levels of service, which could cause the need to construct new facilities. Like all new development under TOP, the PUD project will be required to pay a park-related Development Impact Fee (DIF). Therefore, no impacts are anticipated.
The PUD project will not result in any new, increased or substantially different impacts not previously considered and addressed in TOP EIR. No changes or additions to TOP EIR analyses are necessary.
Mitigation: No project specific mitigation is required. v. Other public facilities?
Discussion of Effects: TOP would generate additional residents, increasing the use of existing public facilities (e.g., libraries). TOP EIR identified less than significant impacts to library services and facilities (SEIR p. 5-15-18).
The site is in a developed area currently served by the City. Typically, new public facilities are needed to serve additional population generated by new housing. The project will generate 369 new apartment units which will incrementally increase the need for other public facilities in the future. Due to its size, it is unlikely this PUD project will require the construction of any new public facilities or alteration of any existing facilities or cause a decline in the levels of service, which could cause the need to construct new facilities. Like all new development under TOP, the PUD project will be required to pay established Development Impact Fees (DIFs) to the City which factor in the future need for public facilities based on the City’s overall population. Therefore, no impacts are anticipated.
The PUD project will not result in any new, increased or substantially different impacts not previously considered and addressed in TOP EIR. No changes or additions to TOP EIR analyses are necessary.
Mitigation: No project specific mitigation is required.
16. RECREATION. Would the project:
a. Increase the use of existing neighborhood and regional parks or other recreational facilities such that substantial physical deterioration of the facility would occur or be accelerated? Discussion of Effects: TOP would generate additional residents, increasing the use of existing park and recreational facilities. However, TOP EIR concluded this would not result in a significant impact as long as development of park facilities keeps pace with the anticipated increase in population from buildout (SEIR p. 5-16-14).
The project has both a residential and commercial component and will provide onsite recreational amenities. Due to the size of the residential portion of the project (369 apartments), the PUD project will not require the construction of any new park facilities or alteration of any existing facilities or cause a decline in the levels of service, which could cause the need to construct new facilities. Like all new development under TOP, the PUD project will be required to pay an appropriate park-related Development Impact Fee (DIF).
Therefore, no impacts are anticipated.
The PUD project will not result in any new, increased or substantially different impacts not previously considered and addressed in TOP EIR. No changes or additions to TOP EIR analyses are necessary.
Mitigation: No project specific mitigation is required. b. Does the project include recreational facilities or require the construction or expansion of recreational facilities that have an adverse physical effect on the environment? Discussion of Effects: TOP would generate additional residents, increasing the use of existing park and recreational facilities. However, TOP EIR concluded this would not result in a significant impact as long as development of park facilities keeps pace with the anticipated increase in population from buildout (SEIR p. 5-16-14).
The project is mixed use with both residential and commercial components. The PUD indicates the project will also provide onsite recreational amenities (275 square feet of common amenities per unit). Due to the size of the residential portion of the project (369 apartments), the PUD project will not require the construction of any new park facilities or alteration of any existing facilities. Like all new development under 800
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TOP, the PUD project will be required to pay an appropriate park-related Development Impact Fee (DIF).
Therefore, no impacts are anticipated.
The PUD project will not result in any new, increased or substantially different impacts not previously considered and addressed in TOP EIR. No changes or additions to TOP EIR analyses are necessary.
Mitigation: No project specific mitigation is required.
17. TRANSPORTATION. Would the project:
a. Conflict with a program plan, ordinance or policy addressing the circulation system, including transit, roadway, bicycle and pedestrian facilities? Discussion of Effects: TOP EIR found that the recommended TOP circulation plan would comply with adopted policies, plans, and programs for alternative transportation, including SCAG’s Connect SoCal (SEIR p. 5.17-23) so impacts would be less than significant.
The subject site was previously analyzed by TOP EIR as supporting mixed use (i.e., 369 higher density residential units and 142,840 square feet of commercial uses). The site is bounded by residential uses to the west and south, commercial uses to the east, and mixed uses to the north adjacent to SR-60.
A trip generation study of the existing land uses on the site compared to the proposed PUD project was prepared in June 2022 by Linscott Law & Greenspan (LLG) (Appendix D). The study first identified vehicular trips that could result from full operation of the existing onsite uses which include a Kmart, Sears Appliance Repair Center (although both are currently closed), a Carl’s Junior drive-through restaurant, and a small tenant retail commercial building. Next, the study estimated future vehicular trips for the land uses proposed in Phases 1 and 2 of the PUD project. Finally, the study compared the two trip generation totals (existing vs. proposed uses) to determine if the proposed PUD project will significantly increase traffic generation compared to the existing land uses at full utilization. Table 5 provides a summary of the LLG trip generation study results.
Table 5: Trip Generation Comparison
Traffic Condition
AM
Peak Hour
PM
Peak Hour
Average Daily
Traffic (ADT)
Existing Land Uses (current conditions) 91 61 1,438
Existing Land Uses (fully utilized) 162 211 4,043
Euclid/Walnut PUD Project
Phase 1
Phase 2
TOTAL
138
24 162
153
37 190
1,791
449
2,240
Difference (Total PUD v. Fully Utilized)
Difference (Total PUD v. Current Conditions)
0 71
-21
131
-1,803
802
Source: Table 1, Project Traffic Generation Rates and Forecast, LLG 2022 The LLG trip generation study indicates the proposed PUD project would generate more traffic than the underutilized shopping center currently generates (802 daily trips) but would actually generate approximately 1,803 less total daily vehicular trips than the shopping center generated at full operation of its existing uses (i.e., Kmart, Sears Center, Carl’s Jr, and small retail building fully occupied). The traffic analysis prepared for TOP and TOP EIR assumed full buildout of existing and proposed land uses so the PUD project would generate less traffic than was assumed and analyzed under TOP EIR. Based on this analysis, the PUD project would not result in any greater traffic-related impacts on streets and intersections than were already analyzed in TOP EIR.
Transit. The project area and the City are served by Omnitrans, a public transit agency serving various jurisdictions in San Bernardino County. Omnitrans currently operates Route 83 adjacent to the site on Euclid Avenue (closest stop is Walnut Street). Omnitrans also regularly reviews and periodically changes routes, stops, etc. to address ridership and community demand needs as well as budget limitations. As part 801
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of the City’s development review process, the project developer will coordinate with Omnitrans to determine if any expanded or additional bus service in the project area as needed.
In addition, TOP Figure M-03, Public Transit, shows Euclid Avenue currently serves as a Bus Rapid Transit (BRT) corridor. Metrolink also operates commuter service on the rail lines 2.3 mile north of the PUD project site on the rail line that crosses Euclid Avenue south of Holt Boulevard with an Amtrak station located on the east side of Euclid Avenue.
Bicycles. The project site and surrounding area support mainly residential and commercial uses but none of the streets in the area currently contain bicycle lanes. The City’s TOP 2050 Trails and Bikeway Systems Map (Figure M-02) shows a Class II on-street bicycle lane planned for Walnut Street both east and west of Euclid Avenue, and Euclid Avenue (north of Riverside Drive) is indicated as needing study for a possible future Class III bike route. In addition, Euclid Avenue south of Riverside Drive (south of the PUD site) is proposed for a future Class I Multipurpose Trail. The PUD project will provide improvements or accommodations along its frontage of Walnut Street and Euclid Avenue if needed for these future improvements. However, no additional bicycle lanes are currently in place or under construction in the surrounding area at present due to its fully developed condition.
Sidewalks/Trails. The project site is developed but underutilized and sidewalks are in place on adjacent and area streets including Euclid Avenue. The PUD project will connect to these existing sidewalks and thus provide a complete pedestrian network in this area. The City’s TOP 2050 Trails and Bikeway Systems Map shows Euclid Avenue south of Walnut Street proposed for a future Class I Multipurpose Trail.
However, at present no trails or other pedestrian-oriented improvements are under construction in the immediate surrounding area.
The PUD project will be developed consistent with the City’s adopted plans for non-vehicular improvements as indicated in TOP. The project will install sidewalks on perimeter streets as indicated in the standard City street cross sections and will install bus stop infrastructure if directed by Omnitrans during the development review process. Therefore, the PUD project will not conflict with a program plan, ordinance or policy addressing the circulation system, including transit, roadway, bicycle, and pedestrian facilities. Impacts will be less than significant.
The PUD project will not result in any new, increased or substantially different impacts not previously considered and addressed in TOP EIR. No changes or additions to TOP EIR analyses are necessary.
Mitigation: No project specific mitigation is required. b. Conflict or be inconsistent with CEQA Guidelines section 15064.3, subdivision (b)? Discussion of Effects: TOP EIR concludes TOP would result in a significant transportation impact related to VMT mainly due to the increase in population accommodated by TOP. TOP includes goals and policies to offset VMT impacts by creating greater access to transit and enhanced alternative transportation modes.
In addition, projects that are calculated to exceed City-wide VMT levels must develop mitigation plans.
The City has developed its own “VMT Guidelines for CEQA Assessment of VMT Impacts” dated 2021. In addition, the City uses the San Bernardino County Transportation Authority (SBCTA) VMT Screening Tool, which allows users to select an assessor’s parcel number (APN) to determine if a project’s location meets one or more of the screening thresholds for land use projects identified in the City Guidelines.
The City Guidelines state that certain projects that meet the following VMT screening criteria may be presumed to result in a less than significant transportation impact:
• Transit Priority Area (TPA) Screening
• Low VMT Area Screening
• Project Type Screening
A land use project needs to meet only one of these screening criteria to have a less than significant impact. 802
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TPA Screening. Projects located within a TPA (i.e., within a half-mile of an existing “major transit stop”1 or an existing stop along a “high-quality transit corridor”2 may be presumed to have a less than significant VMT impact. The Screening Tool indicates the project site is located within a half-mile of an existing major transit stop or along a high-quality transit corridor (Euclid Avenue Bus Rapid Transit corridor). Therefore, the TPA screening criterion is met.
Low VMT Area Screening. The City Guidelines cite the OPR Technical Advisory in that “Residential and office projects that locate in areas with low VMT and that incorporate similar features (density, mix of uses, and transit accessibility) will tend to exhibit similarly low VMT.” The City Guidelines state that projects may be presumed to have a less than significant VMT impact if located in an already low VMT generating traffic analysis zones (TAZs) that generates a VMT per service population (SP) that is 15% below County of San Bernardino Baseline VMT per SP. The Screening Tool uses the sub-regional San Bernardino Transportation Analysis Model (SBTAM) to measure VMT performance within individual TAZ’s within the region. The Project’s physical location based on parcel number is selected in the Screening Tool to determine the TAZ in which the Project will reside (TAZ 53643101). The Project’s TAZ VMT per service population was compared to 15% below County of San Bernardino Baseline VMT per SP. The Screening Tool was run for production-attraction (PA) VMT per service population and indicates the VMT per SP for the PUD site is just under the City’s average for 2022 through 2040, but it does not exceed 15% less than that figure in the future. The Screening Tool determined the PUD project is not located within a low VMT generating zone for any baseline year from 2022 to 2040. Therefore, the low VMT area screening criterion is not met.
Project Type Screening. The City Guidelines indicate that local-serving retail less than 50,000 square feet or other local serving essential services (e.g., day care centers, public schools, medical/dental office buildings, etc.) are presumed to have a less than significant impact absent substantial evidence to the contrary. The PUD project proposes only 12,000 square feet of local serving uses. Therefore, the Project meets that portion of this criterion. The City Guidelines also state that small projects generating fewer than 110 daily vehicle trips or less may be presumed to have a less than significant VMT impact, subject to discretionary approval by the City. A trip generation study was prepared for the PUD project that estimated vehicle trips generated by the project’s proposed land uses based on trip generation rates collected by the Institute of Transportation Engineers (ITE) Trip Generation Manual, 11th Edition, 2021 (see Threshold 17.a above)(LLG 2022). According to the study, the PUD project will generate 2,240 daily vehicle trip-ends per day at buildout (see Table 5). Even accounting for the difference of PUD buildout vs. current conditions (i.e., operation of 28,000 square feet of existing commercial uses) would still generate 131 PM peak hour trips. Therefore, the PUD project generates daily vehicle trips exceeding the 110 daily vehicle trip threshold, so the project does not meet this portion of the project type screening criterion.
Based on this analysis, the PUD project is eligible for screening under the TPA Screening Criteria and the first portion of the Project Type Screening Criteria so a detailed VMT analysis is not required (i.e., it has a less than significant local VMT impact). Moreover, the PUD project is mixed use and generally consistent with TOP’s underlying land use assumptions and buildout projection for this sub-area, so the PUD project is also considered to have a less than significant cumulative VMT impact as well.
The VMT project will not result in any new, increased or substantially different impacts not previously considered and addressed in TOP EIR. No changes or additions to TOP EIR analyses are necessary.
Mitigation: No project specific mitigation is required. c. Substantially increase hazards due to a geometric design feature (e.g., sharp curves or dangerous intersections) or incompatible uses (e.g., farm equipment)? Discussion of Effects: TOP EIR found that circulation improvements under the recommended TOP circulation plan would be designed to adequately address potentially hazardous conditions and potential conflicting uses (SEIR p. 5.17-26) so impacts would be less than significant. 1 Pub. Resources Code, § 21064.3 (“‘Major transit stop’ means a site containing an existing rail transit station, a ferry terminal served by either a bus or rail transit service, or the intersection of two or more major bus routes with a frequency of service interval of 15 minutes or less during the morning and afternoon peak commute periods.”). 2 Pub. Resources Code, § 21155 (“For purposes of this section, a high-quality transit corridor means a corridor with fixed route bus service with service intervals no longer than 15 minutes during peak commute hours.”). 803
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The PUD project is largely surrounded by existing residential and commercial development and the area is fully improved with suburban density uses. All internal streets will be improved with project construction.
The roads on or adjacent to the site are linear according to the City’s Circulation Element master plan of streets in terms of alignment and cross section. The site is also adjacent to Euclid Avenue, a major arterial, and the SR-60 Freeway is just north of the site with on- and off-ramps at Euclid Avenue. Therefore, the PUD project will not create a substantial increase in hazards due to a design feature. No impacts are anticipated.
The PUD project will not result in any new, increased or substantially different impacts not previously considered and addressed in TOP EIR. No changes or additions to TOP EIR analyses are necessary.
Mitigation: No project specific mitigation is required. d. Result in inadequate emergency access?
Discussion of Effects: TOP EIR found that circulation improvements under the recommended TOP circulation plan would be designed to adequately address emergency access (SEIR p. 5.17-26) so impacts would be less than significant.
As shown in Exhibit 2-4, the PUD project site and surrounding area will have standard linear street alignments and cross sections which can provide access for all emergency vehicles and will therefore not result in inadequate emergency access. No impacts are anticipated.
The PUD project will not result in any new, increased or substantially different impacts not previously considered and addressed in TOP EIR. No changes or additions to TOP EIR analyses are necessary.
Mitigation: No project specific mitigation is required.
18. TRIBAL CULTURAL RESOURCES. Would the project cause a substantial adverse change in the significance of a TCR, defined in Public Resources Code section 21074 as either a site, feature, place, cultural landscape that is geographically defined in terms of the size and scope of the landscape, sacred place, or object with cultural value to a California Native American tribe, and that is:
a. Listed or eligible for listing in the California Register of Historical Resources, or in a local register of historical resources as defined in Public Resources Code section 5020.1(k)? Discussion of Effects: The subject site was previously analyzed by TOP EIR as supporting mixed use (i.e., residential and commercial uses) and is not listed in the California Register of Historic Resources or local register of historical resources. TOP EIR concluded that with recommended mitigation potential impacts to TCRs were reduced to less than significant levels. TOP EIR also included the required consultation with Native American tribal groups and representatives.
Developing a mixture of residential and commercial uses consistent with TOP and current zoning will not create greater impacts on the PUD project site than were identified in TOP EIR. In addition, the Sacred Lands File (SLF) Search commissioned through the NAHC failed to indicate known TCRs within the project boundaries or within a one-mile radius of the project area.
The PUD project site has been previously disturbed by human activities including agricultural use from the 1920’s through the 1950’s. The surrounding area is largely developed and supports infrastructure that would have displaced surface and subsurface archaeological resources. Therefore, it is not anticipated the proposed PUD project will impact TCRs or Native American artifacts relating to TCRs. However, to err on the side of caution, the City will apply TOP EIR Mitigation Measure CUL 5-2 and its standard conditions of approval for inadvertent discovery of archaeological resources. In addition, the City will require the developer enter into monitoring agreements with interested tribal groups. With this regulatory compliance, no significant impacts will occur.
The PUD project will not result in any new, increased or substantially different impacts not previously considered and addressed in TOP EIR. No changes or additions to TOP EIR analyses are necessary.
Mitigation: No additional project specific mitigation is required. Mitigation Measure CUL 5-2 from TOP EIR shall be implemented.
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b. A resource determined by the lead agency, in its discretion and supported by substantial evidence, to be significant pursuant to criteria set forth in subdivision (c) of Public Resources Code section 5024.1. In applying the criteria set forth in subdivision (c) of Public Resources Code section 5024.1, the lead agency shall consider the significance of the resource to a California Native American tribe.
Discussion of Effects: TOP EIR (Section 5.5) indicates no archeological sites or resources have been recorded in the City with the Archeological Information Center at San Bernardino County Museum so there were no significant impacts. The CRAs prepared for the project site included a pedestrian survey, a record search, a SLF search, and a review of existing documentation for the project site and surrounding area.
The NAHC was contacted for a SLF search on April 1, 2019, and a response was received on April 15, 2019, indicating the project site contained no identified archaeological or tribal resources.
While no adverse impacts to archeological resources are anticipated at this site due to its disturbed nature, the PUD project will implement TOP MM CUL 5-2 to help assure there will be no impacts to any unknown TCRs, which may be present onsite.
The PUD project will not result in any new, increased or substantially different impacts not previously considered and addressed in TOP EIR. No changes or additions to TOP EIR analyses are necessary.
Mitigation: No project specific mitigation is required. The project will implement TOP Mitigation Measure CUL 5-2.
19. UTILITIES AND SERVICE SYSTEMS. Would the project:
a. Require or result in the relocation or construction of new or expanded water, wastewater treatment or storm water drainage, electric power, natural gas, or telecommunications facilities, the construction or relocation of which could cause significant environmental effects? Discussion of Effects: TOP EIR stated TOP would result in an overall increase in the number of residential dwelling units and non-residential square footage. To accommodate needed infrastructure expansion and improvements, the City has prepared a Water Master Plan (WMP) and Capital Improvement Program (CIP).
The City also requires development impact fees and has construction requirements based on a completed evaluation of existing and projected water demands. The City and the Inland Empire Utility Authority (IEUA) have made plans for infrastructure expansion and improvement. TOP EIR concluded TOP would have less than significant direct, indirect, and cumulative impacts relating to water supply and delivery systems (SEIR p. 5.19-31). TOP EIR indicated the City concluded it could meet projected water demand through implementation of the WMP and CIP consistent with the Urban Water Management Plan requirements of the State.
There are existing water and sewer lines in Euclid Avenue and Walnut Street, as well as other utility lines or pipelines depending on the service and provider.
The PUD project is consistent with the land use designation and zoning for the site, and the project is thus consistent with the WMP. Therefore, the City has sufficient water supplies to serve the project over the 20- year life of the WMP, including during multiple dry-year scenarios.
The proposed PUD project is served by the City water system and has existing water lines available for connection in Euclid Avenue and Walnut Street and adequate water supply for the project. The proposed project is served by the City sewer system, which has existing sewer lines available for connection from Euclid Avenue and Walnut Street. The project’s waste will be treated by the IEUA at the RP-1 treatment plant. RP-1 is not at capacity and future development of this project site will not cause RP-1 to exceed capacity. TOP EIR indicates increases in RP capacity in the future will be based on designated TOP land uses, and the Project is consistent with those designations. The project will therefore not require the construction of new unanticipated water or wastewater treatment facilities, or the expansion of existing facilities other than that already identified in TOP and TOP EIR. It should be noted the City does not provide will serve letters as it is both the land use authority and the water purveyor. Water and sewer service for development projects typically require the owner to complete requirements it specifies to provide adequate utility services. As the project goes through the City’s development review process, the City will issue conditions of approval that will specify the developer’s obligations in order to receive water and sewer service from the City. Less than significant impacts are anticipated. 805
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TOP EIR stated TOP has the potential to increase sewer flows by 2.55 million gallons per day (mgd) within the City and by 166 mgd in the City’s growth areas. TOP EIR concluded TOP would generate additional wastewater which would be adequately treated in accordance with the Santa Ana RWQCB and California Department of Public Health requirements (SEIR p. 5.19-11).
The proposed PUD project is served by the City with existing storm drains located in Euclid Avenue and Walnut Street. The project is required to meet the requirements of the Ontario Engineering Department regarding the size, location, and connectivity of storm drain facilities. Less than significant impacts are anticipated.
As discussed in Section 6 above, the PUD project will have less than significant impacts with regard to electric power and natural gas. In addition, telecommunication providers increase service and facilities as necessary as area population and land uses expand. Therefore, the PUD project will not have a significant impact on telecommunications facilities.
The PUD project will not result in any new, increased or substantially different impacts not previously considered and addressed in TOP EIR. No changes or additions to TOP EIR analyses are necessary.
Mitigation: No project specific mitigation is required. b. Have sufficient water supplies available to serve the project and reasonably foreseeable future development during normal, dry and multiple dry years? In making this determination, the City shall consider whether the project is subject to the water supply assessment requirements of Water Code Section 10910, et seq. (SB 610), and the requirements of Government Code Section 664737 (SB 221).
Discussion of Effects: TOP EIR stated TOP would result in an overall increase in the number of residential dwelling units and non-residential square footage. To accommodate needed infrastructure expansion and improvements, the City has prepared a WMP and CIP. The City also requires development impact fees and has construction requirements based on a completed evaluation of existing and projected water demands.
The City and the IEUA have made plans for infrastructure expansion and improvement. TOP EIR concluded TOP would have less than significant direct, indirect, and cumulative impacts relating to water supply and delivery systems (SEIR p. 5.19-31).
The PUD project is consistent with the mixed-use land use designation and zoning for the site - it will increase the residential growth of the MU-NH area by 4% but decrease non-residential growth by 28%. No significant change in water use of this area is expected so the PUD project is thus consistent with the WMP.
Therefore, the City has sufficient water supplies to serve the PUD project over the 20-year life of the WMP, including during multiple dry-year scenarios.
The project site is served by the City water system. It is estimated the project will generate approximately 926 residents and 50 employees3 who would consume 97,600 gallons of water4 per day (maximum 109 acre-feet per year) based on 100 gallons per person per day. Since the project site land uses are consistent with the TOP, there is currently a sufficient water supply available to the City to serve this project as per the findings of the TOP EIR. Less than significant impacts are anticipated.
The PUD project will not result in any new, increased or substantially different impacts not previously considered and addressed in TOP EIR. No changes or additions to TOP EIR analyses are necessary.
Mitigation: No project specific mitigation is required. c. Result in a determination by the wastewater treatment provider that serves or may serve the project that it has adequate capacity to serve the project's projected demand in addition to the provider's existing commitments?
Discussion of Effects: TOP EIR stated TOP has the potential to increase sewer flows by 2.55 million gallons per day (mgd) within the City and by 1.66 mgd in the City’s unincorporated Planning Area. TOP EIR concluded TOP would generate additional wastewater which would be adequately treated in accordance with the Santa Ana RWQCB and California Department of Public Health requirements (SEIR p. 5.19-11). 3 US Census and SCAG data indicates the Project could generate 926 residents (369 units X 2.51 persons/unit) and 50 employees 4 976 total persons (residents and employees) per day X 100 gallons/day = 97,600 gallons per day 806
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It is estimated the PUD project will generate approximately 926 residents and 50 employees3 who would generate 48,800 gallons of wastewater5 per day (maximum 0.05 mgd based on 50 gallons per person of wastewater generated per day). The project site is served by the City sewer system, which has waste treated by the Inland Empire Utility Agency (IEUA) at the RP-1 treatment plant. RP-1 is not at capacity and future development of this project site will not cause RP-1 to exceed capacity. In addition, the project site land uses are consistent with TOP and its EIR. Therefore, less than significant impacts are anticipated.
The PUD project will not result in any new, increased or substantially different impacts not previously considered and addressed in TOP EIR. No changes or additions to TOP EIR analyses are necessary.
Mitigation: No project specific mitigation is required. d. Generate solid waste in excess of state or local standards, or in excess of the capacity of local infrastructure, or otherwise impair the attainment of solid waste reduction goals? Discussion of Effects: TOP EIR indicated the City disposes of its solid waste in the Badlands Sanitary Landfill or the El Sobrante Landfill. These landfills currently have a combined excess daily capacity of 7,046 tons/day and have a remaining landfill capacity of 15,750,000 cubic yards for Badlands Sanitary Landfill and 144,000,000 cubic yards for El Sobrante Landfill. Both landfills have closure dates beyond 2050. In addition, state and local regulations and ordinances regarding the recycling of construction debris and organic wastes will further reduce the amount of solid waste transported to these landfills in the future.
Therefore, TOP EIR concluded that potential impacts were less than significant with continued compliance with applicable regulations (SEIR p. 5.19-14).
It is estimated the PUD project will generate approximately 926 residents and 50 employees who would generate 3,318 pounds of waste6 per day (1.7 tons per day) based on 3.4 pounds per person per day. This amount of waste represents 0.02 percent of the combined landfills’ excess capacity (7,046 tons). In addition, the City currently contracts with a waste disposal company that transports trash to a landfill with sufficient capacity to handle the City’s solid waste disposal. Potential impacts of the PUD project relative to waste disposal would be less than significant and consistent with the analysis presented in TOP EIR.
