and downstream channel are the same for transition Link102. Use a reach instead? WARNING 06: Upstream channel and downstream channel are the same for transition Tra-DD1. Use a reach instead? WARNING 36: D/S processing stopped in junction MH-9 because critical momentum is greater than maximum momentum.

WARNING 36: D/S processing stopped in junction MH-A8 because critical momentum is greater than maximum momentum.

WARNING 36: D/S processing stopped in junction MH-A7 because critical momentum is greater than maximum momentum.

WARNING 36: D/S processing stopped in junction MH-A6 because critical momentum is greater than maximum momentum.

WARNING 36: D/S processing stopped in junction MH-A5 because critical momentum is greater than maximum momentum.

WARNING 36: D/S processing stopped in junction MH-A4 because critical momentum is greater than maximum momentum.

WARNING 36: D/S processing stopped in junction MH-A3 because critical momentum is greater than maximum momentum.

WARNING 36: D/S processing stopped in junction MH-A2 because critical momentum is greater than maximum momentum.

WARNING 36: D/S processing stopped in junction MH-A1 because critical momentum is greater than maximum momentum.

WARNING 36: D/S processing stopped in junction MH-F3 because critical momentum is greater than maximum momentum.

WARNING 36: D/S processing stopped in junction MH-F2 because critical momentum is greater than maximum momentum.

WARNING 36: D/S processing stopped in junction MH-F1 because critical momentum is greater than maximum momentum.

WARNING 36: D/S processing stopped in junction MH-E1 because critical momentum is greater than maximum momentum.

WARNING 36: D/S processing stopped in junction MH-E2 because critical momentum is greater than maximum momentum.

WARNING 36: D/S processing stopped in junction MH-D1 because critical momentum is greater than maximum momentum.

WARNING 36: D/S processing stopped in junction MH-B3 because critical momentum is greater than maximum momentum.

WARNING 36: D/S processing stopped in junction MH-B2 because critical momentum is greater than maximum momentum.

WARNING 36: D/S processing stopped in junction MH-B1 because critical momentum is greater than maximum momentum.

WARNING 36: D/S processing stopped in junction MH-C2 because critical momentum is greater than maximum momentum.

WARNING 36: D/S processing stopped in junction MH-C3 because critical momentum is greater than maximum momentum.

WARNING 36: D/S processing stopped in junction MH-C4 because critical momentum is greater than maximum momentum.

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HELLMAN AVENUE STORM DRAIN
B3-148
1642
Composite Profile:

ELEMENT TYPE STATION INVERT GROUND W.S. DEPTH Q BARREL VELOC. VELOC. ENERGY SUPER CRITICAL FROUDE SLOPE NORMAL CROSS

NAME ELEV ELEV ELEV HEAD GRADE LN ELEV DEPTH NUMBER DEPTH SECTION ---------- ---------- ---------- -------- -------- -------- -------- ---------- ------- ------ ---------- ------ -------- ------ ------- ------ --------- ###
"MH-A0" Outlet 156.00 716.13 755.00 717.638 1.508 201.17 1 43.03 28.75 746.39 0.000 4.044 0.000 0.00000 0.000 Circular Pipe "Traa10" Reach 162.00 719.28 755.00 720.832 1.552 201.17 1 41.37 26.57 747.40 0.000 4.044 6.838 0.52500 1.142 Circular Pipe "i.p." 165.07 721.46 755.20 723.053 1.592 201.17 1 39.98 24.82 747.87 0.000 4.044 6.515 0.70941 1.059 Circular Pipe "i.p." 168.91 724.19 755.46 725.834 1.648 201.17 1 38.12 22.56 748.40 0.000 4.044 6.089 0.70941 1.059 Circular Pipe "i.p." 172.29 726.58 755.68 728.289 1.708 201.17 1 36.35 20.51 748.80 0.000 4.044 5.690 0.70941 1.059 Circular Pipe "i.p." 175.28 728.70 755.88 730.468 1.769 201.17 1 34.65 18.65 749.12 0.000 4.044 5.314 0.70941 1.059 Circular Pipe "i.p." 177.92 730.57 756.06 732.406 1.833 201.17 1 33.04 16.95 749.36 0.000 4.044 4.963 0.70941 1.059 Circular Pipe "i.p." 180.26 732.24 756.21 734.137 1.900 201.17 1 31.50 15.41 749.55 0.000 4.044 4.632 0.70941 1.059 Circular Pipe "i.p." 182.35 733.72 756.35 735.686 1.970 201.17 1 30.04 14.01 749.70 0.000 4.044 4.322 0.70941 1.059 Circular Pipe "i.p." 184.21 735.03 756.48 737.076 2.043 201.17 1 28.64 12.74 749.81 0.000 4.044 4.031 0.70941 1.059 Circular Pipe "i.p." 185.86 736.20 756.59 738.325 2.120 201.17 1 27.31 11.58 749.90 0.000 4.044 3.758 0.70941 1.059 Circular Pipe "i.p." 187.33 737.25 756.68 739.448 2.200 201.17 1 26.04 10.53 749.97 0.000 4.044 3.501 0.70941 1.059 Circular Pipe "i.p." 188.64 738.18 756.77 740.461 2.284 201.17 1 24.82 9.57 750.03 0.000 4.044 3.260 0.70941 1.059 Circular Pipe "i.p." 189.80 739.00 756.85 741.374 2.372 201.17 1 23.67 8.70 750.07 0.000 4.044 3.033 0.70941 1.059 Circular Pipe "i.p." 190.83 739.74 756.92 742.199 2.464 201.17 1 22.57 7.91 750.11 0.000 4.044 2.819 0.70941 1.059 Circular Pipe "i.p." 191.75 740.38 756.98 742.945 2.561 201.17 1 21.52 7.19 750.13 0.000 4.044 2.618 0.70941 1.059 Circular Pipe "i.p." 192.55 740.95 757.03 743.619 2.664 201.17 1 20.52 6.54 750.16 0.000 4.044 2.428 0.70941 1.059 Circular Pipe "i.p." 193.26 741.46 757.08 744.229 2.773 201.17 1 19.56 5.94 750.17 0.000 4.044 2.249 0.70941 1.059 Circular Pipe "i.p." 193.88 741.89 757.12 744.782 2.888 201.17 1 18.65 5.40 750.18 0.000 4.044 2.079 0.70941 1.059 Circular Pipe "i.p." 194.41 742.27 757.15 745.283 3.012 201.17 1 17.78 4.91 750.19 0.000 4.044 1.917 0.70941 1.059 Circular Pipe "i.p." 194.86 742.59 757.18 745.736 3.143 201.17 1 16.96 4.46 750.20 0.000 4.044 1.763 0.70941 1.059 Circular Pipe "i.p." 195.24 742.86 757.21 746.147 3.286 201.17 1 16.17 4.06 750.21 0.000 4.044 1.614 0.70941 1.059 Circular Pipe "i.p." 195.55 743.08 757.23 746.520 3.441 201.17 1 15.41 3.69 750.21 0.000 4.044 1.469 0.70941 1.059 Circular Pipe "i.p." 195.78 743.24 757.25 746.858 3.613 201.17 1 14.70 3.35 750.21 0.000 4.044 1.324 0.70941 1.059 Circular Pipe "i.p." 195.94 743.36 757.26 747.165 3.809 201.17 1 14.01 3.05 750.21 0.000 4.044 1.174 0.70941 1.059 Circular Pipe "L-A1" Reach 196.00 743.40 757.26 747.443 4.043 201.17 1 13.36 2.77 750.21 0.000 4.044 1.001 0.70941 1.059 Circular Pipe "MH-A1" Junction 201.00 743.40 757.26 748.006 4.606 196.63 1 12.36 2.37 750.38 0.000 4.013 0.000 0.00000 0.000 Circular Pipe "A2-A1" Reach 499.95 746.13 760.17 750.995 4.865 196.63 1 12.36 2.37 753.37 0.000 4.013 0.000 0.00913 3.911 Circular Pipe "MH-A2" Junction 504.95 746.13 760.17 751.050 4.920 196.53 1 12.36 2.37 753.42 0.000 4.012 0.000 0.00000 0.000 Circular Pipe "L-A3" Reach 863.25 749.40 763.05 754.628 5.228 196.53 1 12.36 2.37 757.00 0.000 4.012 0.000 0.00913 3.909 Circular Pipe "MH-A3" Junction 868.25 749.40 763.05 755.587 6.187 176.58 1 11.10 1.91 757.50 0.000 3.856 0.000 0.00000 0.000 Circular Pipe "L-A4" Reach 1150.61 752.19 765.92 757.864 5.674 176.58 1 11.10 1.91 759.78 0.000 3.856 0.000 0.00988 3.348 Circular Pipe "MH-A4" Join 1155.61 752.19 765.92 760.042 7.852 116.93 1 7.35 0.84 760.88 0.000 3.183 0.000 0.00000 0.000 Circular Pipe "L-A5" Reach 1468.88 754.85 769.38 761.150 6.300 116.93 1 7.35 0.84 761.99 0.000 3.183 0.000 0.00849 2.630 Circular Pipe "MH-A5" Junction 1473.88 754.85 769.22 761.325 6.475 111.29 1 7.00 0.76 762.09 0.000 3.104 0.000 0.00000 0.000 Circular Pipe "Link100" Reach 1501.48 755.38 769.22 761.413 6.033 111.29 1 7.00 0.76 762.17 0.000 3.104 0.000 0.01920 2.003 Circular Pipe "MH-A6" Join 1506.48 755.38 769.22 762.426 7.046 65.00 1 4.09 0.26 762.69 0.000 2.347 0.000 0.00000 0.000 Circular Pipe "Link99" Transition 1512.48 755.68 769.20 761.615 5.935 65.00 1 9.20 1.31 762.93 0.000 2.585 0.000 0.05000 0.000 Circular Pipe "L-A7" Reach 1809.08 758.43 771.11 764.432 6.002 65.00 1 9.20 1.31 765.74 0.000 2.585 0.000 0.00927 2.493 Circular Pipe "MH-A7" Junction 1814.08 758.43 771.11 765.385 6.955 52.48 1 7.42 0.86 766.24 0.000 2.355 0.000 0.00000 0.000 Circular Pipe "L-A8" Reach 2183.64 760.30 774.84 767.673 7.373 52.48 1 7.42 0.86 768.53 0.000 2.355 0.000 0.00506 3.000 Circular Pipe "MH-A8" Join 2188.64 760.30 774.84 769.395 9.095 3.00 1 0.42 0.00 769.40 0.000 0.539 0.000 0.00000 0.000 Circular Pipe "Tra3" Transition 2194.64 760.43 774.54 769.386 8.960 3.00 1 0.95 0.01 769.40 0.000 0.604 0.000 0.02100 0.000 Circular Pipe "L-A9" Reach 2442.27 766.77 778.27 769.430 2.660 3.00 1 0.95 0.01 769.44 0.000 0.604 0.000 0.02562 0.389 Circular Pipe "MH-9" Junction 2447.27 766.77 778.27 769.452 2.682 1.50 1 0.48 0.00 769.46 0.000 0.423 0.000 0.00000 0.000 Circular Pipe This document was created by an application that isn’t licensed to use novaPDF.

Ontario City CouncilJuly 16, 2024

Ontario City Council
July 16, 2024