It should also be noted the parcel within the boundary of the PUD will be defined as a Priority Land Use (PLU) which includes residential land uses with at least ten (10) dwelling units per acre, industrial, commercial, mixed urban, and public transportation station. All PLU shall comply with the statewide Trash Provisions adopted by the State Water Resources Control Board (SWRCB) and trash requirements in the most current San Bernardino County Area-Wide MS4 Permit. Drainage from the PLU shall be designed with conveyance tributary to a Full Trash Capture System which has been approved by the SWRCB.
Therefore, the PUD project will not result in any new, increased or substantially different impacts not previously considered and addressed in TOP EIR. No changes or additions to TOP EIR analyses are necessary.
Mitigation: No project specific mitigation required.
e. Comply with federal, state, and local management and reduction statutes and regulations related to solid waste?
Discussion of Effects: TOP EIR indicated that potential impacts related to solid waste reduction would be less than significant based on compliance with state and local regulations and ordinances regarding the recycling of construction debris and organic wastes will reduce the amount of solid waste transported to the two landfills serving the City in the future. Therefore, continued compliance with the applicable regulations, would ensure future development under TOP would have less than significant impacts (SEIR p. 5.19-16).
City development review regulations will require this project comply with federal, state, and local statues and regulations regarding solid waste. Therefore, no impacts are anticipated.
The PUD project will not result in any new, increased or substantially different impacts not previously considered and addressed in TOP EIR. No changes or additions to TOP EIR analyses are necessary. 5 976 total persons X 50 gallons/day = 48,800 gallons per day 6 976 residents and employees X 3.4 pounds/day = 3,318 pounds/day or 1.7 tons/day 807
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Mitigation: No project specific mitigation is required.
20. WILDFIRE. If located in or near state responsibility areas or lands classified as very high fire hazard severity zones, would the project:
a. Substantially impair an adopted emergency response plan or emergency evacuation plan? Discussion of Effects: TOP EIR found that improvements under the recommended TOP circulation plan would be designed to adequately address emergency access. In addition, emergency access is included as part of the City’s Design Review process for new development. According to the City’s 2018 Local Hazard Mitigation Plan (LHMP), interstate highways would serve as major emergency response and evacuation routes. Additionally, the Fire Department reviews development applications to ensure that adequate emergency accessibility is provided based on local and state guidance. Figure S-10 of the TOP indicates that Haven Avenue to the west, Airport Drive to the north, and Jurupa Street to the south are designated evacuation routes in the City. The EIR concluded TOP would have a less than significant direct, indirect, and cumulative impacts relating to impairment of an adopted emergency response plan or emergency evacuation plan (SEIR p. 5.20-15 and p. 5.17-26).
The PUD project site is not located in or near a state responsibility area, nor is it located in or near lands classified as very high fire hazard severity zones. Therefore, no impacts are anticipated.
The PUD project will not result in any new, increased or substantially different impacts not previously considered and addressed in the Certified TOP FEIR. No changes or additions to TOP FEIR analyses are necessary.
Mitigation: No project specific mitigation is required. b. Due to slope, prevailing winds, and other factors, exacerbate wildfire risks, and thereby expose project occupants to, pollutant concentrations from a wildfire or the uncontrolled spread of a wildfire?
Discussion of Effects: TOP EIR indicated the City is outside of the State Responsibility Area and contains no areas subject to very high wildfire risk. Therefore, the EIR concluded TOP would result in less-thansignificant risks from wildfire hazards (SEIR p. 5.20-16).
The PUD project site is not located in or near a State Responsibility Area, nor is it located in or near lands classified as very high fire hazard severity zones. Therefore, no impacts are anticipated.
The PUD project will not result in any new, increased or substantially different impacts not previously considered and addressed in TOP EIR. No changes or additions to TOP EIR analyses are necessary.
Mitigation: No project specific mitigation is required. c. Require the installation or maintenance of associated infrastructure (such as roads, fuel breaks, emergency water sources, power lines or other utilities) that may exacerbate fire risk or that may result in temporary or ongoing impacts to the environment? Discussion of Effects: TOP EIR indicated the City is outside of the State Responsibility Area, and CAL FIRE and contains no areas subject to very high wildfire risk. Therefore, the EIR concluded TOP would result in less-than-significant risks from wildfire hazards (SEIR p. 5.20-16). In addition, the PUD project site is in an urbanized area surrounded by developed residential and commercial buildings so no improvements for preventing wildfires are needed either on or adjacent to the site.
The PUD project site is not located in or near a State Responsibility Area nor is it located in or near lands classified as very high fire hazard severity zones. Therefore, no impacts are anticipated.
The PUD project will not result in any new, increased or substantially different impacts not previously considered and addressed in TOP EIR. No changes or additions to TOP EIR analyses are necessary.
Mitigation: No project specific mitigation is required. d. Expose people or structures to significant risks, including downslope or downstream flooding or landslides, as a result of runoff, post-fire slope instability, or drainage changes? 808
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Discussion of Effects: TOP EIR indicated the City is outside of the State Responsibility Area, and CAL FIRE and contains no areas subject to very high wildfire risk. Therefore, the EIR concluded TOP would result in less-than-significant risks from wildfire hazards (SEIR p. 5.20-16). In addition, the project site and surrounding area are flat so there is little risk from flooding or landslides.
The PUD project site is not located in or near a State Responsibility Area, nor is it located in or near lands classified as very high fire hazard severity zones. Therefore, no impacts are anticipated.
The PUD project will not result in any new, increased or substantially different impacts not previously considered and addressed in TOP EIR. No changes or additions to TOP EIR analyses are necessary.
Mitigation: No project specific mitigation is required.
21. MANDATORY FINDINGS OF SIGNIFICANCE.
a. Does the project have the potential to substantially degrade the quality of the environment, substantially reduce the habitat or a fish or wildlife species, cause a fish or wildlife population to drop below self-sustaining levels, threaten to eliminate a plant or animal community, substantially reduce the number or restrict the range of a rare or endangered plant or animal or eliminate important examples of the major periods of California history or prehistory? Discussion of Effects: TOP EIR evaluated the potential impacts of future development under TOP and determined impacts related to biological or cultural resources could be reduced to less than significant levels by implementing a number of mitigation measures on sites that contain such resources.
The proposed PUD project does not have the potential to reduce wildlife habitat and threaten a wildlife species with implementation of regulatory compliance relative to nesting birds if they are present onsite during grading. It will also not threaten any important examples of the major periods of California history or prehistory. Therefore, no impacts are anticipated.
The PUD project will not result in any new, increased or substantially different impacts not previously considered and addressed in TOP EIR. No changes or additions to TOP EIR analyses are necessary.
Mitigation: No project-specific mitigation is required. The project will implement TOP EIR Mitigation Measure CUL 5-2 to reduce impacts on potential archaeological resources. b. Does the project have the potential to achieve short-term environmental goals to the disadvantage of long-term environmental goals?
Discussion of Effects: The analysis in TOP EIR, as outlined in Sections 1 through 20 of this document, indicate TOP is intended to achieve both the short- and long-term goals of the City in terms of the environment.
The PUD project does not have the potential to achieve short-term environmental goals to the disadvantage of long-term environmental goals as it is consistent with TOP land use and zoning designations for the site which were analyzed in TOP EIR. The project will implement several short- and long-term goals in TOP by development of this mixed-use neighborhood community hub.
The PUD project will not result in any new, increased or substantially different impacts other than those previously considered and addressed in TOP EIR. No changes or additions to TOP EIR analyses are necessary.
Mitigation: No project specific mitigation is required. The project will implement TOP EIR Mitigation Measures AQ 3-1 through 3-3 to reduce potential cumulative air quality impacts. c. Does the project have impacts that are individually limited, but cumulatively considerable? (“Cumulatively considerable” means that the incremental effects of a project are considerable when viewed in connection with the effects of past projects, the effects of other current project, and the effects of probable future projects.)
Discussion of Effects: TOP EIR concluded that all impacts of TOP could be reduced to less than significant levels with implementation of the recommended mitigation measures except for air quality, historical resources, noise, and transportation. The EIR further concluded TOP would not make a significant 809
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contribution to any cumulatively considerable impacts with the recommended mitigation except for air quality.
The PUD project will make an incremental contribution to cumulatively considerable air pollutant emissions both of criteria pollutants and greenhouse gases (GHGs). This mixed-use PUD project will also make incremental impacts related to Vehicle Miles Traveled (VMT) but it meets the screening criteria of the City’s VMT Guidelines for CEQA Documents so no additional analysis of VMT impacts is required. TOP EIR already examined these impacts and adopted a Statement of Overriding Considerations for the cumulative air quality impacts of future development under TOP as well as GHG and VMT impacts. Since the proposed PUD project is consistent with TOP land use designations for the site, the potential air quality impacts of the project have been previously evaluated in TOP EIR and appropriate mitigation applied (i.e., TOP EIR MM AQ 3-1 through 3-3).
The PUD project will not result in any new, increased or substantially different impacts not previously considered and addressed in TOP EIR. No changes or additions to TOP EIR analyses are necessary.
Mitigation: No project specific mitigation is required. The project will implement TOP EIR Mitigation Measures AQ 3-1 through 3-3.
d. Does the project have environmental effects that will cause substantial adverse effects on human beings, either directly or indirectly?
Discussion of Effects: TOP EIR concluded that all impacts of TOP could be reduced to less than significant levels with implementation of the recommended mitigation measures except for air quality, historical resources, noise, and transportation. The air quality and noise impacts may have direct and/or indirect adverse effects on humans as development occurs in the City under TOP.
With implementation of the recommended TOP EIR Mitigation Measures, the PUD project does not have environmental effects that will cause substantial adverse effects on human beings, either directly or indirectly.
The PUD project will not result in any new, increased or substantially different impacts not previously considered and addressed in TOP EIR. No changes or additions to TOP EIR analyses are necessary.
Mitigation: No project specific mitigation is required. The project will implement TOP EIR Mitigation Measure NOI 12-1 to reduce noise impacts on project residents from Euclid Ave. traffic.
EARLIER ANALYSES
(Earlier analyses may be used where, pursuant to the tiering, program EIR, or other CEQA process, one or more effects have been adequately analyzed in an earlier EIR or Negative Declaration. Section 15063 (c)(3)(D)):
a) The Ontario Plan Final EIR 2022
b) The Ontario Plan 2022
c) City of Ontario Zoning 2021 as amended
All documents listed above are on file with the City of Ontario Planning Department, 303 East “B” Street, Ontario, California 91764, (909) 395-2036.
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SUMMARY OF MITIGATION MEASURES
The following measures are from TOP EIR for the indicated environmental issue and will be implemented by the Euclid/Walnut PUD Project:
AIR QUALITY
AQ 3-1: Prior to discretionary approval by the City of Ontario for development projects subject to CEQA (California Environmental Quality Act) review (i.e., nonexempt projects), project applicants shall prepare and submit a technical assessment evaluating potential project construction-related air quality impacts to the City of Ontario Planning Department for review and approval. The evaluation shall be prepared in conformance with South Coast Air Quality Management District (South Coast AQMD) methodology for assessing air quality impacts. If construction-related criteria air pollutants are determined to have the potential to exceed the South Coast AQMD–adopted thresholds of significance, the City of Ontario Building Department shall require feasible mitigation measures to reduce air quality emissions. Potential measures shall be incorporated as conditions of approval for a project and may include:
• Require fugitive dust control measures that exceed South Coast Air Quality Management District’s Rule 403, such as:
− Requiring use of nontoxic soil stabilizers to reduce wind erosion. − Applying water every four hours to active soil disturbing activities. − Tarping and/or maintaining a minimum of 24 inches of freeboard on trucks hauling dirt, sand, soil, or other loose materials.
• Using construction equipment rated by the United States Environmental Protection Agency as having Tier 4 interim or higher exhaust emission limits.
• Ensuring construction equipment is properly serviced and maintained to the manufacturer’s standards • Limiting nonessential idling of construction equipment to no more than five consecutive minutes. • Using Super-Compliant VOC paints for coating of architectural surfaces whenever possible. A list of Super-Compliant architectural coating manufactures can be found on the South Coast Air Quality Management District’s website at: http://www.aqmd.gov/prdas/brochures/SuperCompliant_AIM.pdf.
These identified measures shall be incorporated into all appropriate construction documents (e.g., construction management plans) submitted to the City and shall be verified by the City’s Planning Department.
AQ 3-2: The City of Ontario shall evaluate new development proposals within the City and require all developments to include access or linkages to alternative modes of transportation, such as transit stops, bike paths, and/or pedestrian paths (e.g., sidewalks).
AQ 3-3: Prior to discretionary approval by the City of Ontario for development projects subject to CEQA (California Environmental Quality Act) review (i.e., nonexempt projects), project applicants shall prepare and submit a technical assessment evaluating potential project operation-phase-related air quality impacts to the City of Ontario Planning Department for review and approval. The evaluation shall be prepared in conformance with South Coast Air Quality Management District (South Coast AQMD) methodology in assessing air quality impacts. If operation-related air pollutants are determined to have the potential to exceed the South Coast AQMD–adopted thresholds of significance, the City of Ontario Planning Department shall require that applicants for new development projects incorporate mitigation measures to reduce air pollutant emissions during operational activities. The identified measures shall be included as part of the conditions of approval. Possible mitigation measures to reduce long-term emissions could include but are not limited to the following:
• For site-specific development that requires refrigerated vehicles, the construction documents shall demonstrate an adequate number of electrical service connections at loading docks for plug-in of the anticipated number of refrigerated trailers to reduce idling time and emissions. 811
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• Applicants for manufacturing and light industrial uses shall consider energy storage and combined heat and power in appropriate applications to optimize renewable energy generation systems and avoid peak energy use.
• Site-specific developments with truck delivery and loading areas and truck parking spaces shall include signage as a reminder to limit idling of vehicles while parked for loading/unloading in accordance with California Air Resources Board Rule 2845 (13 CCR Chapter 10 sec. 2485). • Provide changing/shower facilities as specified in Section A5.106.4.3 of CALGreen (Nonresidential Voluntary Measures).
• Provide bicycle parking facilities per Section A4.106.9 of CALGreen (Residential Voluntary Measures). • Provide preferential parking spaces for low-emitting, fuel-efficient, and carpool/van vehicles per Section A5.106.5.1 of CALGreen (Nonresidential Voluntary Measures). • Provide facilities to support electric charging stations per Section A5.106.5.3 and Section A5.106.8.2 of CALGreen (Nonresidential Voluntary Measures; Residential Voluntary Measures). • Applicant-provided appliances shall be Energy Star–certified appliances or appliances of equivalent energy efficiency (e.g., dishwashers, refrigerators, clothes washers, and dryers). Installation of Energy Star–certified or equivalent appliances shall be verified by the City during plan check.
CULTURAL RESOURCES
CUL 5-2: In areas of documented or inferred archaeological and/or paleontological resource presence, City staff shall require applicants for development permits to provide studies to document the presence/absence of such resources. On properties where resources are identified, such studies shall provide a detailed mitigation plan, including a monitoring program and recovery and/or in situ preservation plan, based on the recommendations of a qualified cultural preservation expert. The mitigation plan shall include the following requirements:
a) Archaeologists and/or paleontologist shall be retained for the project and will be on call during grading and other significant ground-disturbing activities.
b) Should any cultural resources be discovered, no further grading shall occur in the area of the discovery until the Planning Director or designee is satisfied that adequate provisions are in place to protect these resources.
c) Unanticipated discoveries shall be evaluated for significance by a San Bernardino County Certified Professional Archaeologist/Paleontologist. If significance criteria are met, then the project shall be required to perform data recovery, professional identification, radiocarbon dates, and other special studies; submit materials to a museum for permanent curation; and provide a comprehensive final report including catalog with museum numbers.
NOISE
NOI 12-1: Prior to the issuance of building permits for any project that involves a noise-sensitive use within the 65 dBA CNEL contour along major roadways, freeways, railroads, or the Ontario International Airport, the project property owner/developers shall retain an acoustical engineer to conduct an acoustic analysis and identify, where appropriate, site design features (e.g., setbacks, berms, or sound walls) and/or required building acoustical improvements (e.g., sound transmission class rated windows, doors, and attic baffling), to ensure compliance with the City’s Noise Compatibility Criteria and the California State Building Code and California Noise Insulation Standards (Title 24 and 21 of the California Code of Regulations). 812
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REFERENCES
2016 Air Quality Management Plan (AQMP). South Coast Air Quality Management District (SCAQMD).
August 2016.
The Ontario Plan 2050, Final Supplemental Environmental Impact Report (SCH# 2021070364), Placeworks/City of Ontario. August 2022.
The Ontario Plan 2050, Placeworks/City of Ontario. August 2022.
City of Ontario Municipal Code, Title 9, Chapter 1, Development Code, Zoning. City of Ontario, 2022.
City of Ontario Guidelines for the Implementation of the California Environmental Quality Act (CEQA). City of Ontario. 2019.
Euclid and Walnut Planned Unit Development (PUD), City of Ontario, MIG Inc., June 2023 (Appendix A) Euclid and Walnut, Ontario, CA, Legacy Partners, AO Architects.
Euclid/Walnut Mixed Use Planned Unit Development Project, Health Risk Assessment Report Per Ontario Development Code Table 6.10-3. MIG Inc. June 2023 (Appendix B) Hydrology Data (April 2023) and Water Quality Management Plan (June 2023) (Appendix C) Trip Generation Assessment for the Euclid Avenue Mixed Use Apartment Project, Ontario, California.
Linscott Law & Greenspan (LLG). June 23, 2022 (Appendix D) 813
Euclid
Walnut
Planned Unit Development
A Project by Legacy Partners
City of Ontario
PUD 22-004
Addendum Appendix A
814
815
Euclid/Walnut
Planned Unit Development
City of Ontario
PUD 22-004
City Council Approval Date - TBD
City Council Ordinance No. TBD
303 E. B Street
Ontario, CA 91764
(909) 395-2000
ontarioca.gov
Applicant:
Legacy Partners
5141 California Avenue
Suite 100
Irvine, CA 92617
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4 | Euclid/Walnut Planned Unit Development
Table of Contents
Chapter 1: Introduction. 7
Chapter 2: Objectives 11
2.1 Consistency with The Ontario Plan 11
2.2 Euclid Avenue (EA) Overlay District
and Historic Resources 18
2.3 Euclid/Walnut PUD Objectives 19
Chapter 3: Land Use Plan 21
3.1 Land Use and Zoning 21
3.2 Phasing and Build-Out 22
3.3 Permitted Uses 24
Chapter 4: Development
Regulations 27
4.1 Intensity 28
4.2 Density 28
4.3 Building Envelope 28
4.4 Vehicle Access 28
4.5 Parking Facilities, Supply and
Design 29
4.6 Residential Open Space and
Common Amenities 29
4.7 Service Facilities 30
4.8 Signs 30
4.9 Landscape/Hardscape 30
4.10 Fences and Walls 31
4.11 Public Right-of-Way Improvements31
4.12 Infrastructure 31
4.13 Summary of Development
Standards 32
Chapter 5: Design Criteria 35
5.1 Building Orientation 36
5.2 Access and Parking Facilities 36
5.3 Service Facilities 36
5.4 Pedestrian Linkages 37
5.5 Architectural Character 37
5.6 Massing & Scale 37
5.7 Articulation & Fenestration 37
5.8 Architectural Details 37
5.9 Storefronts 41
5.10 Material & Colors 41
5.11 Roofs/Rooftop Equipment 41
5.12 Non-Residential Outdoor Dining
Areas 41
5.13 Residential Outdoor Space,
Common Recreational
Amenities 41
5.14 Landscape/Hardscape Elements 42
Chapter 6: Administration 47
6.1 Items Not Addressed in PUD 47
6.2 Development Plan and Other
Applications 48
6.3 Administrative Exceptions 48
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Exhibit 1-1:
Exhibit 3-1:
Exhibit 3-2:
Exhibit 5-1:
Exhibit 5-2:
Exhibit 5-3:
Exhibit 5-4:
Exhibit 5-5:
Exhibit 5-6:
Exhibits
Table 3-1:
Table 4-1:
Table 5-1:
Tables
PUD Location Map 8
Land Use/Zoning Map 22
Phase 1 Conceptual Site Plan 23
Architectural Character — Vertical Mixed-Use 38
Architectural Character — Three-Story Residential 39
Architectural Character — Four-Story Residential 40
Typical Common Recreational Amenity 41
Typical Courtyard 41
Fence/Wall Concepts 44
Permitted Uses 24
Summary of Development Standards 32
Master Plant Palette 42
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Introduction
Introduction
The Euclid/Walnut Planned Unit Development
(PUD) functions as a set of planning and design
principles, development regulations, and
performance standards to guide and govern the
redevelopment of a commercial shopping center
into a mixed-use development. The project
site comprises three parcels located on the
northwest corner of Euclid Avenue and Walnut
Street, as shown on Exhibit 1-1: PUD Location
Map. This PUD will facilitate development of
high-density apartments, restaurants, retail
shops, and other commercial services that
will achieve the City’s goals to economically
revitalize and aesthetically enhance an
underutilized parcel on the Euclid Avenue
corridor.
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This document is organized to fulfill the requirements for a PUD, as set forth in the Ontario Development Code (ODC). The Euclid/Walnut PUD replaces the existing zoning district designation and ODC regulations applicable to the affected properties. The properties also lie within the “EA – Euclid Avenue Overlay” district. Any applicable requirements of the overlay district shall remain in full force and effect. Unless otherwise defined or stated herein, definitions and interpretations contained in the ODC shall apply. City staff and private developers will rely on this PUD to determine whether precise plans for development (“Development Plans”) adequately meet the City’s land use and design objectives of The Ontario Plan (TOP) 2050.
Exhibit 1-1: PUD Location Map
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Objectives
Objectives
2.1 Consistency with The Ontario Plan
The Ontario Plan (TOP), the City’s
comprehensive plan, has undergone a significant
update to shape the Ontario community
through 2050. TOP 2050 has three policy level
components: the Vision, a Governance Manual,
and the Policy Plan (General Plan).
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The Ontario Vision – adopted by the City
Council envisioning “A sustained, communitywide prosperity which continuously adds value and yields benefits.” Value is comprehensive
in this regard and is expressed in land,
revenues, infrastructure, businesses, education,
employment, health, community services,
recreation, etc. In particular, Ontario is
committed to being “A Premier Community by
Design.” One of the foundations to accomplish
this is described in the Vision as ensuring
that development is “distinctive.” The Euclid/
Walnut PUD helps the City realize specific
“Points of Vision” as outlined for “Distinctive
Development” as follows:
• A system of vibrant retail, town, and
neighborhood centers responsive to market
demands and woven into the fabric of the
community.
• A demonstrated ability to attract housing in
pursuit of our acknowledged responsibility to
balance housing with the job growth that drives
our quality of life.
• Superior quality and design of the built
environment and open spaces through careful
attention to detail at every scale, including
public and private spaces and structures.
The Governance Manual – institutionalizes
Ontario’s approach to governance and provides
a business plan for the City. Ontario believes the
City has the obligation to create, maintain, and
grow economic value. The Manual guides the
City’s leadership and ensures that TOP 2050 is
integrated into daily operations and provides for
effective administration. The Euclid/Walnut PUD
is established in conformance with the City’s
requirements and includes an administrative
section consistent with provisions contained
in the ODC for consideration of “Development
Plans.”
The Policy Plan (General Plan) – includes
the Land Use Element, which designates
the subject parcels within the Euclid/Walnut
PUD as “MU - Mixed Use.” Generally, these
properties are developed with a mix of uses
that, when concentrated, create focal points
for community activity and facilitate walking,
biking, and transit use The MU – Mixed Use land
use category accommodates a horizontal and/or
vertical mix of retail, service, office, restaurant,
entertainment, cultural, and residential uses.
The densities and intensities of the MU – Mixed
Use designation represent the intended level of
anticipated development; however, individual
projects may vary depending upon an approved
master plan, such as a specific plan or planned
unit development.
Within the Land Use Element, the MU – Mixed
Use designation is broken down into unique
sub-categories to further refine the type of
mixed-use development desired by the City.
The parcels comprising the Euclid/Walnut PUD
are part of a sub-area categorized as MU-NH
– Mixed Use Neighborhood Activity Hub. This
specific designation envisions low-rise (three to
five stories) buildings, with a mix of retail and
residential uses that will create identity and
place, and serve surrounding residents. This
category allows for residential densities ranging
from 20 to 75 dwelling units per acre and nonresidential intensity of 1.00 floor area ratio (FAR). Five locations within the City have the
MU-NH land use designation. The Future Buildout Projections Table of the Land Use Element provides details for each of these five MU-NH
sub-areas. The build-out of the 16-acre “MU-NH
(Euclid & Walnut)” sub-area is projected to be
369 dwelling units and 142,840 square feet of
non-residential development.
This PUD regulates the redevelopment of
10.6 acres of this sub-area to create a mixeduse project providing a total of 369 dwelling units and 12,000 non-residential square feet.
The other 5.4 acres of the sub-area is located
north of the PUD boundary and currently
developed with 15 single family dwelling units,
and approximately 28,000 square feet of nonresidential development. There is a nominal increase to the total build-out projection for
the number of residential dwelling units within
this sub-area resulting from the combination
of existing to remain and construction of new
within the boundaries of this PUD. However,
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Euclid/Walnut Planned Unit Development | 13
Objectives
In addition to the requirements of the Land Use
Element, all mixed-use development is subject
to specific “Place Types” as defined in the
Community Design Element, which represent
the intended outcome and character for each
area. The Euclid/Walnut PUD falls within Place
Type 8 (a-e). Properties with this Place Type
are considered “Neighborhood Center – Infill”
development where commercial and residential
parcels were largely developed in an incremental
manner prior to 2020. The Community Design
Element acknowledges that many properties
in this Place Type range in size, complexity,
and relationships with surrounding streets
and neighborhoods, and that redevelopment
could result in horizontal or vertical mixed use.
However, all of these centers are envisioned
to incorporate site design that prioritizes safe,
attractive, and well-shaded pedestrian access on
site, from the public rights-of-way, and from the
adjacent neighborhoods.
Implementation of the Euclid/Walnut PUD will
achieve many City goals and policies outlined in
The Policy Plan (General Plan). Those specific
goals and polices are as follows.
Land Use Element
Goal LU-1 Balance
A community that has a spectrum of housing
types and price ranges that match the jobs in the
City and that make it possible for people to live
and work in Ontario and maintain a quality of
life.
• LU-1.1 Strategic Growth. We concentrate growth
in strategic locations that help create place
and identity, maximize available and planned
infrastructure, foster the development of
transit, and support the expansion of the
active and multimodal transportation networks
throughout the City.
• LU-1.5 Jobs-Housing Balance. We coordinate
land use, infrastructure, and transportation
planning and analysis with regional, county, and
other local agencies to further regional and
subregional goals for jobs-housing balance.
• LU-1.6 Complete Community. We incorporate
a variety of land uses and building types in
our land use planning efforts that result in a
complete community where residents at all
stages of life, employers, workers, and visitors
have a wide spectrum of choices of where they
can live, work, shop and recreate within Ontario.
it is offset by a significant reduction in
the build-out of non-residential square
footage should the existing uses/buildings
remain unchanged on the 5.4-acre portion.
Implementation of this PUD would still allow
for redevelopment of the 5.4 acre portion
of the sub-area of up to 130,000 of nonresidential square footage, consistent with the TOP 2050 build-out projections for this
sub-area.
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Goal LU-2 Compatibility
Compatibility between a wide range of uses and
resultant urban patterns and forms.
• LU-2.1 Land Use Decisions. We minimize
adverse impacts on adjacent properties when
considering land use and zoning requests.
• LU-2.2 Buffers. We require new uses to provide
mitigation or buffers between existing uses
where potential adverse impacts could occur.
Additional mitigation is required when new uses
could negatively impact environmental justice
areas.
Goal LU-4 Phased Growth
Development that provides short-term value
only when the opportunity to achieve our Vision
can be preserved.
• LU-4.2 Interim Development. We allow
development in urban, mixed use, and transitoriented Place Types that is not immediately reflective of our ultimate Vision for the Place
Type, provided it can be modified or replaced
when circumstances are right to support
development aligned with the Place Type
Vision. We will not allow development that
impedes, precludes, or compromises our ability
to achieve our Vision.
• LU-4.3 Infrastructure Timing. We require that
the necessary infrastructure and services
be in place prior to or concurrently with
development.
• LU-4.4 Shared Infrastructure. We encourage
and facilitate the use of shared infrastructure
(including shared or managed parking) in urban,
mixed use, and transit-oriented Place Types.
Housing Element
Goal H-2 Housing Supply & Diversity
Diversity of types of quality housing that are
affordable to a range of household income
levels, accommodate changing demographics,
and support and reinforce the economic
sustainability of Ontario.
• H-2.1 Corridor Housing. We revitalize
transportation corridors by encouraging the
production of higher density residential and
mixed-uses that are architecturally, functionally,
and aesthetically suited to corridors.
• H-2.5 Housing Design. We require architectural
excellence through adherence to City
design guidelines, thoughtful site planning,
environmentally sustainable practices, and
other best practices.
• H-2.6 Infill Development. We support the
revitalization of neighborhoods through the
construction of higher-density residential
developments on underutilized residential and
commercial sites.
Goal H-3 Governmental Regulations
A City regulatory environment that balances the
need for creativity and excellence in residential
design, flexibility and predictability in the
project approval process, and the provision of an
adequate supply and prices of housing.
• H-3.2 Flexible Standards. We allow flexibility in
the application of residential and mixed-use
development standards in order to gain benefits
such as exceptional design quality, economic
advantages, sustainability, or other benefits
that would otherwise be unrealized.
Environmental Resources Element
Goal ER-1 Water & Wastewater
A reliable and cost-effective system that permits
the City to manage its diverse water resources
and needs.
• ER-1.4 Supply-Demand Balance. We require
that available water supply and demands be
balanced.
• ER-1.6 Urban Run-off Quantity. We encourage
the use of low impact development strategies,
including green infrastructure, to intercept runoff, slow the discharge rate, increase infiltration, and ultimately reduce discharge volumes to
traditional storm drain systems.
• ER-1.7 Urban Run-off Quality. We require the
control and management of urban run-off,
consistent with Regional Water Quality Control
Board regulations.
• ER-1.8 Wastewater Management. We require
the management of wastewater discharge and
collection consistent with waste discharge
requirements adopted by the Regional Water
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Euclid/Walnut Planned Unit Development | 15
Objectives
Quality Control Board.
Goal ER-3 Energy
Cost-effective and reliable energy system
sustained through a combination of low impact
buildings, site and neighborhood energy
conservation, and diverse sources of energy
generation that collectively helps to minimize
the region’s carbon footprint.
• ER-3.3 Building and Site Design. We require new
construction to incorporate energy efficient
building and site design strategies, which could
include appropriate solar orientation, maximum
use of natural daylight, passive solar, and
natural ventilation.
Goal ER-4 Air Quality
Improved indoor and outdoor air quality and
reduced locally generated pollutant emissions.
• ER-4.1 Land Use. We reduce GHG and other local
pollutant emissions through compact, mixed
use, and transit-oriented development and
development that improves the regional jobshousing balance.
Community Economics Element
Goal CE-1 Complete Community
A complete community that provides for all
incomes and stages of life.
• CE-1.6 Diversity of Housing. We collaborate
with residents, housing providers, and the
development community to provide housing
opportunities for every stage of life; we plan
for a variety of housing types and price points
to encourage the development of housing
supportive of our efforts to attract business in
growing sectors of the community while being
respectful of existing viable uses.
• CE-1.7 Retail Goods and Services. We seek to
ensure a mix of retail businesses that provide
the full continuum of goods and services for the
community.
Goal CE-2 Placemaking
A City of distinctive neighborhoods, districts,
corridors, and centers where people choose to
be.
• CE-2.1 Development Projects. We require new
development and redevelopment to create
unique, high-quality places that add value to the
community.
• CE-2.2 Development Review. We require those
proposing new development and redevelopment
to demonstrate how their projects will
create appropriately unique, functional, and
sustainable places that will compete well with
their competition within the region.
Safety Element
Goal S-1 Seismic & Geologic Hazards
Minimized risk of injury, loss of life, property
damage, and economic and social disruption
caused by earthquake-induced and other
geologic hazards.
• S-1.1 Implementation of Regulations and
Standards. We require that all new habitable
structures be designed in accordance with the
most recent California Building Code adopted
by the City, including provisions regarding
lateral forces and grading.
• S-1.2 Entitlement and Permitting Process.
We follow state guidelines and the California
Building Code to determine when development
proposals must conduct geotechnical and
geological investigations.
Goal S-2 Flood Hazards
Minimized risk of injury, loss of life, property
damage and economic and social disruption
caused by flooding and inundation hazards.
• S-2.5 Stormwater Management. We maintain
the storm drain system to convey a 100-
year storm, when feasible, and encourage
environmental site design practices to minimize
flooding and increase groundwater recharge,
including natural drainage, green infrastructure,
and permeable ground surfaces.
Goal S-3 Fire & Rescue Hazards
Reduced risk of death, injury, property damage
and economic loss due to fires, accidents and
normal everyday occurrences through prompt
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16 | Euclid/Walnut Planned Unit Development
and capable emergency response.
• S-3.1 Prevention Services. We proactively
mitigate or reduce the negative effects of fire,
hazardous materials release, and structural
collapse by implementing the regularly adopted
California Fire Code and California Building
Code.
• S-3.8 Fire Prevention through Environmental
Design. We require new development to
incorporate fire prevention consideration in the
design of streetscapes, sites, open spaces, and
buildings.
Goal S-4 Noise Hazards
An environment where noise does not adversely
affect the public’s health, safety, and welfare.
• S-4.1 Noise Mitigation. We utilize the City’s Noise
Ordinance, building codes, and subdivision and
development codes to mitigate noise impacts.
Goal S-5 Wind-Related Hazards
Minimize the risk of injury, property damage, and
economic loss resulting from windstorms and
wind-related hazards.
• S-5.1 Dust Control Measures. We require the
implementation of Best Management Practices
for dust control at all excavation and grading
projects.
Goal S-7 Law Enforcement
Residential neighborhoods, commercial areas,
and industrial districts that are kept safe
through a multi-faceted approach of prevention,
suppression, and community involvement in
public safety.
• S-7.4 Crime Prevention through Environmental
Design (CPTED). We require new development
to incorporate CPTED in the design of
streetscapes, sites, open spaces, and buildings.
Community Design Element
Goal CD-1 Image & Identity
A dynamic, progressive city containing distinct
and complete places that foster a positive sense
of identity and belonging among residents,
visitors, and businesses.
• CD-1.2 Place Types. We establish Place Types
in urban, mixed use, and transit-oriented
areas to foster the City’s identity as a premier
community and require new development within
each Place Type to incorporate prescribed
urban patterns, forms, and placemaking
priorities.
Goal CD-2 Design Quality
A high level of design quality resulting in
neighborhoods, commercial areas, public spaces,
parks, and streetscapes that are attractive, safe,
functional, human- scale, and distinct.
• CD-2.1 Quality Building Design and Architecture.
We encourage all development projects to
convey visual interest and character through:
1. Building volume, massing, and height to
provide context-appropriate scale and
proportion;
2.A true architectural style which is carried
out in plan, section, and elevation through all
aspects of the building and site design and
appropriate for its setting; and
3.Exterior building materials that are
articulated, high quality, durable, and
appropriate for the architectural style.
• CD-2.4 Urban, Mixed Use, and Transit-oriented
Areas. We establish Place Types to require
mixed use, urban, and transit-oriented areas
to be designed and developed as pedestrian
oriented areas that are integrated with
adjacent neighborhoods and promote a vibrant,
comfortable, and functional environment, as
defined for each Place Type.
• CD-2.7 Sustainability. We collaborate with the
development community to design and build
neighborhoods, streetscapes, sites, outdoor
spaces, landscaping, and buildings to reduce
energy demand through solar orientation,
maximum use of natural daylight, passive
solar and natural ventilation, building form,
mechanical and structural systems, building
materials, and construction techniques.
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Euclid/Walnut Planned Unit Development | 17
Objectives
• CD-2.8 Safe Design. We incorporate
defensible space design into new and existing
developments to ensure the maximum safe
travel and visibility on pathways, corridors,
and open space and at building entrances
and parking areas by avoiding physically and
visually isolated spaces, maintaining visibility
and accessibility, and using lighting.
• CD-2.9 Landscape Design. We encourage
durable, sustainable, and drought-tolerant
landscaping materials and designs that enhance
the aesthetics of structures, create and define
public and private spaces, and provide shade
and environmental benefits.
• CD-2.13 Entitlement Process. We work
collaboratively with all stakeholders to ensure a
high degree of certainty in the efficient review
and timely processing of all development plans
and permits.
Goal CD-3 Urban, Mixed Use, and Transit-Oriented
Place Types
Vibrant urban environments that are organized
around intense buildings, pedestrian and transit
areas, public plazas, and linkages between and
within developments that are conveniently
located, visually appealing and safe during all
hours.
• CD-3.1 Unique Identity. We promote
development that heightens the unique
character and identity of each Place Type
by requiring compatible land uses and land
planning, site design, and building design that
promotes an active public realm.
• CD-3.4 Context-Aware and Appropriate Design.
We require appropriate building and site design
that complements existing development,
respects the intent and identity of the Place
Type, and provides appropriate transitions and
connections between adjacent uses to ensure
compatibility of scale, maintain an appropriate
level of privacy for each use, and minimize
potential conflicts.
• CD-3.5 Active Frontages. We create lively
pedestrian streetscapes by requiring primary
building, business, and residential entrances,
outdoor dining, and storefronts be located
on ground floors adjacent to sidewalks or
public spaces and designed to maximize
CD-3.1 Unique Identity
CD-3.4 Context Aware and
Appropriate Building Design
CD-3.5 Active Frontages
CD-3.6 Managed Infrastructure
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18 | Euclid/Walnut Planned Unit Development
2.2 Euclid Avenue (EA) Overlay District
and Historic Resources
The EA Overlay zoning district was established
to recognize, protect, and enhance the visual
character and quality of Euclid Avenue as a
major scenic and historic resource in Ontario
as well as its position on the National Register
of Historic Places. Properties located within
the EA require approval of a Certificate of
Appropriateness to ensure no adverse impacts
to designated historic resources occur as a result
of new development and buildings. This PUD
includes design criteria within Chapter 5 for site
and building design that strengthen the overall
character of Euclid Avenue.
The public right-of-way of Euclid Avenue from
Philadelphia Street northward to the Interstate
10 was designated as Local Landmark No. 67 on
January 16, 2001 by the Ontario City Council. On
August 10, 2005, the public right-of-way of Euclid
Avenue from Philadelphia Street in Ontario
northward to 24th Street in Upland was listed
on the National Register of Historic Places as a
significant cultural landscape. One contributing
character defining-feature of the right-of way is
the 60-foot-wide median separating the north/
southbound vehicular lanes of Euclid Avenue.
This PUD does not propose to alter or affect this
character-defining feature.
Although the parcels within this PUD have
Euclid Avenue frontage, the location of this
PUD is separated from the southern boundary
(Philadelphia Street) of this Local Landmark/
National Register of Historic Places designation
by a distance of approximately 0.4 miles. The
extended view of the Euclid Avenue corridor,
when viewed northward from the parcels or
southward towards the parcels of this PUD, is
also visually disrupted within the immediate
foreground view as a result of the Pomona
Freeway (SR-60), which is elevated above Euclid
Avenue. Additionally, this PUD is separated from
the closest boundary of an historic district,
the Downtown Historic District, by a distance
of approximately three miles. Based upon the
City’s Historic Preservation records, there are no
potential or proposed historic resources within
the immediate surrounding area of the parcels
within this PUD.
Historic Euclid Avenue
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Euclid/Walnut Planned Unit Development | 19
Objectives
2.3 Euclid / Walnut PUD Objectives
The Euclid/Walnut PUD establishes a set of planning and design principles, development regulations, and performance standards to guide and govern the development of a defined project site. This PUD will facilitate redevelopment of the project site with structures and related improvements that support residential and non-residential land uses within the same project site. In addition to facilitating achievement of many City goals and policies as outlined herein, this PUD has the following objectives:
• Develop and provide new, high-quality rental housing combined with a mixed-use component. • Provide transition between new mixed-use development and surrounding residential neighborhoods and commercial properties.
• Provide areas of private and passive open space for each residential unit, as well as community gathering and active open spaces.
• Promote development that is consistent with the MU-NH – Mixed Use Neighborhood Activity Hub land use designation.
• Promote revitalization of commercial uses on the project site by establishing new ground-floor retail and similar uses that serve on-site residents and those in surrounding neighborhoods.
• Provide outdoor gathering places adjacent to commercial storefronts, such as outdoor patio or bench seating with inviting/attractive landscape elements. • Orient non-residential, ground-floor uses towards Euclid Avenue. • Incorporate site design solutions to allow for phased development. • Satisfy the build-out projections for residential dwelling units within the MU-NH (EuclidWalnut) sub-area, as defined in TOP 2050. 832
20 | Euclid/Walnut Planned Unit Development 833
Euclid/Walnut Planned Unit Development | 21
Land Use Plan
Land Use Plan
3.1 Land Use and Zoning
The Euclid/Walnut PUD applies to the parcels
shown on Exhibit 3-1: Land Use/Zoning Map. The
map establishes a single zoning district of PUD
- Planned Unit Development providing for a mix
of commercial and residential uses consistent
with TOP 2050 MU-NH land use designation.
This PUD allows both horizontal and vertical
mixed-use development in buildings of three and
four stories. Buildings with direct Euclid Avenue
frontage will contain ground-floor commercial
uses and residential units directly above. All
other buildings will contain residential units
on all floor levels. A combination of garages,
tandem spaces, carports, and surface parking
spaces will be provided, with gated access limited
to residents and residents’ guests. Unrestricted
access to surface-level parking will serve the
commercial uses and provide additional resident
guest parking spaces. Residents will enjoy a lowmaintenance, urban lifestyle with conveniently located shopping, dining, and personal service
businesses in combination with convenient
access to established transportation routes and
employment hubs.
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22 | Euclid/Walnut Planned Unit Development
3.2 Phasing and Building Out
Implementation of the land use plan and the
build-out allowable under this PUD will be
achieved through two redevelopment phases.
Exhibit 3-2: Phase 1 Conceptual Site Plan
illustrates the development plan for the initial
phase.
The first phase will retain the fast-food,
drive-through restaurant use, occupying an
approximately 4,100-square-foot building and
its related site improvements. The remaining
area within the boundaries of this PUD will be
developed with two four-story buildings and
six three-story buildings, providing a combined
total of 346 dwelling units, 5,400 square feet
of ground-floor commercial space, associated
on-site parking areas for both residential and
non-residential land uses, and landscaping and
recreational amenities for residents1
.
The second phase will implement the full
build-out of the PUD area with demolition of
the restaurant and related site improvements;
replacing them with an additional mixed-use,
four-story building. Completion of the second
phase will provide up to an additional 23 dwelling
units and up to an additional 6,600 square
feet of ground-floor commercial space, plus
associated site improvements.
This PUD, inclusive of all development standards
and requirements, applies to both phases.
Ultimate build-out will result in a maximum of
369 dwelling units and approximately 12,000
square feet of commercial land uses.
1. Demolition of approximately 100,950 square feet of older commercial buildings will occur before project construction proceeds.
Exhibit 3-1: Land Use/Zoning Map
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Euclid/Walnut Planned Unit Development | 23
Land Use Plan
Exhibit 3-2: Phase 1 Conceptual Site Plan
836
24 | Euclid/Walnut Planned Unit Development
3.3 Permitted Uses
Table 3-1: Permitted Uses lists the allowable land use, activity, or facility permitted within this PUD.
A land use that is not listed shall be considered a prohibited land use unless otherwise allowed by the Zoning Administrator in accordance with the requirements and procedures outlined in the ODC.
The land uses established in this table are consistent with those listed uses and land use definitions of the ODC. The ODC relies upon the North American Industry Classification System (NAICS) for non-residential land uses, utilizing the NAICS website definitions for each business establishment classification. The “Notes or ODC Regulations” column provides reference to the location of any specific regulations, operating conditions, and/or development standards applicable to the corresponding land use, activity, or facility; as well as exception to any standards or requirement as modified within this PUD. The “Permit Type” column symbols shall have the same meaning and utilize the same permit type, process, and approvals as contained in the ODC.
Table 3-1: Permitted Uses
Land Uses, Activities, and
Facilities
Permit Type
“P” - Permitted by Right
“C” - Conditional Use Permit
“A” - Administrative Use Permit
Notes or ODC
Regulations
Residential
Accessory Dwelling Units P ODC Section 5.03.010
Animal Keeping (accessory)
Household Pets - 4 or fewer pets
P
Community Gardens (accessory) A ODC Section 5.03.410
Home Occupation (accessory) A ODC Section 5.03.240
Multiple-Family Dwellings P
Mixed Uses
Residential Mixed-Use Developments P ODC Section 5.03.285 Non-Residential Uses - Limited to Ground Floor and Euclid Avenue Frontage Alcoholic Beverage Sales (off-premise) C ODC Section 5.03.025 Art Dealer P
Clothing, Shoes and Jewelry Store P
Consignment Shop P
Convenience Store P
Document Preparation Services P
Drycleaning and Laundry Services -
Limited to Drop-off and Pick-up
P Drive-thru prohibited
Electronics and Appliance Store P ODC Section 5.03.175
Finance and Insurance Services P Check Cashing, Advanced Payday, and Pawnshops
prohibited
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Euclid/Walnut Planned Unit Development | 25
Land Use Plan
Table 3-1: Permitted Uses
Land Uses, Activities, and
Facilities
Permit Type
“P” - Permitted by Right
“C” - Conditional Use Permit
“A” - Administrative Use Permit
Notes or ODC
Regulations
Florist P
Furniture and Home Furnishings Store P ODC Section 5.03.210 General Merchandise Store P
Health and Personal Care Store P
Investigative and Security Services P
Office Administrative Support
Services
P
Office Supplies, Stationary and Gift
Store
P
Personal and Household Goods Repair P
Personal Care Services
With Massage Services
P
A ODC Section 5.03.270
Personal Fitness Training Studio P Limited to 10,000 sq. ft.
Pet Supply Store P Animal Sales prohibited
Pharmacies and Drug Store P Drive-thru prohibited
Police Storefront/Community Services P
Private Mail Centers and Postal
Supply
P
Professional and Technical Services P Limited to non-medical Real Estate, Rental, and Leasing
Services
P
Restaurants, Fast Food
With Drive-Thru
P
P ODC Section 5.03.150
Restaurants, Limited Service
With Alcoholic Beverage Sales
With Live Entertainment
P
C
C
ODC Section 5.03.025
ODC Section 5.03.257
Restaurants, Snack and Nonalcoholic
Beverage Bar
P
Specialty Food and/or Beverage Store
With Alcoholic Beverage Sales
P
C ODC Section 5.03.025
Sporting Goods, Hobby, Book, and
Music Store
P
Supermarket and Grocery Store P
Travel Arrangement Services P
838
26 | Euclid/Walnut Planned Unit Development 839
Euclid/Walnut Planned Unit Development | 27
Development Regulations
Development
Regulations
This section sets forth standards that govern
the placement, height, and bulk of permitted
buildings and other structures; establishes
locational criteria for vehicular access to
development sites; establishes parking and
loading requirements; and specifies minimum
requirements for recreational amenities for
residential uses. Unless otherwise modified
herein, development within this PUD
shall comply with the ODC standards and
requirements as may apply generally to MultipleFamily Dwellings and Commercial development, as determined appropriate by the Director.
Table 4-1: Summary of Development Standards
provides an at-a-glance reference to the
regulations for the various standards, and is to
be used in combination with the descriptions and
specific criteria listed for each of the standards.
4 840
28 | Euclid/Walnut Planned Unit Development
served by a drive aisle, up to a maximum
building setback of 80 feet.
g. The building edge along Walnut Street shall
provide a minimum setback of 10 feet.
h. Building setbacks shall be measured from
the ultimate property lines or ultimate
right-of-way width, whichever is greater.
i. Placement of buildings and structures shall
conform with other specifications of Table
4-1: Summary of Development Standards.
j. Any yard areas provided between the
buildings and the right-of-way may be
finished with hardscape, including walls/
fences, or landscape.
4.4 Vehicle Access
Vehicular access from any public right-of-way
shall be limited to two locations along Euclid
Avenue and a maximum of three locations along
Walnut Street, as approved by the City Engineer.
4.1 Intensity
The intensity of non-residential development
shall not exceed a maximum 0.5 floor area
ratio (FAR) based upon the net site area. The
calculation shall be derived by dividing the gross
square footage of the commercial space of the
vertical mixed use buildings by the net site area.
In determining FAR, this square footage should
not include indoor common amenity space
or other interior square footage serving the
residential land uses.
4.2 Density
The density of residential development shall not
exceed a maximum 40 dwelling units per acre
based upon the net site area. In no case shall
the total number of residential units exceed 369
units upon build-out of Phase 2.
4.3 Building Envelope
a. Non-residential land uses shall be on the
ground-floor level of vertical mixed-use
buildings.
b. Residential dwelling units may be located
on any floor level.
c. The height of four-story buildings shall not
exceed 60 feet. The height of three-story
buildings shall not exceed 50 feet. Height
shall be measured as specified in the ODC
and is inclusive of architectural projections.
d. Any rooftop mechanical venting or
communications equipment shall be built
within or otherwise screened by the roof
structure so that they do not project above
parapets and are not visible from any public
right of way, or neighboring building.
e. The location of vertical mixed-use buildings
shall be limited to buildings with frontage
along Euclid Avenue.
f. The building edge along Euclid Avenue may
vary. It may occur a minimum of 10 feet
behind the public right-of-way line or at a
point that allows for up to two parking bays
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Euclid/Walnut Planned Unit Development | 29
Development Regulations
4.5 Parking Facilities, Supply, and
Design
On-street parking on Euclid Avenue and Walnut
Street adjacent to this PUD shall not be allowed.
a. Non-residential uses shall be provided with
parking at a minimum ratio of one parking
space per 250 gross square feet of building
area. Such parking shall be located on site,
and shall be accessible during operating
hours of the businesses being served.
b. Residential uses shall be provided with
parking at a minimum ratio of 1.2 parking
spaces per bedroom in each dwelling unit,
inclusive of providing guest or unassigned
parking spaces. Resident parking shall
be located on site, and may have access
restricted by gated entrance. Resident
parking for each dwelling unit or guests of
that dwelling unit may be provided within
a garage space, as a tandem space, within
a carport, as surface level parking, or in
combination. Tandem spaces are restricted
to those directly in front of a garage door
and shall be assigned to the same dwelling
unit as the garage space.
c. A parking management plan shall be
submitted for the Planning Director
approval prior to the issuance of building
permits. The plan shall address the
assignment, distribution, and functionality
of all parking spaces among the various
uses, including the use of non-residential
spaces providing overflow resident guest
spaces when businesses are closed.
d. Parking spaces shall not obstruct access to
building entrances, pedestrian paths, trash
storage areas, or loading areas.
e. Parking space dimensions, drive aisles, etc.
shall generally conform to the standards set
forth in the ODC unless modified herein.
4.6 Residential Open Space and
Common Amenities
Open space for the residential component shall
be provided at a minimum ratio of 250 square
feet per dwelling unit. Such space can be a
combination of residential private open space
and common amenities, subject to the following:
a. A minimum of 50 square feet of individual
private open space, in the form of balcony
or patio area directly accessible from the
interior of each dwelling unit, shall be
provided. Individual balcony or patio areas
shall have a minimum dimension for length
and width of five feet.
b. Common amenities shall be provided
at the minimum ratio of 175 square feet
per dwelling unit. This may include a
combination of passive and active, indoor
and outdoor spaces, roof-top or upper
floor decks, as well as landscaped and
hardscaped ground surfaces providing
paseos between or adjacent to buildings.
Up to 15 percent of the overall common
amenity square footage may consist
of indoor area and be grouped into a
single building that is accessible to all
residents. Such indoor area shall provide
opportunities for fitness, lounge/gathering
space, business/mail center, and similar
amenities. The remaining common
amenities provided shall be in the form of
outdoor common areas consisting of both
programmed and unprogrammed spaces.
Programmed space may provide specific
amenities: such as a dog park, seating/
conversational areas, outdoor cooking
facilities with table seating areas, etc.
Unprogrammed space may provide passive
use such as landscaped paseos.
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30 | Euclid/Walnut Planned Unit Development
4.7 Service Facilities
Service areas and facilities shall comply with the
following:
a. Loading and unloading in proximity to
both the residential and non-residential
uses shall be addressed as part of the
parking management plan submitted to the
Planning Director to ensure coordination of
operational hours and occupancy/vacancy
of parking areas.
b. Trash receptacles/recyclable container
storage areas shall be provided for all
residential and non-residential uses. Such
receptacle/storage area may receive trash
from commercial and residential sources.
Locations, sizes, and design of such areas
shall be readily accessible by trash disposal
company equipment and work crews, as
approved by the Planning and Public Works
Directors, in consultation with the trash
disposal vendor.
c. Individual storage units shall be provided
for the occupants of each dwelling unit,
exclusive of any closets in the units. The
total amount of cubic feet provided shall
average 150 cubic feet per dwelling unit.
4.8 Signs
A Master Sign Program shall be submitted
for approval by the Planning Director prior to
issuance of a building permit to provide design
and standards applicable to both residential and
non-residential land uses within this PUD. The
program will include specific sign criteria for
gated access points. All signs shall comply with
standards in the ODC. Any signage within the
Euclid Avenue Caltrans right-of-way will require
Caltrans review and approval.
4.9 Landscape/Hardscape
a. A detailed plan shall be submitted with the
Development Plan specifying all landscape
and hardscape elements of the residential
open space and common amenities, as well
as the perimeter yards abutting the street
rights-of-way and all street trees.
b. Water conservation shall be provided
through low water using plant materials,
hydro zones, water efficient irrigation and
weather-based controllers as required
by City codes. Landscaped areas may be
used for storm water infiltration through
vegetated swales, retention basins, or dry
wells as needed with the use of appropriate
planting materials.
c. The landscape design shall generally
satisfy the requirements of the Landscape
Development Standards outlined in the
ODC and shall create well-functioning
spaces within a sustainable design utilizing
materials as provided in Table 5-1: Master
Plant Palette.
d. Within parking areas, the following
landscape areas and standards apply:
1. For each row of parking spaces located within
the restricted access (gated) parking areas,
planter islands of at least six feet in width
that extend the full length of the abutting
parking space shall be located at a minimum
rate of every 15 spaces. This rate shall be
increased to every 10 spaces for parking areas
with unrestricted access and/or adjacent to
Euclid Avenue.
2. Tree wells, tree diamonds, or center planter
strips shall be provided to allow for the
planting of shade trees at a minimum ratio
of one tree for each five parking spaces. Tree
wells shall not have a minimum dimension
less than five feet.
3. All landscape planters within parking
areas shall be delineated with a six-inchwide curb regardless of parking space configuration. The use of a 12-inch-wide curb
may be provided to allow for a “step area”
in circumstances where there is increased
frequency of passengers exiting or entering a
vehicle.
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Euclid/Walnut Planned Unit Development | 31
Development Regulations
4.11 Public Right-of-Way Improvements
As determined by the City Engineer, design
and construction of any street improvements
adjacent to the property frontage of Euclid
Avenue and Walnut Street shall be conditioned
and may include, but not be limited to, concrete
curb and gutter, sidewalk, LED street lights,
signing and striping, and parkway landscaping.
Any improvements within the Euclid Avenue
Caltrans right-of-way will require Caltrans review
and approval.
4.12 Infrastructure
The parcels within the boundary of this PUD
shall be served by existing water lines and
wastewater flows and/or upgraded to satisfy the
required capacities as determined by the City
and its service purveyors/agencies, including the
Fire Department.
On-site stormwater drainage facilities shall be
provided consistent with the San Bernardino
County Stormwater Program’s Water Quality
Management Plan (WQMP) requirements for new
development projects. Stormwater capture and
infiltration facilities may include the utilization
of vegetated swales, depressed landscaped
basins, pervious concrete pavement, and/or
underground stormwater retention/infiltration
vaults.
The parcels within the boundary of this PUD are
considered a Priority Land Use (PLU). A PLU
shall comply with the statewide Trash Provisions
adopted by the State Water Resources Control
Board (SWRCB) and trash requirements in the
most current San Bernardino County Area-Wide
MS4 Permit. Drainage from the PLU shall be
designed with conveyance tributary to a Full
Trash Capture System which has been approved
by the SWRCB.
4. Bordering the Euclid Avenue frontage, a
minimum 10 foot in depth planter area shall
be provided between the public right-of-way
and a parking space oriented perpendicular to
the right-of-way.
5. A minimum 20-foot deep planter area shall
be provided at a driveway between any public
right-of-way to the first parking space to allow
for a minimum 20-foot drive aisle throat.
f. Street trees shall comply with the variety,
size, and spacing as directed by the City of
Ontario Master Street Tree Plan.
4.10 Fences and Walls
a. Fences and walls shall be an integral design
or compatible with the building architecture
and shall comply with the height and
materials shown in Exhibit 5-6: Fence/Wall
Concepts.
b. Fences and walls may be setback zero
feet from property lines except where
such fence or wall is required to comply
with Engineering Corner Sight Distance
Standards and other applicable standards.
c. Decorative walls, monuments, and/or other
similar features shall not encroach into the
public right-of-way.
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32 | Euclid/Walnut Planned Unit Development
4.13 Summary of Development Standards
Table 4-1: Summary of Development Standards provides the quantitative development standards set forth in previous Sections 4.1 through 4.12 and any additional requirements for development within this PUD.
Table 4-1: Summary of Development Standards
Development Standard Requirement Notes
Maximum Intensity - Floor Area Ratio 0.50 FAR Gross building square footage of commercial space
Density Range - Minimum and Maximum 20.1 - 40 Up to a maximum of 369 dwelling units
Maximum Building Height by Number of
Stories
Four Stories
Three Stories
60 ft.
50 ft.
Inclusive of architectural
projections and equipment
screening
Building Setbacks - From Right-of-Way 10 ft. minimum
Setbacks - Interior Property Line
Buildings Adjacent to Residential
Buildings Adjacent to Non-Residential
Carport or Trash Enclosure
50 ft. minimum
5 ft. minimum
5 ft. minimum
Building Separation
Building to Building
Building to Drive Aisle or Parking Areas
Building to Carport
Patio to Patio
25 ft. minimum
5 ft. minimum
25 ft. minimum
15 ft. minimum
Individual driveway depth limited
to 5 ft. or less, or 18 ft. or more
Minimum Number of Parking Spaces
Ratio for Residential Uses
Ratio for Non-Residential Uses
1.2 spaces/bedroom
1 space/250 sq. ft.
Inclusive of guest spaces
Residential Open Space and Common
Amenities - Combined Minimum Ratio
Minimum Private Open Space Ratio
Minimum Common Amenity Ratio
250 sq. ft./du
50 sq. ft./du
175 sq. ft./du
5 ft. minimum width and length
15% maximum indoor
Residential Storage Units 150 cubic feet/du minimum Does not include closets or cabinets interior to the unit
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Euclid/Walnut Planned Unit Development | 35
Design Criteria
Design Criteria
New development implemented under this PUD
will generate new uses and design aesthetics
in a way that fulfills many of the design goals
and policies discussed previously in Chapter
2. The Community Design Element in TOP
2050 outlines specific “Place Types”; this PUD
is categorized under Place Type 8e, which
is considered “Neighborhood Center – Infill”
type development, where the commercial and
residential parcels were largely developed
in an incremental manner prior to 2020.
Redevelopment could result in either horizontal
or vertical mixed use and are envisioned to
incorporate site design that prioritizes safe,
attractive, and well-shaded pedestrian access
from the public rights-of-way and adjacent
neighborhoods.
5 848
36 | Euclid/Walnut Planned Unit Development
The parcels within this PUD site do not contain
significant buildings, structures, or locations
subject to historic preservation. While the first
phase of development retains an existing fastfood restaurant structure, this building is not considered historic. The new infill development
will include architecture that creates a dynamic
visual environment and increases the pedestrian
experience. The design criteria for the buildings
provide articulation, dynamic materials and
colors, and avoid bulky and monotonous
elevations. Street trees and landscaped streetfacing setback areas will provide opportunities to frame the street, create a pleasant pedestrian
pathway, and minimize the building bulk from the
public right-of-way.
The following sections provide guidance to
City staff and private developers in the design
of buildings, yards, and streets. Variations
from strict interpretation of the standards
are permitted, provided that the integrity of
the urban design is not compromised. The
following criteria shall be incorporated into the
Development Plan for each phase of this PUD,
subject to final interpretation by the Planning
Commission.
5.1 Building Orientation
a. Buildings along Euclid Avenue shall provide
storefronts that invite pedestrian activity.
b. Architectural focal treatments such as taller
elements, textured surfaces, and unique
fenestration shall be provided on frontage
facing public streets.
c. Buildings located at the street corner shall
be designed to incorporate architectural
features that respond to the corner location
by having directed entries and/or tower
elements.
d. Multiple shop entrances and display
windows with clear glazing, shall be
provided along Euclid Avenue facades.
5.2 Access and Parking Facilities
a. Vehicular access and on-site parking shall
be designed to reduce visual impact along
Euclid Avenue and Walnut Street.
b. On-site parking facilities serving nonresidential uses shall be readily accessible, screened, and separated from the public
right-of-way views with landscaping,
including shade trees.
c. On-site parking facilities serving residential
uses may be located behind gated ingress/
egress points. Gate access points from
Euclid Avenue shall be set back to allow
stacking of at least two vehicles, with
sufficient space configured to allow a
vehicle to turn around without backing into
the street. The primary entry gate serving
residential uses shall be designed to be
easily recognizable to visitors.
d. Carports and individual garage entries
shall be designed to be compatible with the
building architecture and use similar colors,
materials, and details.
5.3 Service Facilities
a. Service, loading and, storage facilities
shall be located away from public streets,
outdoor spaces, and adjacent residential
uses.
b. Electrical equipment shall be located on
the interior of a building. When interior
locations are not practical, electrical
equipment shall be enclosed and screened
from public streets with walls, fencing, and/
or landscaping that allows for sufficient
ventilation, or buried in vaults.
c. Service areas shall be screened and gated.
d. All types of loading doors within view of
public streets shall be screened with walls,
berms, or plant materials.
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Euclid/Walnut Planned Unit Development | 37
Design Criteria
5.4 Pedestrian Linkages
a. Pedestrian pathways shall be designed
and located for clear and comfortable onsite pedestrian circulation. Sidewalks and pedestrian paths shall provide convenient
connections between storefronts, outdoor
spaces, and parking, as well as portals to
adjacent residential uses.
b. Landscape paseos shall be used to reinforce
pedestrian connections. For instance,
attractive paving and planting design may
identify and highlight these connections by
establishing a visual separation between
vehicular and pedestrian routes and provide
passive open space opportunities for
residents.
5.5 Architectural Character
a. The architectural character shall reflect
the various styles within the City and
along Euclid Avenue and shall fit in
contextually without matching. The use
of complementing proportions, building
details, and building materials shall be
employed.
b. Compatibility between the vertical and
horizontal mixed-use architecture shall
be achieved through the use of unifying
elements such as similar materials and
colors.
c. A schematic illustration of acceptable
architectural character is shown in Exhibit
5.1: Architectural Character - Vertical
Mixed-Use, Exhibit 5-2: Architectural
Character - Three Story Residential, and
Exhibit 5-3: - Four Story Residential.
5.6 Massing & Scale
a. Simple, yet varied massing shall be used,
with wall openings that create shadow line
and provide visual relief.
b. Massing and height of corner elements
shall be emphasized by using strong and
identifiable building forms such as taller
building mass, tower element, or cupola.
c. Building increments shall employ various
architectural devices such as changes in
colors/finish material, horizontal breaks and
offsets, upper building portion reflecting
the same increment of articulation as the
ground level, and use of trim and moldings
at the top of facades that reflect the
vertical massing of the building.
d. Where buildings will be of varying heights,
they shall be designed to promote
transition in massing and avoid abrupt
changes in scale within the development.
5.7 Articulation & Fenestration
a. Buildings shall have three-dimensional
qualities.
b. The base and upper levels of a vertical
mixed use building shall be differentiated
with features for storefronts such as a
bulkhead, display windows, and/or transom
and detailed trim.
c. Buildings shall be articulated on all sides.
Fenestration, changes in wall plane,
material, texture, color, etc. shall be used to
create shadow lines and articulate building
walls.
d. Highly visible public entrances shall be
provided where buildings are oriented
towards Euclid Avenue to provide individual
shop entrances featuring recesses,
overhangs, special materials, and/or
detailing.
850
38 | Euclid/Walnut Planned Unit Development
Exhibit 5-1: Architectural Character — Vertical Mixed-Use 851
Euclid/Walnut Planned Unit Development | 39
Design Criteria
Exhibit 5-2: Architectural Character — Three-Story Residential Exhibit 5-3: Architectural Character — Four-Story Residential 852
40 | Euclid/Walnut Planned Unit Development
5.8 Architectural Details
a. Architectural details shall be used to
enhance a building’s appearance at the
base, eaves, parapets, and around entries
and windows.
b. Human-scaled details such as canopies and
awnings, transparent windows and window
displays shall be provided facing Euclid
Avenue.
c. Architectural features and details shall be
an integral part of the building without an
appearance of being “tacked on.”
5.9 Storefronts
a. Storefronts for each commercial
establishment shall have a unifying
architectural aesthetic, but may include
alteration of exterior treatments on the
individual frontage of the space where
such modifications compliment the overall
design quality of the development.
b. Storefronts shall incorporate desirable
building materials such as brick, stone, tile,
exterior cement plaster, or fiber cement
siding.
c. Storefront glazing shall be clear glass to
permit clear views into the interior space.
The amount of such glass shall provide a
balance between high visibility into the
store interior and architectural quality.
d. Entrance doors shall be of a traditional style
and as transparent as possible.
5.10 Material & Colors
a. Materials shall be those of permanence
and quality and that unify a building’s
appearance on all sides.
b. Materials and colors shall accentuate the
architectural details of the building and
promote visual harmony.
c. To create visual interest, at least three
different building materials shall be used.
5.11 Roof/Rooftop Equipment
a. At least one break in roof plane shall be
provided on each building
b. Rooftop equipment, including ladders and
antenna devices, shall be screened so as
not to be visible from streets and adjacent
buildings. Methods of rooftop screening
should be integral to the building’s form.
5.12 Non-Residential Outdoor Dining
Areas
Outdoor dining areas adjacent to a groundlevel eating or drinking establishment shall be oriented toward Euclid Avenue.
5.13 Residential Outdoor Space,
Common Recreational Amenities
a. Private balcony and/or patio enclosures
shall consist of materials that are
complementary to materials and colors
used on the building elevations. Each
balcony shall be oriented or enclosed
sufficiently to increase privacy between
balconies of adjacent units.
b. Common outdoor spaces providing passive
recreation shall include either shade
elements and/or trees providing shade
canopy.
c. Indoor recreation/fitness/community
facilities shall be of the same architectural
style and materials that match or
complement the primary building
architecture with a layout as shown in
Exhibit 5-4: Typical Common Recreational
Amenity.
d. Outdoor seating, tables and umbrellas,
gazebos, barbecues, natural or artificial
lawn area, and/or other place-making
features that are provided shall be
compatible with the architectural style of
the buildings with a layout as shown in
Exhibit 5-5: Typical Courtyard.
853
Euclid/Walnut Planned Unit Development | 41
Design Criteria
Exhibit 5-4: Typical Common Recreational Amenity
Exhibit 5-5: Typical Courtyard
854
42 | Euclid/Walnut Planned Unit Development
5.14 Landscape / Hardscape Elements
a. Landscaping elements shall contribute and complement the aesthetic quality and character of the public and private spaces.
b. Table 5-1: Master Plant Palette shall guide the selection of materials for street trees, perimeter trees and shrubs, courtyard and common area trees, vines, screening and hedge plants, and groundcover.
c. Landscaping shall be provided to define and enrich courtyards and walkways and shall include specimen trees of minimum size 24 inch box.
d. Hardscaping shall be composed of decorative paving materials and patterns, rather than a single, continuous surface.
e. Fences/walls shall complement the building materials similar to those depicted in Exhibit 5-6:
Fence/Wall Concepts.
Table 5-1: Master Plant Palette
Botanical Name Common Name Minimum Size
Street Trees
Grevillea robusta Silk Oak (Euclid) 24” Box
Platanus wrightii Arizona Sycamore
Site Trees and Palms
Quercus agrifolia Coast Live Oak 48” Box
Platanus racemosa California Sycamore
Ulmus parvifolia 'True Green' Evergreen Elm
Koelreuteria paniculata Golden Rain Tree 36” Box
Lagerstroemia hybrids 'Muskogee' Crape Myrtle (Lavender) Chilopsis linearis Desert Willow
Aloe bainesii Tree Aloe 24” Box
Arbutus ‘Marina’ Strawberry Tree
Cercis occidentalis Western Redbud
Platanus acerifolia 'Bloodgood' London Plane Tree (anthracnose res.)
Podocarpus gracilior Fern Pine
Quercus wislizeni Interior Live Oak
Tristania conferta Brisbane Box
Phoenix dactylifera Date Palm 16’ Brown Trunk
Height
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Euclid/Walnut Planned Unit Development | 43
Design Criteria
Table 5-1: Master Plant Palette
Botanical Name Common Name Minimum Size
Shrubs
Agave 'Blue Flame' Blue Flame Agave 5 Gallon
Agave desmettiana ' Variegata' Variegated Dwarf Century Plant Alyogne huegelii 'MONleon' Leon's Purple Delight Lilac Hibiscus Arbutus unedo 'Elfin King' Elfin King Strawberry King
Buxus microphylla japonica Japanese Boxwood 1 Gallon
Calandrinia spectabilis Rock Purslane
Carex tumulicola Foothill Sedge
Carissa grandiflora 'Green Carpet' Natal Plum
Dianella revoluta 'DR5000' Little Rev Flax Lily
Dianella tasmanica 'Silver Streak' Silver Streak Flax Lily Ilex crenata 'Sky Pencil' Sky Pencil Ilex 5 Gallon
Juniperus scopulorum 'Skyrocket' Skyrocket Juniper
Lantana montevedensis 'Monma' White Lightin' Lantana 1 Gallon Ligustrum japonicum 'Texanum' Wax Leaf Privet 5 Gallon
Lomandra longifolia 'LM300' Breeze Dwarf Mat Rush
Muhlenbergia capillaris 'Regal Mist' Regal Mist Muhly
Myoporum parvifolium No Common Name 1 Gallon
Philodendron x 'Xanadu' Dwarf Philodendron 5 Gallon
Pittosporum tobira Tobira
Podocarpus elongatus 'Monmal' Icee Blue Yellow-Wood
Prunus caroliniana 'Bright n' Tight' Carolina Cherry
Rhaphiolepis indica 'Clara' Dwarf Indian Hawthorne
Rhaphiolepis x. 'Montic' Majestic Beauty Indian Hawthorne Rosa 'Flower Carpet var. Noatraum' Pink Carpet Rose 2 Gallon Rosa f. 'Ice Berg' White Shrub Rose 5 Gallon
Trachelospermum asiaticum Asian Jasmine 1 Gallon
Vines and Espaliers
Clytostoma callistegioides Violet Trumpet Vine 5 Gallon Distictus buccinatoria Blood Red Trumpet Vine
Ficus pumila (repens) Creeping Fig 1 Gallon
Parthenocissus tricuspidata Boston Ivy
856
44 | Euclid/Walnut Planned Unit Development
Exhibit 5-6: Fence/Wall Concepts
857
Euclid/Walnut Planned Unit Development | 45
Design Criteria
858
46 | Euclid/Walnut Planned Unit Development 859
Euclid/Walnut Planned Unit Development | 47
Administration
6Administration
6.1 Items Not Addressed in PUD
Any terms not defined herein and any issues
affecting the design and development of the
subject project area not specifically addressed in
this PUD shall be governed by the provisions of
the ODC.
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48 | Euclid/Walnut Planned Unit Development
6.2 Development Plan and Other
Applications
A Development Plan shall be submitted
for each phase of this PUD for approval by
the Development Advisory Board and the
Ontario Planning Commission, pursuant to the
requirements and procedures outlined in the
ODC.
To ensure proper implementation of the EA
Overlay district, an application for a Certificate
of Appropriateness shall be submitted in
conjunction with the Development Plan required
for each phase of this PUD, pursuant to all
requirements and procedures outlined in the
ODC.
Lot line adjustments or the combining of
parcels within this PUD shall comply with all
requirements and procedures outlined in the
ODC. Such actions may be conditioned for
compliance as part of the Development Plan
approval process.
6.3 Administrative Exceptions
Deviation from the development standards
set forth in this PUD may be granted up
to a maximum of 10 percent by the Zoning
Administrator. Any deviation that is greater
than 10 percent shall require Variance approval
pursuant to the requirements and procedures
outlined in the ODC.
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863
Euclid / Walnut Mixed Use
Planned Unit Development Project
Health Risk Assessment Report
(Per Ontario Development Code Table 6.10-3)
June 26, 2023
Prepared for:
Legacy Partners
5141 California Avenue, Ste. 100
Irvine, CA 92617
Prepared by:
MIG, Inc.
1650 Spruce Street, Ste. 106
Riverside, CA 92507
Addendum Appendix B
864
This document is formatted for double-sided printing to conserve natural resources. 865
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Euclid/Walnut Mixed Use Planned Unit Development Project June 26, 2023 Health Risk Assessment Report
Table of Contents
EXECUTIVE SUMMARY................................................................................................................................ I 1 INTRODUCTION ................................................................................................................................. 1
1.1 Report Organization........................................................................................................................ 1 2 REGULATORY FRAMEWORK........................................................................................................ 2-1
2.1 United States Environmental Protection Agency.......................................................................... 2-1
2.1.1 Federal Clean Air Act .................................................................................................... 2-1
2.2 California Air Resources Board.................................................................................................... 2-1
2.2.1 California Clean Air Act ................................................................................................. 2-1
2.3 South Coast Air Quality Management District .............................................................................. 2-1 3 PROJECT DESCRIPTION AND ENVIRONMENTAL SETTING ...................................................... 3-1
3.1 Project Location and Surrounding Land Uses.............................................................................. 3-1
3.2 Proposed Development and Phasing........................................................................................... 3-1
3.2.1 Phase 1 PUD Development: Legacy Partners............................................................... 3-1
3.2.2 Phase 2 PUD Development .......................................................................................... 3-2
3.3 Sources of Air Toxics in Proximity of the Project Site................................................................... 3-2
3.3.1 Mobile Source Air Toxics............................................................................................... 3-2
3.4 Meteorology and Wind Conditions at the Project Site .................................................................. 3-2 4 ANALYSIS METHODOLOGY .......................................................................................................... 4-1
4.1 Mobile Source Emissions............................................................................................................. 4-1
4.1.1 Traffic Volumes, Time of Day Splits, and Traffic Speeds .............................................. 4-1
4.1.2 Mobile Source Emissions and Emissions Rates............................................................ 4-3
4.2 AERMOD Dispersion Modeling.................................................................................................... 4-4
4.2.1 Modeled Sources and Emissions Rates........................................................................ 4-4
4.2.2 Meteorological Data Inputs............................................................................................ 4-5
4.2.3 Terrain Inputs ................................................................................................................ 4-7
4.2.4 Modeled Receptors ....................................................................................................... 4-7
4.3 Health Risk Assessment Methodology......................................................................................... 4-7
4.3.1 Mobile Source Health Risk Assessment Methodology .................................................. 4-8 5 HEALTH RISK ASSESSMENT RESULTS ...................................................................................... 5-1
5.1 Thresholds of Significance........................................................................................................... 5-1
5.2 Estimated Health Risks................................................................................................................ 5-1 6 REPORT PREPARERS AND REFERENCES.................................................................................. 6-1
6.1 References................................................................................................................................... 6-1 866
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Euclid/Walnut Mixed Use Planned Unit Development Project June 26, 2023 Health Risk Assessment Report
List of Tables
Table 4-1. AERMOD Source Parameters ...................................................................................................4-5 Table 4-2. Project Receptor Grid Details ....................................................................................................4-7 Table 4-3. MSAT Cancer Potency Factors and Reference Exposure Levels .............................................4-9 Table 4-4. Weighted CPFs and RELs for TOG Running (Exhaust) Emissions .........................................4-11 Table 4-5. Weighted CPFs and RELs for TOG Running Loss (Evaporative) Emissions...........................4-11 Table 5-1: SCAQMD Health Risk Thresholds.............................................................................................5-1 Table 5-2: Risks at MEI from Single and Cumulative Sources....................................................................5-2 List of Figures
Figure 3-1 Site Aerial..................................................................................................................................3-4 Figure 3-2 Site Plan....................................................................................................................................3-5 Figure 3-3 Wind Rose for Ontario International Airport (2012 to 2016) (Blowing From) .............................3-6 Figure 4-1 Modeled Emission Sources .......................................................................................................4-6 Figure 5-1 Total Annual Average TOG Exhaust Concentrations (µg/m3) ...................................................5-3 Figure 5-2 Total Annual Average TOG Evaporative Concentrations (µg/m3) .............................................5-4 Figure 5-3 Total Annual Average DPM Exhaust Concentrations (µg/m3)...................................................5-5 Appendices
Appendix A: Traffic Volumes and Mobile Source Emissions Quantification for AERMOD Appendix B: AERMOD Output
Appendix C: Cancer and Non-Cancer Risk Values and Health Risk Calculations 867
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Euclid/Walnut Mixed Use Planned Unit Development Project June 26, 2023 Health Risk Assessment Report
List of Acronyms, Abbreviations, and Symbols
Acronym / Abbreviation Full Phrase or Description
AADT Annual Average Daily Traffic
AERMOD American Meteorological Society/Environmental Protection Agency Regulatory Model
ASF Age Sensitivity Factor
Benzo[a]pyrene B[a]P
BR Breathing Rate
BW Body Weight
CAA Federal Clean Air Act
CAIR Concentration of TAC in air (µg/m3)
Cal-EPA California Environmental Protection Agency
CARB California Air Resources Board
CPF Cancer Potency Factor
CPFMSAT Cancer Potency Factor for MSAT Inhalant
CPFW Weighted Cancer Potency Factor
CT-EMFAC2017 Caltrans Version of EMFAC
DOSEAIR Daily Inhalation Dose
DPM Diesel Particulate Matter
D Distance of roadway segment (mi)
ED Exposure Duration
EFR Running emissions factor, based on speed bin (g/veh-mile) EFRL Running loss emissions factor (g/veh-hour)
ER.HR Running emissions (g-hr)
ERL.HR Running loss emissions (g-hr)
EMFAC CARB's Emissions Factor Database
FAH Fraction at Home
g/s Grams per second
HVAC Heating ventilation and air conditioning
kg Kilogram
L Liters
MEI Maximally Exposed Individual
MERV Minimum Efficiency Rating Value
MPH Miles per Hour
MSAT Mobile Source Air Toxic
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List of Acronyms, Abbreviations, and Symbols
Acronym / Abbreviation Full Phrase or Description
MSATR Ratio of MSAT to TOG
NED National Elevation Dataset
OEHHA California Office of Environmental Health Hazard Assessment PeMS Caltrans Performance Measurement System
POM Polycyclic Organic Material
REL Reference Exposure Level
RELMSAT REL for MSAT Inhalant
Report Health Risk Assessment Report
SCAQMD South Coast Air Quality Management District
SR State Route
TAC Toxic Air Contaminants
TOG Total Organic Gas
U.S. EPA United State Environmental Protection Agency
UTM Universal Transverse Mercator,
VMT Vehicle Miles Traveled
VOLHR Vehicle Volume per hour (veh-hr)
μm Micron
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Euclid/Walnut Mixed Use Planned Unit Development Project June 26, 2023 Health Risk Assessment Report
EXECUTIVE SUMMARY
This Health Risk Assessment Report (Report) evaluates and documents the potential health risk impacts that could be posed to the receptors of the proposed Euclid / Walnut Mixed Use Planned Unit Development Project (Project) from existing sources of mobile source toxic air pollution along State Route 60 (SR 60), located approximately 665 feet north of the Planned Unit Development’s (PUD) northernmost boundary. The Project is located at the northwest corner of Euclid Avenue / Walnut Street intersection in the City of Ontario, California 91761 and would accommodate up to 369 dwelling units and 12,000 square feet of retail space upon buildout on 10.6 acres.
The Project includes multifamily residential development, and the City of Ontario (City) has determined the Project is subject to the requirements identified in Ontario Development Code Table 6.01-3:
Multiple-Family Residential Development Standards, which requires multiple-family development projects located within proximity of a freeway (as determined by the City’s Zoning Administrator) to prepare a health risk assessment. This Report evaluates the potential risks posed by toxic air pollution, consistent with guidance and methodology documents maintained by United States Environmental Protection Agency (U.S. EPA), Office of Environmental Health and Hazard Assessment (OEHHA), and South Coast Air Quality Management District (SCAQMD), and outlines measures, if necessary, that would reduce risks below SCAQMD thresholds.
S.1 PROPOSED PROJECT DESCRIPTION
The Project is a PUD that would accommodate up to 369 multi-family dwelling units and 12,000 square feet of retail space upon buildout. The 10.6-acre site is located at the northwest corner of Euclid Avenue / Walnut Street intersection, and the Project’s northern boundary is approximately 665 feet south of SR 60. The Project would be constructed in at least two phases. Phase 1, the details for which are currently known, would provide 346 multi-family dwelling units in three- and four-story buildings, with 5,400 square feet of ground floor retail space within the four-story building fronting Euclid Avenue. Phase 1 construction activities would develop 9.4 acres of the Project site, excluding the southeast corner of the Project site. The southeast corner of the Project site is currently developed with a Carl’s Jr. and may be developed in the future as Phase 2 of the Project. Phase 2 would accommodate the remaining 23 multi-family residential units and up to an additional 6,600 square feet of ground-floor retail space. The first phase of the Project is slated to become operational in 2025.
S.2 HEALTH RISK ASSESSMENT RESULTS
A health risk assessment (HRA) was prepared to evaluate potential cancerogenic and noncancerogenic health effects that could result from receptor exposure to toxic air contaminant (TAC) concentrations at the Project site. The HRA was prepared in accordance with applicable guidelines from the U.S. EPA, the SCAQMD, and OEHHA. Roadway traffic volumes in proximity of the Project site were obtained from Caltrans. Mobile Source Air Toxic (MSAT) emissions were estimated using these traffic volumes and emission factors derived from the Caltrans version of the California Air Resources Board (CARB) Emissions Factor Database (CT-EMFAC2017).1 The U.S. EPA- and SCAQMD-approved American 1 The nine priority MSATs included in the HRA are: 1,3-Butadiene, Acetaldehyde, Acrolein, Benzene, Diesel Particulate Matter (DPM), Ethylbenzene, Formaldehyde, Naphthalene, Polycyclic Organic Matter (POM). 870
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Euclid/Walnut Mixed Use Planned Unit Development Project June 26, 2023 Health Risk Assessment Report
Meteorological Society/Environmental Protection Agency Regulatory Model (AERMOD, V. 21112) was used to predict pollutant concentrations at the Project site. The AERMOD dispersion model simulates the dispersion of pollutant emissions and estimates concentrations of pollutants at specified receptor locations.
The results of the modeling indicate that the Maximally Exposed Individual (MEI) for cancer risk would be located in the northeastern corner of the northeaster building of Phase 1 (i.e., the building with retail space on the ground floor) and have a cancer risk of 7.0 excess cancers per million, which would be below the SCAQMD’s cancer risk threshold of 10.0 excess cancers per million. This cancer risk estimate accounts for Project compliance with Section 120.1(b)(1)(C) of the 2019 Title 24 Building Code, which requires that high-density residential buildings be constructed with HVAC system air filters that meet a designated efficiency equal to Minimum Efficiency Rating Value (MERV) 13 standards. The MERV 13 filters would be capable of removing approximately 90 percent of diesel particulate emissions from SR 60.
Chronic and acute non-cancer risks for receptors at the site would also be below the SCAQMD non-cancer risk thresholds of 1.0. Cancer and non-cancer risks for Phase 2 receptors would be lower, because these receptors are further from SR 60 and would be exposed to lower pollutant concentrations.
As described above, cancer and non-cancer risks would not exceed thresholds and no mitigation or further abatement of air toxic concentrations is required. Compliance with standard building code requirements would be sufficient to reduce potential risks below SCAQMD thresholds. 871
Euclid/Walnut Mixed Use Planned Unit Development Project June 26, 2023 Health Risk Assessment Report
1 INTRODUCTION
This Health Risk Assessment Report (Report) has been developed for the proposed Euclid / Walnut Mixed Use Planned Unit Development Project (Project) located at the northwest corner of Euclid Avenue / Walnut Street intersection in the City of Ontario, California 91761. The Project would accommodate up to 369 multi-family dwellings and approximately 12,000 square feet of retail space upon buildout on 10.6 acres.
The Project would consist of a two-phased Planned Unit Development (PUD). Phase 1 would involve constructing 346 multi-family dwelling units and approximately 5,400 square feet of ground-floor retail space. Development details associated with Phase 1 are currently known and Legacy Partners is proposing to develop this portion of the Project. It is anticipated that this portion of the PUD, which comprises 9.4 acres, would become operational in 2025. Phase 2 would consist of an additional 23 multifamily residential units and up to an additional 6,600 square feet of retail space. This area would be located in the southwestern portion of the site. Further planning details for Phase 2 are not currently known at this time, but it is anticipated that this portion of the PUD would not be developed for another 15 years.
The 10.6-acre Project site is located approximately 665 feet south of State Route (SR 60). The operation of mobile sources (i.e., cars and trucks) along this roadway produce emissions from fuel combustion (i.e., exhaust) and evaporation, and some of these emissions are known Toxic Air Contaminants (TACs), as defined by the California Air Resources Board (CARB), that could affect the health and safety of Project occupants and visitors to the site. The City of Ontario Development Code Table
6.01-3: Multiple-Family Residential Development Standards requires multiple-family development projects located in proximity of a freeway (as determined by the City’s Zoning Administrator) to prepare a health risk assessment. This Report evaluates potential risks from mobile sources on SR 60, consistent with risk assessment procedures maintained by the United States Environmental Protection Agency (U.S. EPA), Office of Environmental Health and Hazard Assessment (OEHHA), and South Coast Air Quality Management District (SCAQMD).
1.1 REPORT ORGANIZATION
This Report is organized as follows:
• Chapter 1, Introduction, explains the contents of this Report and its intended use. • Chapter 2, Regulatory Framework, provides pertinent background information on the federal, state, and local entities that regulate air quality conditions at and near the Project site. • Chapter 3, Project Description and Environmental Setting, provides pertinent information on the design and operating characteristics of the Project, as well as meteorological conditions and sources of toxic air pollution in proximity of the Project site. • Chapter 4, Health Risk Assessment Methodology, discloses the methodology used to estimate the emissions of mobile sources in proximity of the Project site and the potential risks they could pose to future Project receptors.
• Chapter 5, Health Risk Assessment Results, describes the criteria used to evaluate potential health risks, the results of the health risk assessment prepared for the Project, and any potential measures necessary reduce risks below the applied thresholds. • Chapter 6, Report Preparers and References, lists the individuals involved, and the references used, in the preparation of this Report.
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Euclid/Walnut Mixed Use Planned Unit Development Project June 26, 2023 Health Risk Assessment Report
2 REGULATORY FRAMEWORK
This Report has been prepared to satisfy Ontario Development Code Table 6.01-3: Multiple-Family Residential Development Standards, which requires multiple-family development projects located in proximity of a freeway (as determined by the City’s Zoning Administrator) to prepare a health risk assessment.
The following provides an overview of the federal, state, and local regulatory entities that oversee and regulate air quality emissions in proximity of the Project site.
2.1 UNITED STATES ENVIRONMENTAL PROTECTION AGENCY
2.1.1 Federal Clean Air Act
The Federal Clean Air Act (CAA) defines the United States Environmental Protection Agency’s (U.S. EPA) responsibilities for protecting and improving the United States air quality and ozone layer. Key components of the CAA include reducing ambient concentrations of air pollutants that cause health and aesthetic problems, reducing emission of toxic air pollutants, and stopping production and use of chemicals that destroy the ozone.
2.2 CALIFORNIA AIR RESOURCES BOARD
2.2.1 California Clean Air Act
In addition to being subject to Federal requirements, air quality in the State is also governed by more stringent regulations under the California Clean Air Act, which was enacted in 1988 to develop plans and strategies for attaining the California Ambient Air Quality Standards. The California Air Resources Board (CARB), which is part of the California Environmental Protection Agency (Cal-EPA), develops Statewide air quality regulations, including industry-specific limits on criteria, toxic, and nuisance pollutants.
In California, both the Federal and State Clean Air Acts are administered by CARB. It sets all air quality standards including emission standards for vehicles, fuels, and consumer goods as well as monitors air quality and sets control measures for toxic air contaminants. CARB oversees the functions of local air pollution control districts and air quality management districts, which in turn administer air quality activities at the regional level.
2.3 SOUTH COAST AIR QUALITY MANAGEMENT DISTRICT
The SCAQMD is the agency primarily responsible for maintaining air quality and regulating emissions of criteria and toxic air pollutants within the South Coast Air Basin (Basin). 2 The SCAQMD
carries out this responsibility by preparing, adopting, and implementing plans, regulations, and rules that are designed to achieve attainment of state and national air quality standards. 2 the South Coast Air Basin (Basin) which includes Orange County and the non-desert portions of Los Angeles, San Bernardino, and Riverside counties. The Basin encompasses approximately 6,745 square miles of coastal plains and is bounded by the San Gabriel, San Bernardino, and San Jacinto Mountains to the north and east. 874
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3 PROJECT DESCRIPTION AND ENVIRONMENTAL SETTING
The proposed Project consists of a Planned Unit Development (PUD) that would accommodate up to 369 multi-family dwelling units and 12,000 square feet of retail space in the City of Ontario, California 91761. The Project is located at the northwest corner of Euclid Avenue / Walnut Street intersection and would be constructed in two phases, with most development occurring in Phase 1.
3.1 PROJECT LOCATION AND SURROUNDING LAND USES
The 10.6-acre rectangular Project site is located at the northwest corner of Euclid Avenue / Walnut Street intersection in the City of Ontario, California 91761 (see Figure 3-1 for Project location). The site consists of three parcels (Assessor Parcel Numbers 041018133, 041018134, and 041018135), and is primarily developed as a surface parking lot that once served a commercial shopping center anchored by K-Mart (located on the western portion of the Project site), a nail salon and toy store (located in the northeastern portion of the Project site), and Carl’s Jr. (located in the southeastern corners of the Project site).
The Project site is surrounded by a preschool, residential land uses, and retail and commercial office land uses. These include:
• North of the Project Site: The “Monty’s Montessori Academy of Ontario” preschool and singlefamily and multi-family residential land uses • Northwest of the Project Site: Multi-family residential land uses at the “Belcourt Apartments” apartment complex
• West of the Project Site: Various commercial and retail office land uses • South of the Project Site: Across Walnut Street, single family residential land uses • East of the Project Site: Across Euclid Avenue, various commercial amenities such as “7- Eleven”, “Victor’s Cleaners and Laundry”, “N8’s Billiards” and then single-family residential land uses further to the east beyond the aforementioned non-residential land uses
3.2 PROPOSED DEVELOPMENT AND PHASING
As mentioned above the Project would be comprised of two phases totaling 369 multi-family dwelling units and up to 12,000 square feet of retail space. Legacy Partners (Legacy) is proposing to construct Phase 1 of the Project, which would consist of 346 multi-family dwelling units and 5,400 square feet of ground floor retail space on approximately 9.4 acres of land in the northeast, northwest, and southwest portions of the Project site (see Figure 3-2). Phase 2 would consist of an additional 23 multifamily dwelling units and up to an additional 6,600 square feet of retail space constructed on the remaining approximately 1.2 acres of land located in the southeastern portion of the site. Specific details regarding Phase 2 development are currently unknown at this time.
3.2.1 Phase 1 PUD Development: Legacy Partners
Phase 1 would consist of two, four-story apartment buildings with tuck under garages, one of which would have approximately 5,400 square feet of ground-floor retail space, and six, three-story apartment buildings with tuck under garages, carports, and surface parking. The four-story building with ground floor retail space would be located in the northeastern portion of the site. In addition to the 5,400 square feet of retail space, the ground floor of this building would include a mail/parcel facility area, leasing office space, 876
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pool court and fitness area, club open space, and sports lounge, while the upper floors would be comprised of residential units. A dog park would be located to north of this building. Three (3), three-story multi-family buildings would be located west of the ground-floor retail space building (i.e., in the northwestern corner of the Project site) and be oriented in a north-south direction. Three (3) additional three-story multi-family buildings, also oriented in a north-south direction, would be constructed in the southwest corner of the Project site. Finally, a four-story “C” shaped multi-family residential building would be constructed in the southeastern portion of the Phase 1 area and adjacent to the Phase 2 area. Each residential dwelling unit would have window(s) and/or a balcony that would provide their unit with access to outdoor air.
3.2.2 Phase 2 PUD Development
Phase 2 would involve the construction and operation of up to an additional 23 multi-family dwelling units and up to an additional 6,600 square feet of retail space. It is anticipated that Phase 2 of the PUD would not occur for approximately 15 more years. No additional project-specific details associated with Phase 2 are known at this time.
3.3 SOURCES OF AIR TOXICS IN PROXIMITY OF THE PROJECT SITE The Project site is located within 700 feet of SR 60. Vehicles traveling along this freeway produce pollutants designated by CARB as TACs. TACs are pollutants that are known, or suspected, to cause cancer or other serious health effects.
3.3.1 Mobile Source Air Toxics
Operation of fossil-fueled motor vehicles, such as those operating in proximity of the Project site, produce emissions through fuel combustion. Mobile Source Air Toxics (MSATs) are a subset of TACs that are emitted by mobile sources (i.e., cars and trucks). There are nine priority MSATs, which include: 1,3- Butadiene, Acetaldehyde, Acrolein, Benzene, Diesel Particulate Matter (DPM), Ethylbenzene, Formaldehyde, Naphthalene, Polycyclic Organic Matter (POM). These MSATs (excluding DPM) are a fraction of the Total Organic Gas (TOG) emissions from the motor vehicles.
3.4 METEOROLOGY AND WIND CONDITIONS AT THE PROJECT SITE Southwestern San Bernardino County and the broader South Coast Air Basin (Basin) are defined by a semi-arid, Mediterranean climate with mild winters and warm summers. The San Gabriel, San Bernardino, and San Jacinto Mountains bound the Basin to the north and east trap ambient air and pollutants within the Los Angeles and Inland Empire valleys below. The climate of the greater Los Angeles region is classified as Mediterranean, but weather conditions within the Basin are dependent on local topography and proximity to the Pacific Ocean. The climate is dominated by the Pacific high-pressure system that results in generally mild, dry summers and mild, wet winters. This temperate climate is occasionally interrupted by extremely hot temperatures during the summer, Santa Ana winds during the fall, and storms from the Pacific northwest during the winter. In addition to the basin’s topography and geographic location, El Niño and La Niña patterns also have large effects on weather and rainfall received between November and March.
The Pacific high-pressure system drives the prevailing winds in the Basin. The winds tend to blow onshore in the daytime and offshore at night. In the summer, an inversion layer is created over the coastal areas and increases ozone levels. A temperature inversion is created when a layer of cool air is overlain by a layer of warmer air; this can occur over coastal areas when cool, dense air that originates over the ocean is blown onto land and flows underneath the warmer, drier air that is present over land. In the winter, areas 877
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throughout the Basin often experience a shallow inversion layer that prevents the dispersion of surface level air pollutants, resulting in higher concentrations of criteria air pollutants such as CO and NOX.
Temperatures near the Project site range from a high of 92 degrees Fahrenheit (F) in July and August to a low of 40 degrees Fahrenheit in January. Annual precipitation is approximately 20 inches, falling mostly from November through March (WRCC, 1980).
The SCAQMD maintains publicly meteorological data for use in air quality analyses. The Project site is approximately 2.5 miles southwest of Ontario International Airport. As shown in Figure 3-3, the prevailing wind at Ontario International Airport is generally from the west-southwest, indicating the prevailing wind at the Project site is also likely from the west-southwest. 878
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Figure 3-1 Site Aerial
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Figure 3-2 Site Plan
Source: Legacy Partners, 2022
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Figure 3-3 Wind Rose for Ontario International Airport (2012 to 2016) (Blowing From) Source: SCAQMD 2017
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4 ANALYSIS METHODOLOGY
This Chapter describes the methodology utilized to estimate emissions, conduct dispersion modeling, and assess potential cancer and non-cancer risks at the Project site.
4.1 MOBILE SOURCE EMISSIONS
Mobile source emissions were estimated for freeways (including freeway on- and off-ramps) based hourly vehicle flow by type of pollutant.
4.1.1 Traffic Volumes, Time of Day Splits, and Traffic Speeds Mobile source emissions were estimated for freeways and (including freeway on- and off-ramps) based on hourly vehicle flows. These pieces of information were obtained from several Caltrans sources.
Specifically, the roadway segments evaluated include:
• State Route 60 (Eastbound and Westbound)
• State Route 60 Westbound On-Ramp from Euclid Avenue
• State Route 60 Eastbound Off-Ramp from Euclid Avenue
• State Route 60 Eastbound On-Ramp from Euclid Avenue
• State Route 60 Westbound On-Ramp from Euclid Avenue
See Appendix A for all details related to traffic volumes, time of day splits, and traffic speeds for the various roadway segments.
Traffic Volumes
Traffic volumes for the roadway segments evaluated were obtained from the following sources.
The Project is anticipated to become operational in 2025. Traffic volumes were scaled up by one percent each year to derive 2025 volumes from prior years.3
• State Route 60 traffic volumes (for all vehicles and trucks) were obtained from the Caltrans Traffic Census Program, which provided Annual Average Daily Traffic (AADT) on the California Highway System in 2019.
4 All traffic vehicle volumes were split evenly between Eastbound and Westbound SR 60 (Caltrans, 2022a).
o All Vehicles. The AADT values for three Caltrans “breakpoints” were evaluated to determine the traffic volume on SR 60 north of the Project site; these three breakpoints were: Mountain Avenue; Ontario, Jct. Rte. 83; and Grove Avenue. The AADT values between Mountain Avenue and the SR 60 / SR 83 junction were marginally higher than the AADT values between SR 83 and Grove Avenue (i.e., approximately 0.2%) and therefore were applied to the entirety of the portion of SR 60 modeled.
3 For example, if the data sourced is from 2020, the traffic volume for that year would be scaled up by one percent for five years (i.e., approximately a five percent increase). 4 The 2019 calendar year was selected as the base year for scaling, because it predates the COVID-19 pandemic and is considered to be a better reference for what traffic levels may look like in the future, compared to those of recent years that have been affected by the COVI-19 pandemic.
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o Trucks. The AADT values on SR 60 east of and west of the SR 60 / SR 83 junction were averaged to derive the proportion truck traffic volume on SR 60 adjacent to the Project site.5
• State Route 60 on- and off-ramp volumes for Euclid Avenue (all vehicles) were calculated using the same process as that described for the SR 60 volumes. The ramp segments utilized from the Caltrans data were “WB on from Euclid/83,” “EB off to Euclid/83,” “EB on from Euclid/83,” and “WB Off to Euclid Ave” (Caltrans 2022a).
Time of Day Split
Time of day traffic volume splits were developed for each of the roadway segments utilizing the Caltrans Performance Measurement System (PeMS), which collects data from approximately 40,000 individual detectors spanning the freeway system across all major metropolitan areas of California. Data was obtained for the entire 2019 calendar year6for all vehicles and trucks and then summed for each hour to develop the time-of-day splits for the two vehicle categories (Caltrans 2022b).7 The SR 60 Eastbound data were obtained from the “Mainline VDS 801356 - EUCLID” segment and the SR 60 Westbound data were obtained from the “Mainline VDS 801355 - EUCLID” segment.
The average daily traffic volumes were multiplied through by the time-of-day splits to derive vehicle and truck volumes for each hour of the day.
Vehicle Speeds
The rate at which vehicles generate exhaust emissions is in part dependent on the speed at which it travels. The following describes the way vehicle speeds were assigned to the various roadway segments. • State Route 60 vehicle speeds were derived using the Caltrans PeMS data source. Speed averages were taken for each hour across the entire year and then down up to the nearest factor of five (e.g., if the average speed was 67 miles per hour, it was rounded down to 65 miles per hour). The PeMS data source does not distinguish speed by all vehicles and trucks.
Therefore, truck speeds were limited to a maximum of 55 miles per hour, which is the speed limit for vehicles towing a trailer. See Appendix A for a breakdown of hourly speeds for vehicles traveling on SR 60.
• State Route 60 on- and off-ramp vehicle speeds were assumed to be 45 and 5 miles per hour, respectively, on a consistent basis.
5 The AADT for trucks was estimated to provide the Caltrans version of the CARB Emissions Factor Database (CTEMFAC) with an input. The CT-EMFAC model is described further on in this section. The truck AADT was not used for any other purpose.
6 The 2019 calendar year was selected for vehicle/truck AADT values, because it precedes the COVID-19 pandemic and provides a better representation of how travel behaviors between all vehicles and trucks are anticipated to be in the future. 7 These two sets of splits were developed because vehicles that emit DPM typically have different travel patterns than passenger vehicles and therefore the emissions from these vehicles disperse differently (i.e., peak hour volumes for passenger vehicles differ from those of trucks and therefore the peak hour emissions for the two types of vehicles would be subject to differing meteorological conditions).
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4.1.2 Mobile Source Emissions and Emissions Rates
The traffic roadways volumes, time of day splits, and vehicle speed derived using the methodology described in Section 4.1.1 were utilized in conjunction with emissions factors derived from Caltrans version of EMFAC2017, also known as CT-EMFAC2017, to estimate emissions generated by mobile sources in proximity of the Project site. CT-EMFAC2017 provides running (exhaust) and running loss (evaporative) emission factors for mobile source criteria air pollutants, including TOG, and all nine priority MSATs based on the geographic area in which they are occurring, the year they are occurring in, and the makeup of cars and trucks on the roadway.
The CT-EMFAC2017 model was run derive emission factors for the average vehicle mix on freeways. The model run specified San Bernardino County as the region and 2025 as the year. For SR 60, the traffic mix was developed using the truck AADT described under the “Traffic Volumes” subheading of Section 4.1.1.
8 The CT-EMFAC2017 outputs were used to develop three sets of hourly emissions estimates for each roadway – one for TOG running (exhaust) emissions, another for TOG running loss (evaporative) emissions, and one for DPM running (exhaust) emissions.9 Whereas the running emissions factors (grams/vehicle-mile) are based on speed bins in 5 mile per hour increments, the running loss emissions factors (grams/vehicle-hour) are independent of the speed of the car. Therefore, running emissions are based on the speed of the car across a specified distance, while running loss emissions are based on the amount of time the car is on the roadway. In other words, a car will generally produce more emissions when moving slowly across a given distance than it would if it were traveling faster.10 The equations for calculating hourly running and running loss emissions are presented in Equation 1 and Equation 2 below.
Equation 1: Running (Exhaust) Emissions
𝐸𝑅.𝐻𝑅 = 𝐸𝐹𝑅 × 𝐷 × 𝑉𝑂𝐿𝐻𝑅
Where:
ER.HR = Running emissions (g-hr)
EFR = Running emissions factor, based on speed bin (g/veh-mile) D = Distance of roadway segment (mi)
8 CT-EMFAC includes two truck categories, Truck 1 and Truck 2, which correspond to medium duty trucks and heavy duty trucks, respectively. The truck AADT data provided from the Caltrans Traffic Census Program breaks down trucks by axle.
Trucks with two axels were assign to the Truck 1 category. Trucks with three or more axels were assigned to the Truck 2 category. The freeway run of CT-EMFAC has a truck makeup of 12.3%, with 3.1% consisting of Truck 1 and 9.2% consisting of Truck 2.
9 Consistent with the guidance contained in the SCAQMD Health Risk Assessment Guidance for Analyzing Cancer Risks from Mobile Source Diesel Emissions white paper, DPM emissions were treated as PM10, even though CT-EMFAC provides emission rates for DPM, specifically (SCAQMD 2003). 10 In addition to having running and running loss emissions scale at different rates, there are two other reasons for developing three sets of emission factors for each roadway. The first is that the ratio of MSATs to TOG differs between running and running loss emissions factors (see Section 4.3.1 for more information). The second being that the source / release characteristics of TOG and DPM differ. For example, the time of day splits between the two pollutants differ (see Section 4.1.1), as do the typical heights at which they are released (i.e., TOG is generated by passenger vehicles, which have a relatively low release point, while DPM is generated by trucks that have a higher release point; see Section 4.2.1 for more information). 884
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VOLHR = Vehicle volume per hour (veh-hr)
Equation 2: Running Loss (Evaporative) Emissions
𝐸𝑅𝐿.𝐻𝑅 = 𝐸𝐹𝑅𝐿 ×
𝐷
𝑀𝑃𝐻
× 𝑉𝑂𝐿𝐻𝑅
Where:
ERL.HR = Running loss emissions (g-hr)
EFRL = Running loss emissions factor (g/veh-hour)
D = Distance of roadway segment (mi)
MPH = Speed of vehicle (mi-hr)
VOLHR = Vehicle volume per hour (veh-hr)
The roadway distances utilized for the emission estimation are based on the length of roadway source modeled in AERMOD (see Table 4-1). The hourly running and running loss emissions were converted to a rate of grams per second (g/s) by diving the hourly rate by 3,600 (i.e., the number of seconds in an hour). See Appendix A for details regarding the emissions rates for each roadway segment.
4.2 AERMOD DISPERSION MODELING
The U.S. EPA’s AERMOD dispersion model (version 21112) was used to predict pollutant concentrations at the Project site. The AERMOD dispersion model is a U.S. EPA-approved and SCAQMDrecommended model for simulating the dispersion of pollutant emissions and estimating concentrations of pollutants at specified receptor locations. AERMOD requires the user to input information on the source(s) of pollutants being modeled, the receptors where pollutant concentrations are modeled, and the meteorology, terrain, and other factors that affect the potential dispersion of pollutants. Two AERMOD runs were completed for the Project. The first modeled TOG emissions as PM2.5, because AERMOD does not have a pollutant dispersion option for TOG, and the second modeled DPM as PM10.
4.2.1 Modeled Sources and Emissions Rates
Mobile source emissions occurring on roadways in proximity of the Project site were modeled as a series of line area sources, as shown in Table 4-1 and depicted in Figure 4-1. An emissions rate for each source listed in Table 4-1 was derived using the methodology described in Section 4.1. 885
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Table 4-1. AERMOD Source Parameters
ID Description
UTM Coordinates(A) Length
(m)
Width
X Y (m)
ARLN01 SR 60 Westbound Freeway Exhaust(B) 440650.04 3765727.33 1779.1 18.29 ARLN02 SR 60 Eastbound Freeway Exhaust(B) 438872.22 3765713.80 1778.6 18.29 ARLN03 SR 60 Westbound On-ramp Exhaust(B) 439895.14 3765792.04 475.1 3.96 ARLN04 SR 60 Eastbound Off-ramp Exhaust(B) 439895.39 3765645.74 436.3 7.62 ARLN05 SR 60 Eastbound On-ramp Exhaust(B) 439941.30 3765645.29 508.2 3.96 ARLN06 SR 60 Westbound Off-ramp Exhaust(B) 440392.61 3765738.84 455 11.58 ARLN07 SR 60 Westbound Freeway Evaporative 440650.04 3765727.33 1779.1 18.29 ARLN08 SR 60 Eastbound Freeway Evaporative 438872.22 3765713.80 1778.6 18.29 ARLN09 SR 60 Westbound On-ramp Evaporative 439895.14 3765792.04 475.1 3.96 ARLN10 SR 60 Eastbound Off-ramp Evaporative 439895.39 3765645.74 436.3 7.62 ARLN11 SR 60 Eastbound On-ramp Evaporative 439941.30 3765645.29 508.2 3.96 ARLN12 SR 60 Westbound Off-ramp Evaporative 440392.61 3765738.84 455 11.58 See Appendix B
(A) UTM coordinates represent the initial coordinate of the source. (B) These source parameters were the same for the TOG emissions modeling as the DPM emission modeling.
The TOG emissions sources were assigned a release height of 1.3 meters and an initial vertical dimension of 1.2 meters (U.S. EPA 2010). These parameters for the TOG emissions sources are representative of the exhaust and evaporative plume height from light-duty vehicles. The DPM emissions source were assigned a release height of 3.4 meters and an initial vertical dimension of 3.2 meters. These parameters for the DPM emissions sources are representative of the exhaust plume height for heavy-duty vehicles (U.S. EPA 2010).
Each roadway source was modeled to have an emissions rate of 1 gram per second (g/s).
AERMOD allows users to specify variable emissions factors for sources depending on the temporal interval over which emissions are released. These variable emissions factors function as multipliers for the source’s base emissions rate (as noted previously, this base emissions rate is 1 g/s). Variable emissions factors were assigned to each source for each hour of the day (i.e., 12 AM, 1 AM, 2 AM, etc.) in order to reflect the source’s emissions characteristics (i.e., the emissions that would be generated by hourly traffic volumes that were derived using the methodology described in Section 4.1.1).
4.2.2 Meteorological Data Inputs
AERMOD requires meteorological data as an input for the model. The meteorological data is processed using AERMET, a pre-processor to AERMOD. AERMET requires surface meteorological data, upper air meteorological data, and surface parameter data such as albedo (reflectivity) and surface roughness.
For the proposed Project, pre-processed surface data was obtained from the SCAQMD for Ontario International Airport (KONT) (see Figure 3-3). Upper air data was obtained from Marine Corps Air Station Miramar (KNKX), since this is the upper air profile provided by the SCAQMD with the KONT surface data.
These data sets contained five complete years of meteorological data from January 2012 to December 2016. The meteorological data was processed using AERMET version 16216 with the adjusted U* option. 886
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Figure 4-1 Modeled Emission Sources
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4.2.3 Terrain Inputs
The SR 60 overpass with Euclid Avenue is one of the closest portions of SR 60 to Project site. As identified in the U.S. EPA’s AERMOD Implementation Guide:
“For cases in which receptor elevations are lower than the base elevation of the source (i.e., receptors that are down-slope of the source), AERMOD will predict concentrations that are less than what would be estimated from an otherwise identical flat terrain situation… To avoid underestimating concentrations in such situations, it may be reasonable in cases of terrainfollowing plumes in sloping terrain to apply the non-DFAULT (sic) option to assume flat, level terrain” (U.S. EPA 2022a; pg. 12).
Consistent with this guidance from the U.S. EPA, the non-regulatory “Flat” terrain option was selected, meaning that AERMOD does not account for terrain in the dispersion modeling.
4.2.4 Modeled Receptors
Several cartesian receptor grids were generated in proximity of the Project site to evaluate the dispersion characteristics of the modeled emissions sources and estimate pollutant concentrations for the future receptors that would be located at the Project site. The receptor grids were then converted to discrete cartesian receptors. Receptors were modeled at ground level. In general, the receptor grids moved from fine resolution to coarse resolution data (i.e., UCART1 had the finest resolution, while UCART3 had the coarsest resolution). The details of the receptor grids generated for the Project are presented in Table 4-2.
Table 4-2. Project Receptor Grid Details
Grid ID Description
UTM Coordinates(A) Grid
Dimensions
Spacing
(m)
Receptor Height
X Y (m)
UCART1 Project Site (Fine) 439769.00 3765400.00 47 x 37 5 0 UCART2 Project Site (Coarse) 439769.00 3765400.00 9 x 7 30 0 UCART3 Project Vicinity 439769.00 3765400.00 11 x 11 100 0 Source: SCAQMD 2020.
(A) UTM coordinates represent the center coordinate of the grid.
Receptors associated with UCART1 in the roadways and non-occupiable portions of the project site were removed, so the fine resolution receptor spacing was tailored to where receptors could be located at the Project site (i.e., in landscaped areas, residential units, recreational areas, and at the dog park). In total, 1,115 discrete cartesian receptors were modeled.
4.3 HEALTH RISK ASSESSMENT METHODOLOGY
Cancer and non-cancer health risks to sensitive receptors at the Project site were estimated using the U.S. EPA’s AERMOD dispersion model and recommendations contained in the SCAQMD’s Health Risk Assessment Guidance for Analyzing Cancer Risks from Mobile Source Diesel Emissions white paper and Supplemental Guidelines for Preparing Risk Assessments for the Air Toxics Hot Spots Information and Assessment Act, as well as the California Office of Environmental Health Hazard Assessment (OEHHA) Air Toxics Hot Spots Program Guidance Manual (SCAQMD 2003 and 2020; OEHHA 2015) for mobile sources (i.e., MSAT emissions).
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4.3.1 Mobile Source Health Risk Assessment Methodology
Cancer Risk
Cancer risk is the calculated, pollutant-specific estimated probability of developing cancer based upon the dose and exposure to a TAC. Cancer risk is determined by calculating the combinatory effects of the cancer potency factor (CPF) when inhaling the toxic, the daily inhalation dose, the age group the receptor is cohort to, the duration of exposure over a lifetime (70 years), and other factors such as age sensitivity and the amount of time spent at the location of exposure. Risks were assessed for the inhalation pathway (i.e., breathing) for residential receptors at the Project site. Cancer risk calculations for residential receptors are summarized in Equation 3 and Equation 4 below.
Equation 3: Residential Cancer Risk
𝑅𝐼𝑆𝐾𝐼𝑁𝐻.𝑅𝐸𝑆 = 𝐷𝑂𝑆𝐸𝐴𝐼𝑅.𝑅𝐸𝑆 × 𝐶𝑃𝐹 × 𝐴𝑆𝐹 ×
𝐸𝐷
𝐴𝑇
× 𝐹𝐴𝐻
Where:
DOSEAIR = Daily Inhalation Dose (mg/kg-day). See Equation 4.
CPF = Cancer Potency Factor for Inhalants (mg/kg-day). CPF is expressed as the 95th percent upper confidence limit of the slope of the dose response curve under continuous lifetime exposure conditions. See Table 4-3 for MSAT CPFs.
ASF = Age Sensitivity Factor. ASF is a protective coefficient intended to take into account increased susceptibility to long-term health effects from early-life exposure to TACs.
The recommended ASFs are 10 for the third-trimester to birth and two-year age bins, 3 for the two-year to nine-year and 16-year age bins, and 1 for receptors over 16 years of age.
ED = Exposure Duration (years). Exposure duration characterizes the length of residency (30 Years)
FAH = Fraction at Home. FAH is the percentage of time the receptor is physically at the receptor location. The recommended percentages are 85 percent for the third-trimester to birth and two-year age bins, 72 percent for the two-year to nine-year and 16-year age bins, and 73 for receptors over 16 years of age.
Equation 4: Residential Dose
𝐷𝑂𝑆𝐸𝐴𝐼𝑅.𝑅𝐸𝑆 = 𝐶𝐴𝐼𝑟 ×
𝐵𝑅
𝐵𝑊
× 𝐴 × 𝐸𝐹 × 10−6
Where:
CAIR = Concentration of TAC in air (µg/m3). Concentration of toxic in micrograms per one cubic meter of air. The AERMOD program is used in the study to determine concentrations of MSATs at surrounding discrete and grid receptor points.
BR/BW = Breathing Rate ÷ Body Weight (L/kg/day). Daily breathing rate normalized to body weight. The 95th percentile breathing rate to body weight ratios are used in this study with a recommended 361 L/kg/day for the third-trimester to birth age bin and 1,090 L/kg/day for the birth to two-years age bin. The 80th percentile breathing rate to body weight ratios are used in this study with a recommended 572 for the two-years to 16- 889
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years age bin, 261 L/kg/day for the 16-years to 30-years age bin, and 233 L/kg/day for the 16-years to 70-years age bin.
A = Inhalation Absorption Factor. Is a coefficient that reflects the fraction of chemical absorbed in studies used in the development of CPF and Reference Exposure Levels (RELs). An absorption factor of one is recommended for all chemicals.
EF = Exposure Frequency. EF is the ratio of days in a year that a receptor is receiving the dose. The recommended EF is 0.96 characterizing an assumed 350 days a year that a residential receptor is home for some portion of the day.
Non-Cancer Risk
The chronic non-cancer hazard quotient is the calculated pollutant-specific indicator for risk of developing an adverse health effect on specific organ system(s) targeted by the identified TAC. The potential for exposure to result in chronic non-cancer effects is evaluated by comparing the estimated annual average air concentration to the chemical-specific, non-cancer chronic RELs. The same is true for evaluating acute non-cancer effects. The REL is a concentration below which there is assumed to be no observable adverse health impact to a target organ system. When calculated for a single chemical, the comparison yields a ratio termed a hazard quotient. To evaluate the potential for adverse non-cancer health effects from simultaneous exposure to multiple chemicals, the hazard quotients for all chemicals are summed, yielding a hazard index. For a chronic non-cancer hazard index, the annual average pollutant concentration is divided by chronic hazard quotient. For an acute hazard index, the one-hour maximum concentration is divided by the acute hazard quotient. Table 4-3 presents the chronic and acute non-cancer RELs applicable to MSAT emissions in the vicinity of the Project site.
Table 4-3. MSAT Cancer Potency Factors and Reference Exposure Levels Pollutant CPF Chronic REL Acute REL
1,3-Butadiene 6.00E-01 2.00E+00 6.60E+02
Acetaldehyde 1.00E-02 1.40E+02 4.70E+02
Acrolein -- 3.50E-01 2.50E+00
Benzene 1.00E-01 3.00E+00 2.70E+01
Diesel PM 1.10E+00 5.00E+00 --
Ethylbenzene 8.70E-03 2.00E+03 0.00E+00
Formaldehyde 2.10E-02 9.00E+00 5.50E+01
Naphthalene 1.20E-01 9.00E+00 0.00E+00
POM 7.95E-01(A) -- --
Source: BAAQMD 2021
(A) The CPF for POM was estimated based on the assumption that POM has a carcinogenic potency equal to 5% of that for pure benzo[a]pyrene (B[a]P), which has an inhalation cancer slope factor of 3.9 and an oral cancer slope factor of 12. Combined these factors yield a CPF of 15.9 before being multiplied through by the 5%.
Weighted Cancer and Non-cancer Risk Factors
As described in Section 4.2, pollutant concentrations were evaluated for three sets of emissions:
running (exhaust) TOG, running loss (evaporative) TOG, and DPM. With the exception of DPM, emissions of MSATs were not directly modeled; rather, TOG was used as a proxy for assessing how MSAT pollutants 890
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would disperse. The CT-EMFAC2017 provides a breakdown of emissions factors for each MSAT, along with TOG. These breakdowns were used to develop ratios between MSAT concentrations and those modeled through the TOG emission factor inputs for AERMOD. The emissions factors from the 5 mile per hour bin was utilized for the running exhaust emissions factors, because it provided the greatest ratio of MSATs to TOG. Equation 5 and Equation 6 present the manner in which MSAT CPFs and RELs were weighted per emission TOG.
Equation 5: Weighted Cancer Risk Potency Factor
𝐶𝑃𝐹𝑊 = ∑𝑀𝑆𝐴𝑇𝑅 × 𝐶𝑃𝐹𝑀𝑆𝐴𝑇
Where:
CPFW = Weighted Cancer Potency Factor (mg/kg-day)
MSATR = Ratio of MSAT to TOG (unitless).
CPFMSAT = Cancer Potency Factor for MSAT Inhalant (mg/kg-day). See Table 4-3.
Equation 6: Weighted Reference Exposure Level
𝑅𝐸𝐿𝑊 =
1 ∑ 𝑀𝑆𝐴𝑇𝑅 × 𝑅𝐸𝐿𝑀𝑆𝐴𝑇
Where:
RELW = Weighted Reference Exposure Level (unitless)
MSATR = Ratio of MSAT to TOG (unitless).
RELMSAT = REL for MSAT Inhalant. See Table 4-3.
Table 4-4 and Table 4-5 present the ratio of MSAT to TOG for running (exhaust) and running loss (evaporative) emissions, respectively, as well as the weighted CPF and REL values used for the health risk assessment.
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Table 4-4. Weighted CPFs and RELs for TOG Running (Exhaust) Emissions Pollutant Emissions
Factor(A)
Ratio to
TOG CPF Chronic REL
Acute
REL
Weighted Toxicity Factor
CPF Chronic
REL Acute REL
TOG 0.187712 -- -- -- -- -- -- --
1,3-Butadiene 0.000764 0.004070 6.00E-01 2.00E+00 6.60E+02 2.44E-03 2.04E-03 6.17E-06 Acetaldehyde 0.002473 0.013174 1.00E-02 1.40E+02 4.70E+02 1.32E-04 9.41E-05 2.80E-05 Acrolein 0.000165 0.000879 0.00E+00 3.50E-01 2.50E+00 0.00E+00 2.51E-03 3.52E-04 Benzene 0.003663 0.019514 1.00E-01 3.00E+00 2.70E+01 1.95E-03 6.50E-03 7.23E-04 Ethylbenzene 0.001444 0.007693 8.70E-03 2.00E+03 0.00E+00 6.69E-05 3.85E-06 0.00E+00 Formaldehyde 0.006140 0.032710 2.10E-02 9.00E+00 5.50E+01 6.87E-04 3.63E-03 5.95E-04 Naphthalene 0.000127 0.000677 1.20E-01 9.00E+00 0.00E+00 8.12E-05 7.52E-05 0.00E+00 POM 0.000159 0.000847 7.95E-01 -- -- 6.73E-04 -- --
Total 6.03E-03 6.73E+01(B) 5.87E+02(B)
Source: CT-EMFAC2017; see Appendix C.
(A) Emissions in grams / veh-mi for 5 mile per hour speed bin. (B) Value reflects the inverse of the above REL’s summed.
Table 4-5. Weighted CPFs and RELs for TOG Running Loss (Evaporative) Emissions Pollutant Emissions
Factor(A)
Ratio to
TOG CPF Chronic REL
Acute
REL
Weighted Toxicity Factor
CPF Chronic
REL Acute REL
TOG 1.275299 -- -- -- -- -- -- --
1,3-Butadiene 0 0.0% 6.00E-01 2.00E+00 6.60E+02 0.00E+00 0.00E+00 0.00E+00 Benzene 0.012753 1.0% 1.00E-01 3.00E+00 2.70E+01 1.00E-03 3.33E-03 3.70E-04 Ethylbenzene 0.020915 1.6% 8.70E-03 2.00E+03 0.00E+00 1.43E-04 8.20E-06 0.00E+00 Naphthalene 0.001785 0.1% 1.20E-01 9.00E+00 0.00E+00 1.68E-04 1.56E-04 0.00E+00 Total 1.31E-03 2.86E+02(B) 2.70E+03(B)
Source: CT-EMFAC2017; see Appendix C.
(A) Emissions in grams / veh-hour.
(B) Value reflects the inverse of the above REL’s summed. 892
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5 HEALTH RISK ASSESSMENT RESULTS
This chapter presents the results of the health risk assessment and compares risks against thresholds to determine their significance.
5.1 THRESHOLDS OF SIGNIFICANCE
The SCAQMD maintains significance thresholds for cancer and non-cancer health risks. These thresholds are presented below in Table 5-1.
Table 5-1. SCAQMD Health Risk Thresholds
Risk Category Threshold
Cancer Risk Increased cancer risk of >10.0 in a million Non-Cancer Risk Increased non-cancer risk of > 1.0 Hazard Index (Chronic or Acute)
Source: SCAQMD 2021
5.2 ESTIMATED HEALTH RISKS
Using the average DPM and TOG concentrations derived from AERMOD, the individual residential cancer and non-cancer risks were computed using the methodology described in Section 4.3.1. Table 5-2 presents the cancer and non-cancer risk estimates from each source, as well as the cumulative risk from the sources combined at the Maximally Exposed Individuals (MEIs). MEIs have been evaluated Phase 1 only.
11 Whereas only the residential complexes are considered for cancer risk and chronic non-cancer risk, because receptors could be there for the 30-year duration assessed in the risk assessment, acute noncancer risks are also considered for receptors at the dog park, because receptors at that location could be there for 1-hour or more (i.e., the temporal interval over which acute risks are assessed).
Figure 5-1 and Figure 5-2 present contours of total TOG exhaust and total TOG evaporative concentrations, respectively, while Figure 5-3 identifies DPM concentrations. The location of the Phase 1 MEI for cancer risk and chronic hazard risk would be located at the northeastern corner of the building with retail space on the bottom floor, in the northeastern portion of the PUD. The MEI for acute risk would the located in the northwestern portion of the Phase 1 dog park.
The proposed Project would be subject to the California Title 24 Building Code, including Section 120.1(b)(1)(C), which per the 2019 Title 24 Building Code, requires high-density residential buildings to be constructed with HVAC system air filters that meet a designated efficiency equal to Minimum Efficiency Rating Value (MERV) 13 standards. As reported by the U.S. EPA, MERV 13 filters are capable of removing 11 As shown further on in the analysis, pollutant concentrations and corresponding risks would be greatest in the northern portion of the PUD. If risks for Phase 1 are acceptable, so too would risks for Phase 2. This is because emissions from SR 60 (and the on- and off-ramps) are anticipated to decrease in the future as more cars and trucks transition cleaner fuel sources (e.g., electric vehicles).
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90 percent of particles between 3 and 10 μm (U.S. EPA 2022b). 12 As shown in Table 5-2, the cancer risk
from SR 60 would be approximately 5.6 excess cancers per million after accounting for the MERV-13 filtration system. Cumulative cancer risks from SR 60 and vehicles on the on- and off-ramps would be 7.0 excess cancers per million, which is below the SCAQMD threshold of 10.0 excess cancers per million.
Cumulative non-cancer risks (chronic and acute) would also be below the SCAQMD thresholds.
Table 5-2. Risks at MEI from Single and Cumulative Sources Source
Maximum
Cancer Risk
(per million)
Maximum
Chronic Hazard
Index
Maximum
Acute Hazard
Index
State Route 60 Freeway 5.6 0.01 0.01
State Route 60 On- and Off-ramps 1.4 <0.01 <0.01
Combined Risks 7.0(A) 0.02 0.02
SCAQMD Threshold 10.0 1.0 1.0
Threshold Exceeded? No No No
Source: SCAQMD 2021
(A) Approximately 71% of the 7.0 excess cancer risk would be from DPM. 12 High-efficiency particulate filters (MERV-13 to HEPA) cannot completely remove TOG from the air, because the particles that contribute to TOG emissions are smaller than the particulate matter sizes that the MERV filters are designed to capture.
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Figure 5-1 Total Annual Average TOG Exhaust Concentrations (µg/m3) 896
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Figure 5-2 Total Annual Average TOG Evaporative Concentrations (µg/m3) 897
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Figure 5-3 Total Annual Average DPM Exhaust Concentrations (µg/m3) 898
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6 REPORT PREPARERS AND REFERENCES
This Health Risk Assessment Report was prepared by MIG under contract to Legacy Partners.
This Report reflects the independent, objective, professional opinion of MIG.
MIG
1650 Spruce Street
Suite 106
Riverside, CA 92507
Chris Dugan, Director of Air Quality and Greenhouse Gas Services Phil Gleason, Senior Analyst II
Legacy Partners
5141 California Avenue
Suite 100
Irvine, CA 92617
David Pinto, Vice President of Development
City of Ontario, Planning Dept
303 East B Street
Ontario, CA 91764
Rudy Zeledon, Planning Director
Alexis Vaughn, Associate Planner
6.1 REFERENCES
Bay Area Air Quality Management District (BAAQMD). 2021. Regulation 2, Rule 5: New Source Review of Toxic Air Contaminants. Updated December 15, 2021. Accessed October 6, 2022. https://www.baaqmd.gov/~/media/dotgov/files/rules/reg-2-permits/2021- amendments/documents/20211215_rg0205-pdf.pdf?la=en
California Department of Transportation (Caltrans). 2022a. Traffic Census Program. Accessed June 30, 2022. Available online: https://dot.ca.gov/programs/traffic-operations/census ______2020b. Performance Measurement System (PeMS) Data Source. Accessed July 11, 2022.
Available online: https://dot.ca.gov/programs/traffic-operations/mpr/pems-source Legacy Partners. 2022. Euclid and Walnut Site Plan. October 2022.
Office of Environmental Health Hazard Assessment (OEHHA) 2015. Air Toxics Hot Spots Program Guidance Manual. Sacramento, CA. February 2015.
South Coast Air Quality Management District (SCAQMD). 2003. Health Risk Assessment Guidance for Analyzing Cancer Risks from Mobile Source Diesel Emissions white paper. August 2003. ______2017. Meteorological Data for Dispersion Modeling. AERMOD Table 1. Accessed October 4, 2022. https://www.aqmd.gov/home/air-quality/meteorological-data/aermod-table-1 ______2020. AB 2588 and Rule 1402 Supplemental Guidelines (Supplemental Guidelines for Preparing Risk Assessments for the Air Toxics “Hot Spots” Information and Assessment Act). October 2020. ______2021. South Coast AQMD Air Quality Significance Thresholds. April 2019. http://www.aqmd.gov/docs/default-source/ceqa/handbook/scaqmd-air-quality-significancethresholds.pdf 900
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United States Environmental Protection Agency (U.S. EPA). 2010. Transportation Conformity Guidance for Quantitative Hot-spot analyses in PM2.5 and PM10 nonattainment and maintenance areas. EPA420-B-10-040. December 2010. _______2022a. AERMOD Implementation Guide. June 2022.
https://gaftp.epa.gov/Air/aqmg/SCRAM/models/preferred/aermod/aermod_implementation_guide.p df
_______2022b. Indoor Air Quality (IAQ). “What is a MERV rating?” Web. Updated July 1, 2022. Accessed August 8, 2022. Available online: https://www.epa.gov/indoor-air-quality-iaq/what-merv-rating Western Regional Climate Center (WRCC). 1980 “Period of Record Monthly Climate Summary”. Upland 3 N, California, California (049158). Accessed September 28, 2022. https://wrcc.dri.edu/cgibin/cliMAIN.pl?ca9158 901
Appendix A
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Appendix A
Traffic Volumes and Mobile Source Emissions Quantification for AERMOD
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Appendix A: Traffic Volumes and Mobile Source Emissions Quantification for AERMOD Prepared by: MIG, Inc.
October 2022
Contents:
Sheet 1: AERMOD Source Lengths and Release Height Parameters Sheet 2: AERMOD Source Emissions Rates
Sheet 3: SR 60 TOG Emissions
Sheet 4: SR 60 On- and Off-ramp TOG Emissions
Sheet 5: SR 60 DPM Emissions
Sheet 6: SR 60 On- and Off-ramp DPM Emissions
Sheet 7: CT-EMFAC2017 Emission Factors
Sheet 8: Caltrans All Vehicle AADT Data
Sheet 9: Caltrans Truck AADT Data
Sheet 10: Caltrans All Vehicle on- and Off-ramp AADT Data 904
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Appendix A
Sheet 1: AERMOD Source Lengths and Release Height Parameters Table 1-1: AERMOD Source Parameters
Source Description Length (m) Width (m) TOG Height TOG Int Vert Dim
DPM Height DPM Int Vert
Dim
ARLN01 SR 60 WB TOG Exh 1779.1 18.29 1.3 1.2 -- --
ARLN02 SR 60 EB TOG Exh 1778.6 18.29 1.3 1.2 -- --
ARLN03 SR 60 WB On-ramp TOG Exh 475.1 3.96 1.3 1.2 -- -- ARLN04 SR 60 EB Off-Ramp TOG Exh 436.3 7.62 1.3 1.2 -- -- ARLN05 SR 60 EB On-ramp TOG Exh 508.2 3.96 1.3 1.2 -- -- ARLN06 SR 60 WB Off-Ramp TOG Exh 455 11.58 1.3 1.2 -- -- ARLN07 SR 60 WB TOG Exh 1779.1 18.29 1.3 1.2 -- --
ARLN08 SR 60 EB TOG Evap 1778.6 18.29 1.3 1.2 -- --
ARLN09 SR 60 WB On-ramp TOG Evap 475.1 3.96 1.3 1.2 -- -- ARLN10 SR 60 EB Off-Ramp TOG Evap 436.3 7.62 1.3 1.2 -- -- ARLN11 SR 60 EB On-ramp TOG Evap 508.2 3.96 1.3 1.2 -- -- ARLN12 SR 60 WB Off-Ramp TOG Evap 455 11.58 1.3 1.2 -- -- ARLN13 SR 60 WB DPM Exh -- -- -- -- 3.4 3.2
ARLN14 SR 60 EB DPM Exh -- -- -- -- 3.4 3.2
ARLN15 SR 60 WB On-ramp DPM Exh -- -- -- -- 3.4 3.2
ARLN16 SR 60 EB Off-Ramp DPM Exh -- -- -- -- 3.4 3.2
ARLN17 SR 60 EB On-ramp DPM Exh -- -- -- -- 3.4 3.2
ARLN18 SR 60 WB Off-Ramp DPM Exh -- -- -- -- 3.4 3.2
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Appendix A
Sheet 2: AERMOD Source Emissions Rates
Table 2-1: TOG Exhaust Emission Rates for AERMOD
12:00 AM 1:00 AM 2:00 AM 3:00 AM 4:00 AM 5:00 AM 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 SR 60 WB 1.44E-02 1.99E-02 2.03E-02 3.12E-02 6.47E-02 7.49E-02 8.43E-02 9.15E-02 9.01E-02 8.89E-02 9.00E-02 9.23E-02 9.43E-02 9.64E-02 9.98E-02 1.02E-01 1.03E-01 1.00E-01 8.86E-02 7.29E-02 6.26E-02 5.93E-02 4.91E-02 3.61E-02 SR 60 EB 1.72E-02 1.24E-02 1.08E-02 1.26E-02 2.03E-02 3.40E-02 4.31E-02 4.57E-02 4.39E-02 4.14E-02 4.20E-02 4.39E-02 4.63E-02 4.83E-02 5.01E-02 4.91E-02 5.08E-02 5.06E-02 4.72E-02 4.59E-02 4.17E-02 4.08E-02 3.34E-02 2.48E-02 SR 60 WB On-ramp 2.51E-03 1.97E-03 2.01E-03 3.09E-03 6.42E-03 7.58E-03 8.54E-03 9.11E-03 8.96E-03 8.84E-03 8.96E-03 9.18E-03 9.38E-03 9.59E-03 9.93E-03 1.01E-02 1.02E-02 1.01E-02 8.97E-03 7.24E-03 6.34E-03 5.89E-03 4.87E-03 3.58E-03 SR 60 EB Off-Ramp 2.61E-03 1.88E-03 1.65E-03 1.92E-03 3.09E-03 5.18E-03 7.27E-03 8.11E-03 7.80E-03 7.34E-03 7.45E-03 7.79E-03 8.22E-03 8.57E-03 8.85E-03 8.68E-03 8.52E-03 8.49E-03 8.37E-03 7.75E-03 7.03E-03 6.21E-03 5.08E-03 3.78E-03 SR 60 EB On-ramp 4.01E-03 2.88E-03 2.53E-03 2.94E-03 4.74E-03 7.94E-03 1.11E-02 1.24E-02 1.20E-02 1.13E-02 1.14E-02 1.19E-02 1.26E-02 1.31E-02 1.36E-02 1.33E-02 1.31E-02 1.30E-02 1.28E-02 1.19E-02 1.08E-02 9.51E-03 7.79E-03 5.80E-03 SR 60 WB Off-Ramp 4.02E-04 3.16E-04 3.22E-04 4.95E-04 1.03E-03 1.21E-03 1.37E-03 1.46E-03 1.44E-03 1.42E-03 1.43E-03 1.47E-03 1.50E-03 1.54E-03 1.59E-03 1.62E-03 1.64E-03 1.62E-03 1.44E-03 1.16E-03 1.02E-03 9.42E-04 7.81E-04 5.74E-04 Table 2-2: TOG Evaporative Emission Rates for AERMOD
12:00 AM 1:00 AM 2:00 AM 3:00 AM 4:00 AM 5:00 AM 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 SR 60 WB 1.09E-02 8.55E-03 8.71E-03 1.34E-02 2.78E-02 3.56E-02 4.01E-02 4.67E-02 4.59E-02 4.53E-02 4.59E-02 4.70E-02 4.81E-02 4.91E-02 5.09E-02 5.19E-02 5.24E-02 4.76E-02 4.21E-02 3.14E-02 2.98E-02 2.55E-02 2.11E-02 1.55E-02 SR 60 EB 1.30E-02 9.32E-03 8.17E-03 9.51E-03 1.53E-02 2.57E-02 3.90E-02 4.75E-02 4.56E-02 4.30E-02 4.36E-02 4.56E-02 4.81E-02 5.02E-02 5.70E-02 5.59E-02 6.10E-02 6.08E-02 4.90E-02 4.16E-02 3.77E-02 3.07E-02 2.52E-02 1.87E-02 SR 60 WB On-ramp 3.41E-03 2.68E-03 2.73E-03 4.20E-03 8.72E-03 1.03E-02 1.16E-02 1.24E-02 1.22E-02 1.20E-02 1.22E-02 1.25E-02 1.27E-02 1.30E-02 1.35E-02 1.38E-02 1.39E-02 1.38E-02 1.22E-02 9.83E-03 8.61E-03 8.00E-03 6.62E-03 4.87E-03 SR 60 EB Off-Ramp 3.95E-04 2.84E-04 2.49E-04 2.90E-04 4.66E-04 7.82E-04 1.10E-03 1.22E-03 1.18E-03 1.11E-03 1.12E-03 1.18E-03 1.24E-03 1.29E-03 1.34E-03 1.31E-03 1.29E-03 1.28E-03 1.26E-03 1.17E-03 1.06E-03 9.37E-04 7.67E-04 5.71E-04 SR 60 EB On-ramp 5.45E-03 3.92E-03 3.43E-03 4.00E-03 6.44E-03 1.08E-02 1.51E-02 1.69E-02 1.62E-02 1.53E-02 1.55E-02 1.62E-02 1.71E-02 1.78E-02 1.84E-02 1.81E-02 1.77E-02 1.77E-02 1.74E-02 1.61E-02 1.46E-02 1.29E-02 1.06E-02 7.88E-03 SR 60 WB Off-Ramp 4.82E-04 3.79E-04 3.86E-04 5.94E-04 1.23E-03 1.46E-03 1.64E-03 1.75E-03 1.72E-03 1.70E-03 1.72E-03 1.76E-03 1.80E-03 1.84E-03 1.91E-03 1.94E-03 1.96E-03 1.95E-03 1.72E-03 1.39E-03 1.22E-03 1.13E-03 9.37E-04 6.89E-04 Table 2-3: DPM Emission Rates for AERMOD
12:00 AM 1:00 AM 2:00 AM 3:00 AM 4:00 AM 5:00 AM 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 SR 60 WB 9.57E-04 6.59E-04 5.79E-04 1.03E-03 2.94E-03 4.68E-03 5.27E-03 6.01E-03 6.49E-03 6.66E-03 6.88E-03 7.25E-03 7.07E-03 6.83E-03 6.62E-03 6.43E-03 6.19E-03 6.05E-03 4.94E-03 3.85E-03 3.48E-03 3.02E-03 2.24E-03 1.43E-03 SR 60 EB 2.74E-03 2.71E-03 2.64E-03 2.72E-03 3.39E-03 4.30E-03 5.41E-03 5.02E-03 5.91E-03 7.06E-03 7.47E-03 7.31E-03 6.90E-03 6.30E-03 4.30E-03 3.33E-03 2.60E-03 2.35E-03 3.29E-03 4.02E-03 4.26E-03 3.98E-03 3.80E-03 3.14E-03 SR 60 WB On-ramp 8.17E-05 5.63E-05 4.94E-05 8.80E-05 2.51E-04 8.80E-05 4.50E-04 5.13E-04 5.54E-04 5.68E-04 5.87E-04 6.18E-04 6.03E-04 5.82E-04 5.65E-04 5.48E-04 5.28E-04 5.16E-04 4.21E-04 3.29E-04 2.97E-04 2.58E-04 1.91E-04 1.22E-04 SR 60 EB Off-Ramp 4.51E-05 4.46E-05 4.33E-05 4.47E-05 5.58E-05 7.08E-05 8.90E-05 8.25E-05 9.71E-05 1.16E-04 1.23E-04 1.20E-04 1.13E-04 1.04E-04 8.15E-05 6.30E-05 5.48E-05 4.97E-05 5.41E-05 6.62E-05 7.01E-05 6.55E-05 6.25E-05 5.16E-05 SR 60 EB On-ramp 3.14E-04 3.10E-04 3.01E-04 3.11E-04 3.88E-04 1.08E-04 6.19E-04 5.74E-04 6.76E-04 8.08E-04 8.55E-04 8.36E-04 7.89E-04 7.20E-04 5.67E-04 4.38E-04 3.81E-04 3.45E-04 3.76E-04 4.60E-04 4.88E-04 4.56E-04 4.35E-04 3.59E-04 SR 60 WB Off-Ramp 2.29E-05 1.58E-05 1.39E-05 2.47E-05 7.04E-05 1.12E-04 1.26E-04 1.44E-04 1.55E-04 1.59E-04 1.65E-04 1.73E-04 1.69E-04 1.63E-04 1.58E-04 1.54E-04 1.48E-04 1.45E-04 1.18E-04 9.23E-05 8.34E-05 7.23E-05 5.35E-05 3.42E-05 TOG Running (Exhaust) Emissions (g/s)
Segment
Segment
DPM Running (Exhaust) Emissions (g/s)
Segment
Running Loss (Evap) Emissions (g/s)
MIG, Inc. October 2022 907
Euclid/Walnut Mixed Use Planned Unit Development Project Health Risk Assessment Report
Appendix A
Sheet 3: SR 60 TOG Emissions
Table 3-1: SR 60 AADT Information
All Veh AADT 2019 2025
SR 60 235,000 249,457
Assumes 1% Traffic Growth per year
Table 3-2: SR 60 Hourly Vehicle Volumes and Speed (TOG) 12:00 AM 1:00 AM 2:00 AM 3:00 AM 4:00 AM 5:00 AM 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 SR 60 (WB) 1.45% 1.14% 1.16% 1.78% 3.70% 4.37% 4.92% 5.25% 5.17% 5.10% 5.17% 5.29% 5.41% 5.53% 5.73% 5.84% 5.89% 5.84% 5.17% 4.17% 3.66% 3.39% 2.81% 2.07% SR 60 (EB) 1.72% 1.24% 1.09% 1.27% 2.04% 3.42% 4.79% 5.35% 5.14% 4.84% 4.91% 5.14% 5.42% 5.65% 5.84% 5.73% 5.62% 5.60% 5.52% 5.11% 4.63% 4.09% 3.35% 2.49% Veh-Hr (WB) 1,805 1,418 1,445 2,224 4,614 5,454 6,139 6,551 6,445 6,360 6,442 6,603 6,746 6,895 7,145 7,278 7,352 7,284 6,449 5,205 4,559 4,233 3,506 2,577 Veh-Hr (EB) 2,151 1,547 1,356 1,579 2,541 4,262 5,980 6,670 6,413 6,037 6,125 6,406 6,764 7,048 7,283 7,141 7,006 6,983 6,887 6,372 5,780 5,105 4,182 3,111 WB Speed 65 65 65 65 65 60 60 55 55 55 55 55 55 55 55 55 55 60 60 65 60 65 65 65 EB Speed 65 65 65 65 65 65 60 55 55 55 55 55 55 55 50 50 45 45 55 60 60 65 65 65 Table 3-3: SR 60 Segment Distances
Distance (Mi) WB SR 60 EB SR 60
Segment distance 1.11 1.11
Table 3-4: SR 60 TOG Running (Exhaust) Emissions per Hour 12:00 AM 1:00 AM 2:00 AM 3:00 AM 4:00 AM 5:00 AM 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 SR 60 WB 5.19E+01 4.08E+01 4.16E+01 6.39E+01 1.33E+02 1.42E+02 1.59E+02 1.62E+02 1.59E+02 1.57E+02 1.59E+02 1.63E+02 1.66E+02 1.70E+02 1.76E+02 1.80E+02 1.81E+02 1.89E+02 1.67E+02 1.50E+02 1.18E+02 1.22E+02 1.01E+02 7.41E+01 SR 60 EB 6.18E+01 4.45E+01 3.90E+01 4.54E+01 7.31E+01 1.23E+02 1.55E+02 1.65E+02 1.58E+02 1.49E+02 1.51E+02 1.58E+02 1.67E+02 1.74E+02 1.80E+02 1.77E+02 1.83E+02 1.82E+02 1.70E+02 1.65E+02 1.50E+02 1.47E+02 1.20E+02 8.94E+01 Table 3-5: SR 60 TOG Running Loss (Evap) Emissions per Hour 12:00 AM 1:00 AM 2:00 AM 3:00 AM 4:00 AM 5:00 AM 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 SR 60 WB 3.91E+01 3.07E+01 3.13E+01 4.82E+01 1.00E+02 1.28E+02 1.44E+02 1.68E+02 1.65E+02 1.63E+02 1.65E+02 1.69E+02 1.73E+02 1.77E+02 1.83E+02 1.87E+02 1.88E+02 1.71E+02 1.52E+02 1.13E+02 1.07E+02 9.18E+01 7.60E+01 5.59E+01 SR 60 EB 4.66E+01 3.36E+01 2.94E+01 3.42E+01 5.51E+01 9.24E+01 1.40E+02 1.71E+02 1.64E+02 1.55E+02 1.57E+02 1.64E+02 1.73E+02 1.81E+02 2.05E+02 2.01E+02 2.19E+02 2.19E+02 1.76E+02 1.50E+02 1.36E+02 1.11E+02 9.07E+01 6.75E+01 Table 3-6: SR 60 TOG Running (Exhaust) Emissions per Second 12:00 AM 1:00 AM 2:00 AM 3:00 AM 4:00 AM 5:00 AM 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 SR 60 WB 1.44E-02 1.99E-02 2.03E-02 3.12E-02 6.47E-02 7.49E-02 8.43E-02 9.15E-02 9.01E-02 8.89E-02 9.00E-02 9.23E-02 9.43E-02 9.64E-02 9.98E-02 1.02E-01 1.03E-01 1.00E-01 8.86E-02 7.29E-02 6.26E-02 5.93E-02 4.91E-02 3.61E-02 SR 60 EB 1.72E-02 1.24E-02 1.08E-02 1.26E-02 2.03E-02 3.40E-02 4.31E-02 4.57E-02 4.39E-02 4.14E-02 4.20E-02 4.39E-02 4.63E-02 4.83E-02 5.01E-02 4.91E-02 5.08E-02 5.06E-02 4.72E-02 4.59E-02 4.17E-02 4.08E-02 3.34E-02 2.48E-02 Table 3-6: SR 60 TOG Running Loss (Evap) Emissions per Second 12:00 AM 1:00 AM 2:00 AM 3:00 AM 4:00 AM 5:00 AM 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 SR 60 WB 1.09E-02 8.55E-03 8.71E-03 1.34E-02 2.78E-02 3.56E-02 4.01E-02 4.67E-02 4.59E-02 4.53E-02 4.59E-02 4.70E-02 4.81E-02 4.91E-02 5.09E-02 5.19E-02 5.24E-02 4.76E-02 4.21E-02 3.14E-02 2.98E-02 2.55E-02 2.11E-02 1.55E-02 SR 60 EB 1.30E-02 9.32E-03 8.17E-03 9.51E-03 1.53E-02 2.57E-02 3.90E-02 4.75E-02 4.56E-02 4.30E-02 4.36E-02 4.56E-02 4.81E-02 5.02E-02 5.70E-02 5.59E-02 6.10E-02 6.08E-02 4.90E-02 4.16E-02 3.77E-02 3.07E-02 2.52E-02 1.87E-02 Roadway Segment
Roadway Segement
Roadway Segement
Roadway Segement
Roadway Segement
TOG Running Loss (Evap) Emissions (g) by Hour of Day
TOG Running (Exhaust) Emissions (g) by Hour of Day
Vehicle Volumes and Speed by Hour
Running (Exhaust) Emissions (g/s)
Running Loss (Evap) Emissions (g/s)
MIG, Inc. October 2022 908
Euclid/Walnut Mixed Use Planned Unit Development Project Health Risk Assessment Report
Appendix A
Sheet 4: SR 60 On- and Off-ramp TOG Emissions
Table 4-1: SR 60 On- and Off-Ramp AADT Information for Euclid Avenue SR 60 WB On-ramp (Euclid)
SR 60 EB Off-Ramp (Euclid)
SR 60 EB On-ramp (Euclid)
SR 60 WB Off-Ramp (Euclid)
Assumes 1% Traffic Growth per year
Table 4-2: SR 60 East- and Westbound On- and Off-Ramps at Eucalid - Hourly Vehicle Volumes and Speed (Cars) 12:00 AM 1:00 AM 2:00 AM 3:00 AM 4:00 AM 5:00 AM 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 Car Breakdown (WB) 1.45% 1.14% 1.16% 1.78% 3.70% 4.37% 4.92% 5.25% 5.17% 5.10% 5.17% 5.29% 5.41% 5.53% 5.73% 5.84% 5.89% 5.84% 5.17% 4.17% 3.66% 3.39% 2.81% 2.07% Car Breakdown (EB) 1.72% 1.24% 1.09% 1.27% 2.04% 3.42% 4.79% 5.35% 5.14% 4.84% 4.91% 5.14% 5.42% 5.65% 5.84% 5.73% 5.62% 5.60% 5.52% 5.11% 4.63% 4.09% 3.35% 2.49% SR 60 WB On-ramp Vol (TOG) 163 128 131 201 417 493 555 592 582 574 582 597 609 623 645 657 664 658 583 470 412 382 317 233 SR 60 EB Off-Ramp Vol (TOG) 185 133 117 136 219 366 514 574 551 519 527 551 582 606 626 614 602 600 592 548 497 439 360 267 SR 60 EB On-ramp Vol (TOG) 243 175 153 179 288 482 677 755 726 683 693 725 766 798 824 808 793 790 779 721 654 578 473 352 SR 60 WB Off-Ramp Vol (TOG) 217 170 173 267 554 655 737 786 774 764 773 793 810 828 858 874 883 874 774 625 547 508 421 309 On-ramp Speed 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 Off-ramp Speed 45 45 45 45 45 45 45 45 45 45 45 45 45 45 45 45 45 45 45 45 45 45 45 45 Table 4-3: SR 60 East- and Westbound On- and Off-Ramps at Eucalid - Segment Distances Distance (Mi)
Segment
Table 4-4: SR 60 East- and Westbound On- and Off-Ramps at Eucalid - TOG Running (Exhaust) Emissions per Hour 12:00 AM 1:00 AM 2:00 AM 3:00 AM 4:00 AM 5:00 AM 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 SR 60 WB Car On-ramp 9.03E+00 7.10E+00 7.23E+00 1.11E+01 2.31E+01 2.73E+01 3.07E+01 3.28E+01 3.23E+01 3.18E+01 3.22E+01 3.31E+01 3.38E+01 3.45E+01 3.58E+01 3.64E+01 3.68E+01 3.65E+01 3.23E+01 2.61E+01 2.28E+01 2.12E+01 1.75E+01 1.29E+01 SR 60 EB Car Off-Ramp 9.41E+00 6.77E+00 5.93E+00 6.91E+00 1.11E+01 1.86E+01 2.62E+01 2.92E+01 2.81E+01 2.64E+01 2.68E+01 2.80E+01 2.96E+01 3.08E+01 3.19E+01 3.13E+01 3.07E+01 3.06E+01 3.01E+01 2.79E+01 2.53E+01 2.23E+01 1.83E+01 1.36E+01 SR 60 EB Car On-ramp 1.44E+01 1.04E+01 9.10E+00 1.06E+01 1.70E+01 2.86E+01 4.01E+01 4.48E+01 4.30E+01 4.05E+01 4.11E+01 4.30E+01 4.54E+01 4.73E+01 4.89E+01 4.79E+01 4.70E+01 4.68E+01 4.62E+01 4.28E+01 3.88E+01 3.43E+01 2.81E+01 2.09E+01 SR 60 WB Car Off-Ramp 1.45E+00 1.14E+00 1.16E+00 1.78E+00 3.70E+00 4.37E+00 4.92E+00 5.25E+00 5.17E+00 5.10E+00 5.16E+00 5.29E+00 5.41E+00 5.53E+00 5.73E+00 5.83E+00 5.89E+00 5.84E+00 5.17E+00 4.17E+00 3.65E+00 3.39E+00 2.81E+00 2.07E+00 Table 4-5: SR 60 East- and Westbound On- and Off-Ramps at Eucalid - TOG Running Loss (Evap) Emissions per Hour 12:00 AM 1:00 AM 2:00 AM 3:00 AM 4:00 AM 5:00 AM 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 SR 60 WB Car On-ramp 1.23E+01 9.64E+00 9.83E+00 1.51E+01 3.14E+01 3.71E+01 4.18E+01 4.46E+01 4.38E+01 4.33E+01 4.38E+01 4.49E+01 4.59E+01 4.69E+01 4.86E+01 4.95E+01 5.00E+01 4.95E+01 4.39E+01 3.54E+01 3.10E+01 2.88E+01 2.38E+01 1.75E+01 SR 60 EB Car Off-Ramp 1.42E+00 1.02E+00 8.96E-01 1.04E+00 1.68E+00 2.82E+00 3.95E+00 4.41E+00 4.24E+00 3.99E+00 4.05E+00 4.23E+00 4.47E+00 4.66E+00 4.81E+00 4.72E+00 4.63E+00 4.61E+00 4.55E+00 4.21E+00 3.82E+00 3.37E+00 2.76E+00 2.06E+00 SR 60 EB Car On-ramp 1.96E+01 1.41E+01 1.24E+01 1.44E+01 2.32E+01 3.89E+01 5.45E+01 6.08E+01 5.85E+01 5.50E+01 5.58E+01 5.84E+01 6.17E+01 6.43E+01 6.64E+01 6.51E+01 6.39E+01 6.37E+01 6.28E+01 5.81E+01 5.27E+01 4.65E+01 3.81E+01 2.84E+01 SR 60 WB Car Off-Ramp 1.74E+00 1.36E+00 1.39E+00 2.14E+00 4.44E+00 5.25E+00 5.91E+00 6.30E+00 6.20E+00 6.12E+00 6.20E+00 6.35E+00 6.49E+00 6.63E+00 6.87E+00 7.00E+00 7.07E+00 7.01E+00 6.20E+00 5.01E+00 4.39E+00 4.07E+00 3.37E+00 2.48E+00 Table 4-6: SR 60 East- and Westbound On- and Off-Ramps at Eucalid - TOG Running (Exhaust) Emissions per Second 12:00 AM 1:00 AM 2:00 AM 3:00 AM 4:00 AM 5:00 AM 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 SR 60 WB Car On-ramp 2.51E-03 1.97E-03 2.01E-03 3.09E-03 6.42E-03 7.58E-03 8.54E-03 9.11E-03 8.96E-03 8.84E-03 8.96E-03 9.18E-03 9.38E-03 9.59E-03 9.93E-03 1.01E-02 1.02E-02 1.01E-02 8.97E-03 7.24E-03 6.34E-03 5.89E-03 4.87E-03 3.58E-03 SR 60 EB Car Off-Ramp 2.61E-03 1.88E-03 1.65E-03 1.92E-03 3.09E-03 5.18E-03 7.27E-03 8.11E-03 7.80E-03 7.34E-03 7.45E-03 7.79E-03 8.22E-03 8.57E-03 8.85E-03 8.68E-03 8.52E-03 8.49E-03 8.37E-03 7.75E-03 7.03E-03 6.21E-03 5.08E-03 3.78E-03 SR 60 EB Car On-ramp 4.01E-03 2.88E-03 2.53E-03 2.94E-03 4.74E-03 7.94E-03 1.11E-02 1.24E-02 1.20E-02 1.13E-02 1.14E-02 1.19E-02 1.26E-02 1.31E-02 1.36E-02 1.33E-02 1.31E-02 1.30E-02 1.28E-02 1.19E-02 1.08E-02 9.51E-03 7.79E-03 5.80E-03 SR 60 WB Car Off-Ramp 4.02E-04 3.16E-04 3.22E-04 4.95E-04 1.03E-03 1.21E-03 1.37E-03 1.46E-03 1.44E-03 1.42E-03 1.43E-03 1.47E-03 1.50E-03 1.54E-03 1.59E-03 1.62E-03 1.64E-03 1.62E-03 1.44E-03 1.16E-03 1.02E-03 9.42E-04 7.81E-04 5.74E-04 Table 4-7: SR 60 East- and Westbound On- and Off-Ramps at Eucalid - TOG Running Loss (Evap) Emissions per Second 12:00 AM 1:00 AM 2:00 AM 3:00 AM 4:00 AM 5:00 AM 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 SR 60 WB Car On-ramp 3.41E-03 2.68E-03 2.73E-03 4.20E-03 8.72E-03 1.03E-02 1.16E-02 1.24E-02 1.22E-02 1.20E-02 1.22E-02 1.25E-02 1.27E-02 1.30E-02 1.35E-02 1.38E-02 1.39E-02 1.38E-02 1.22E-02 9.83E-03 8.61E-03 8.00E-03 6.62E-03 4.87E-03 SR 60 EB Car Off-Ramp 3.95E-04 2.84E-04 2.49E-04 2.90E-04 4.66E-04 7.82E-04 1.10E-03 1.22E-03 1.18E-03 1.11E-03 1.12E-03 1.18E-03 1.24E-03 1.29E-03 1.34E-03 1.31E-03 1.29E-03 1.28E-03 1.26E-03 1.17E-03 1.06E-03 9.37E-04 7.67E-04 5.71E-04 SR 60 EB Car On-ramp 5.45E-03 3.92E-03 3.43E-03 4.00E-03 6.44E-03 1.08E-02 1.51E-02 1.69E-02 1.62E-02 1.53E-02 1.55E-02 1.62E-02 1.71E-02 1.78E-02 1.84E-02 1.81E-02 1.77E-02 1.77E-02 1.74E-02 1.61E-02 1.46E-02 1.29E-02 1.06E-02 7.88E-03 SR 60 WB Car Off-Ramp 4.82E-04 3.79E-04 3.86E-04 5.94E-04 1.23E-03 1.46E-03 1.64E-03 1.75E-03 1.72E-03 1.70E-03 1.72E-03 1.76E-03 1.80E-03 1.84E-03 1.91E-03 1.94E-03 1.96E-03 1.95E-03 1.72E-03 1.39E-03 1.22E-03 1.13E-03 9.37E-04 6.89E-04 2018 13,967 14,975
2018 13,168 14,118
2018 10,004 10,726
Caltrans Data 2025
Roadway Segment
Roadway Segment
Roadway Segment
Running Loss (Evap) Emissions (g/s)
Roadway Segment
Running (Exhaust) Emissions (g/s)
Running Loss (Evap) Emissions (g) by Hour of Day
Running (Exhaust) Emissions (g) by Hour of Day
Roadway Segment
0.27 SR 60 EB Off
0.30 SR 60 WB On
SR 60 Off- and On-ramp Vehicle Volumes and Speed by Hour SR 60 EB On SR 60 WB Off
0.32 0.28
Segment Year
All (Trucks+Cars) ADT Volume
2015 10,200 11,267
MIG, Inc. October 2022 909
Euclid/Walnut Mixed Use Planned Unit Development Project Health Risk Assessment Report
Appendix A
Sheet 5: I-280 DPM Emissions
Table 5-1: SR 60 AADT Information
All Veh AADT 2019 2025
SR 60 235,000 249,457
Assumes 1% Traffic Growth per year
Table 5-2: SR 60 Hourly Vehicle Volumes and Speed (DPM) 12:00 AM 1:00 AM 2:00 AM 3:00 AM 4:00 AM 5:00 AM 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 SR 60 (WB) 0.89% 0.61% 0.54% 0.96% 2.73% 4.35% 4.90% 5.59% 6.04% 6.19% 6.40% 6.74% 6.57% 6.35% 6.16% 5.98% 5.75% 5.62% 4.59% 3.58% 3.24% 2.81% 2.08% 1.33% SR 60 (EB) 2.55% 2.52% 2.45% 2.53% 3.15% 4.00% 5.03% 4.67% 5.49% 6.57% 6.95% 6.80% 6.42% 5.86% 4.61% 3.56% 3.10% 2.81% 3.06% 3.74% 3.97% 3.71% 3.53% 2.92% Veh-Hr (WB) 1,110 765 671 1,196 3,411 5,430 6,115 6,969 7,529 7,723 7,981 8,405 8,199 7,916 7,678 7,455 7,177 7,012 5,727 4,470 4,040 3,502 2,593 1,655 Veh-Hr (EB) 3,183 3,144 3,057 3,154 3,933 4,992 6,280 5,820 6,852 8,191 8,671 8,480 8,006 7,308 5,749 4,442 3,865 3,503 3,814 4,669 4,947 4,622 4,408 3,637 WB Speed 55 55 55 55 55 55 55 55 55 55 55 55 55 55 55 55 55 55 55 55 55 55 55 55 EB Speed 55 55 55 55 55 55 55 55 55 55 55 55 55 55 50 50 45 45 55 55 55 55 55 55 Table 5-3: SR 60 Segment Distances
Distance (Mi) WB SR 60 EB SR 60
Segment Distance 1.1 1.1
Table 5-4: SR 60 DPM Running (Exhaust) Emissions per Hour 12:00 AM 1:00 AM 2:00 AM 3:00 AM 4:00 AM 5:00 AM 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 SR 60 WB 3.45E+00 2.37E+00 2.08E+00 3.71E+00 1.06E+01 1.69E+01 1.90E+01 2.16E+01 2.34E+01 2.40E+01 2.48E+01 2.61E+01 2.55E+01 2.46E+01 2.38E+01 2.31E+01 2.23E+01 2.18E+01 1.78E+01 1.39E+01 1.25E+01 1.09E+01 8.05E+00 5.14E+00 SR 60 EB 9.88E+00 9.76E+00 9.49E+00 9.79E+00 1.22E+01 1.55E+01 1.95E+01 1.81E+01 2.13E+01 2.54E+01 2.69E+01 2.63E+01 2.48E+01 2.27E+01 1.55E+01 1.20E+01 9.35E+00 8.48E+00 1.18E+01 1.45E+01 1.54E+01 1.43E+01 1.37E+01 1.13E+01 Table 5-5: SR 60 DPM Running (Exhaust) Emissions per Second 12:00 AM 1:00 AM 2:00 AM 3:00 AM 4:00 AM 5:00 AM 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 SR 60 WB 9.57E-04 6.59E-04 5.79E-04 1.03E-03 2.94E-03 4.68E-03 5.27E-03 6.01E-03 6.49E-03 6.66E-03 6.88E-03 7.25E-03 7.07E-03 6.83E-03 6.62E-03 6.43E-03 6.19E-03 6.05E-03 4.94E-03 3.85E-03 3.48E-03 3.02E-03 2.24E-03 1.43E-03 SR 60 EB 2.74E-03 2.71E-03 2.64E-03 2.72E-03 3.39E-03 4.30E-03 5.41E-03 5.02E-03 5.91E-03 7.06E-03 7.47E-03 7.31E-03 6.90E-03 6.30E-03 4.30E-03 3.33E-03 2.60E-03 2.35E-03 3.29E-03 4.02E-03 4.26E-03 3.98E-03 3.80E-03 3.14E-03 Vehicle Volumes and Speed by Hour
Diesel PM Running Emissions (g) by Hour of Day
Diesel PM Running (Exhaust) Emissions (g/s)
Roadway Segment
Roadway Segement
Roadway Segement
MIG, Inc. October 2022 910
Euclid/Walnut Mixed Use Planned Unit Development Project Health Risk Assessment Report
Appendix A
Sheet 6: SR 60 On- and Off-ramp DPM Emissions
Table 6-1: SR 60 On- and Off-Ramp AADT Information for Euclid Avenue SR 60 WB On-ramp (Euclid)
SR 60 EB Off-Ramp (Euclid)
SR 60 EB On-ramp (Euclid)
SR 60 WB Off-Ramp (Euclid)
Assumes 1% Traffic Growth per year
Table 6-2: SR 60 On- and Off-Ramp Hourly Vehicle Volumes and Speed 12:00 AM 1:00 AM 2:00 AM 3:00 AM 4:00 AM 5:00 AM 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 Truck Breakdown (WB) 0.89% 0.61% 0.54% 0.96% 2.73% 4.35% 4.90% 5.59% 6.04% 6.19% 6.40% 6.74% 6.57% 6.35% 6.16% 5.98% 5.75% 5.62% 4.59% 3.58% 3.24% 2.81% 2.08% 1.33% Truck Breakdown (EB) 2.55% 2.52% 2.45% 2.53% 3.15% 4.00% 5.03% 4.67% 5.49% 6.57% 6.95% 6.80% 6.42% 5.86% 4.61% 3.56% 3.10% 2.81% 3.06% 3.74% 3.97% 3.71% 3.53% 2.92% SR 60 WB On-ramp Vol (DPM) 100 69 61 108 308 490 552 630 680 698 721 759 741 715 694 673 648 633 517 404 365 316 234 149 SR 60 EB Off-Ramp Vol (DPM) 274 270 263 271 338 429 540 500 589 704 746 729 688 628 494 382 332 301 328 401 425 397 379 313 SR 60 EB On-ramp Vol (DPM) 360 356 346 357 445 565 711 659 776 927 981 960 906 827 651 503 438 397 432 528 560 523 499 412 SR 60 WB Off-Ramp Vol (DPM) 133 92 81 144 409 652 734 837 904 927 958 1,009 984 950 922 895 862 842 688 537 485 420 311 199 On-ramp Speed 5 5 5 5 5 45 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 5 Off-ramp Speed 45 45 45 45 45 45 45 45 45 45 45 45 45 45 45 45 45 45 45 45 45 45 45 45 Table 6-3: SR 60 On- and Off-Ramp Segment Distances
Distance (Mi)
Segment Distance
Table 6-4: SR 60 East- and Westbound On- and Off-Ramps at Eucalid - DPM Running (Exhaust) Emissions per Hour 12:00 AM 1:00 AM 2:00 AM 3:00 AM 4:00 AM 5:00 AM 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 SR 60 WB On-ramp (Euclid) 2.94E-01 2.03E-01 1.78E-01 3.17E-01 9.03E-01 3.17E-01 1.62E+00 1.85E+00 1.99E+00 2.05E+00 2.11E+00 2.23E+00 2.17E+00 2.10E+00 2.03E+00 1.97E+00 1.90E+00 1.86E+00 1.52E+00 1.18E+00 1.07E+00 9.27E-01 6.87E-01 4.38E-01 SR 60 EB Off-Ramp (Euclid) 1.62E-01 1.60E-01 1.56E-01 1.61E-01 2.01E-01 2.55E-01 3.20E-01 2.97E-01 3.50E-01 4.18E-01 4.42E-01 4.33E-01 4.09E-01 3.73E-01 2.93E-01 2.27E-01 1.97E-01 1.79E-01 1.95E-01 2.38E-01 2.52E-01 2.36E-01 2.25E-01 1.86E-01 SR 60 EB On-ramp (Euclid) 1.13E+00 1.12E+00 1.09E+00 1.12E+00 1.40E+00 3.91E-01 2.23E+00 2.07E+00 2.43E+00 2.91E+00 3.08E+00 3.01E+00 2.84E+00 2.59E+00 2.04E+00 1.58E+00 1.37E+00 1.24E+00 1.35E+00 1.66E+00 1.76E+00 1.64E+00 1.56E+00 1.29E+00 SR 60 WB Off-Ramp (Euclid) 8.25E-02 5.68E-02 4.99E-02 8.89E-02 2.53E-01 4.03E-01 4.54E-01 5.18E-01 5.59E-01 5.74E-01 5.93E-01 6.25E-01 6.09E-01 5.88E-01 5.70E-01 5.54E-01 5.33E-01 5.21E-01 4.26E-01 3.32E-01 3.00E-01 2.60E-01 1.93E-01 1.23E-01 Table 6-5: SR 60 R 60 East- and Westbound On- and Off-Ramps at Eucalid - DPM Running (Exhaust) Emissions per Second 12:00 AM 1:00 AM 2:00 AM 3:00 AM 4:00 AM 5:00 AM 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 SR 60 WB On-ramp (Euclid) 8.17E-05 5.63E-05 4.94E-05 8.80E-05 2.51E-04 8.80E-05 4.50E-04 5.13E-04 5.54E-04 5.68E-04 5.87E-04 6.18E-04 6.03E-04 5.82E-04 5.65E-04 5.48E-04 5.28E-04 5.16E-04 4.21E-04 3.29E-04 2.97E-04 2.58E-04 1.91E-04 1.22E-04 SR 60 EB Off-Ramp (Euclid) 4.51E-05 4.46E-05 4.33E-05 4.47E-05 5.58E-05 7.08E-05 8.90E-05 8.25E-05 9.71E-05 1.16E-04 1.23E-04 1.20E-04 1.13E-04 1.04E-04 8.15E-05 6.30E-05 5.48E-05 4.97E-05 5.41E-05 6.62E-05 7.01E-05 6.55E-05 6.25E-05 5.16E-05 SR 60 EB On-ramp (Euclid) 3.14E-04 3.10E-04 3.01E-04 3.11E-04 3.88E-04 1.08E-04 6.19E-04 5.74E-04 6.76E-04 8.08E-04 8.55E-04 8.36E-04 7.89E-04 7.20E-04 5.67E-04 4.38E-04 3.81E-04 3.45E-04 3.76E-04 4.60E-04 4.88E-04 4.56E-04 4.35E-04 3.59E-04 SR 60 WB Off-Ramp (Euclid) 2.29E-05 1.58E-05 1.39E-05 2.47E-05 7.04E-05 1.12E-04 1.26E-04 1.44E-04 1.55E-04 1.59E-04 1.65E-04 1.73E-04 1.69E-04 1.63E-04 1.58E-04 1.54E-04 1.48E-04 1.45E-04 1.18E-04 9.23E-05 8.34E-05 7.23E-05 5.35E-05 3.42E-05 Segment Year Caltrans Data 2025
2015
Roadway Segment
Roadway Segment
Roadway Segment
SR 60 WB On SR 60 EB Off
0.30 0.27
Diesel PM Running (Exhaust) Emissions (g/s)
Diesel PM Running (Exhaust) Emissions (g) by Hour of Day SR 60 Off- and On-ramp Vehicle Volumes and Speed by Hour SR 60 EB On SR 60 WB Off
0.32 0.28
2018
2018
2018
All (Trucks+Cars) ADT Volume
10,004
13,168
13,967
10,726
14,118
14,975
10,200 11,267
MIG, Inc. October 2022 911
Euclid/Walnut Mixed Use Planned Unit Development Project Health Risk Assessment Report
Appendix A
Sheet 7: CT-EMFAC2017 Emission Factors
Freeway
Vehicle Category VMT Fraction Diesel VMT Fraction Gas VMT Fraction Across Category Within Category Within Category
Truck 1 0.031 0.526 0.474
Truck 2 0.092 0.942 0.027
Non-Truck 0.877 0.012 0.965
Fleet Average Running Exhaust Emission Factors (grams/veh-mile) Pollutant Name 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 PM2.5 0.009208 0.006192 0.004301 0.003155 0.002481 0.002108 0.001944 0.001937 0.002061 0.002302 0.002654 0.003120 0.003707 0.003810 0.003810 PM10 0.00993 0.006664 0.004624 0.003388 0.002659 0.002255 0.002074 0.002062 0.002189 0.002439 0.002808 0.003297 0.003916 0.004026 0.004026 TOG 0.187712 0.127375 0.084894 0.059673 0.045314 0.036153 0.030056 0.026062 0.023615 0.022411 0.022320 0.023486 0.026013 0.027927 0.028308 ROG 0.120321 0.079002 0.051353 0.035256 0.026437 0.020996 0.017499 0.015319 0.014111 0.013694 0.014008 0.015110 0.017141 0.018705 0.019040 1,3-Butadiene 0.000764 0.000494 0.000332 0.000234 0.000176 0.000140 0.000117 0.000103 0.000095 0.000092 0.000094 0.000101 0.000115 0.000124 0.000124 Acetaldehyde 0.002473 0.001701 0.000973 0.000579 0.000427 0.000342 0.000285 0.000248 0.000228 0.000221 0.000229 0.000251 0.000286 0.000319 0.000319 Acrolein 0.000165 0.000106 0.000072 0.000052 0.000039 0.000031 0.000026 0.000023 0.000021 0.000020 0.000021 0.000022 0.000025 0.000027 0.000027 Benzene 0.003663 0.002383 0.001574 0.001094 0.000820 0.000651 0.000544 0.000477 0.000441 0.000428 0.000439 0.000472 0.000533 0.000579 0.000579 Diesel PM 0.001991 0.001637 0.001274 0.001035 0.000914 0.000888 0.000942 0.001072 0.001274 0.001546 0.001889 0.002302 0.002710 0.002732 0.002732 Ethylbenzene 0.001444 0.000932 0.000628 0.000444 0.000334 0.000265 0.000221 0.000194 0.000180 0.000175 0.000179 0.000192 0.000217 0.000235 0.000235 Formaldehyde 0.006140 0.004167 0.002468 0.001531 0.001133 0.000905 0.000754 0.000659 0.000606 0.000589 0.000607 0.000662 0.000752 0.000832 0.000832 Naphthalene 0.000127 0.000087 0.000058 0.000041 0.000031 0.000025 0.000021 0.000018 0.000016 0.000015 0.000014 0.000015 0.000017 0.000018 0.000016 POM 0.000159 0.000105 0.000068 0.000046 0.000034 0.000027 0.000023 0.000020 0.000019 0.000018 0.000019 0.000020 0.000023 0.000025 0.000025 Fleet Average Running Loss Emission Factors (grams/veh-hour) Pollutant Name Emission Factor
TOG 1.275299
ROG 1.275299
1,3-Butadiene 0
Benzene 0.012753
Ethylbenzene 0.020915
Naphthalene 0.001785
Emissions Factor by Speed (mph)
MIG, Inc. October 2022 912
Euclid/Walnut Mixed Use Planned Unit Development Project Health Risk Assessment Report
Appendix A
Sheet 8: Caltrans All Vehicle AADT Data DISTRICT ROUTE RTE_SFX COUNTY PM_PFX PM PM_SFX
DESCRIPTION
BACK_PEAK_HOUR
BACK_PEAK_MADT
BACK_AADT
AHEAD_PEAK_HOURAHEAD_PEAK_MADT
AHEAD_AADT
08 060 SBD R 3.602 MOUNTAIN AVENUE 15900 246000 238000 15700 243000 235000 08 060 SBD R 4.580 ONTARIO, JCT. RTE. 83 15700 243000 235000 15600 242000 234000 08 060 SBD R 5.855 GROVE AVENUE 15600 242000 234000 15200 236000 228000 MIG, Inc. October 2022 913
Euclid/Walnut Mixed Use Planned Unit Development Project Health Risk Assessment Report
Appendix A
Sheet 9: Caltrans Truck AADT Data RTE RTE_SFX DIST CNTY POSTMILE_PFX
POSTMILE
POSTMILE_SFX
LEG
DESCRIPTION
VEHICLE_AADT_TOTAL
TRUCK_AADT_TOTAL
TRK_PERCENT_TOT
TRK_2_AXLETRK_3_AXLETRK_4_AXLETRK_5_AXLE
TRK_2_AXLE_PCTTRK_3_AXLE_PCTTRK_4_AXLE_PCTTRK_5_AXLE_PCT EAL
YEAR_VER
EST
060 08 SBD R 4.580 B ONTARIO, JCT. RTE. 83 235000 28764 12.24 7,231 2,871 903 17,759 25.14 9.98 3.14 61.74 6,777 04 E 060 08 SBD R 4.580 A ONTARIO, JCT. RTE. 83 234000 28642 12.24 7,201 2,858 899 17,684 25.14 9.98 3.14 61.74 6,748 04 E MIG, Inc. October 2022 914
Euclid/Walnut Mixed Use Planned Unit Development Project Health Risk Assessment Report
Appendix A
Sheet 10: Caltrans All Vehicle On- and Off-ramp AADT Data DISTRICT COUNTY ROUTE RTE_SFX PM_PFX PM PM_SFX
DESCRIPTION
YR_2011YR_2012YR_2013YR_2014YR_2015YR_2016YR_2017YR_2018YR_2019YR_2020 08 SBD 060 R 4.387 WB ON FR EUCLID/83 10200
08 SBD 060 R 4.388 EB OFF TO EUCLID/83 10004
08 SBD 060 R 4.789 EB ON FR EUCLID/83 13168
08 SBD 060 R 4.806 WB OFF TO EUCLID AVE 13967
MIG, Inc. October 2022 915
Appendix B
Euclid/Walnut Mixed Use Planned Unit Development Project June 26, 2023 Health Risk Assessment Report
Appendix B
AERMOD Output
916
Appendix B
Euclid/Walnut Mixed Use Planned Unit Development Project June 26, 2023 Health Risk Assessment Report
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917
Appendix B
Euclid/Walnut Mixed Use Planned Unit Development Project June 26, 2023 Health Risk Assessment Report
Appendix B is comprised of 1,230 pages and is available in electronic format upon request. 918
Appendix B
Euclid/Walnut Mixed Use Planned Unit Development Project June 26, 2023 Health Risk Assessment Report
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919
Appendix C
Euclid/Walnut Mixed Use Planned Unit Development Project June 26, 2023 Health Risk Assessment Report
Appendix C
Cancer and Non-Cancer Risk Values and Health Risk
Calculations
920
Appendix C
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921
Appendix C: Health Risk Assessment Calculations
Euclid/Walnut Mixed Use Planned Unit Development Project Health Risk Assessment Report
Summary of Cancer and Non-Cancer Risks
Uncontrolled (i.e., Without Filtration) Total Excess Risk at MEI DPM TOG Exh TOG Evap
SR 60 Freeway 19.5 1.3 0.2 21.0 0.01 0.01
SR 60 On- and Off-ramps 3.8 0.5 0.1 4.4 0.00 0.00
Cumulative Risk 23.3 1.8 0.3 25.4 0.02 0.02
Controlled (i.e., with MERV 13 Filter) Total Excess Risk at MEI DPM TOG Exh TOG Evap
SR 60 Freeway 4.1 1.3 0.2 5.6 0.01 0.01
SR 60 On- and Off-ramps 0.8 0.5 0.1 1.4 0.00 0.00
Cumulative Risk 5.0 1.8 0.3 7.0 0.02 0.02
10.0 1.0 1.0
No No No
Acute Hazard
Index
Chronic Hazard
Index
Cancer Risk (Per Million) Source Total
MERV13 Particle Removal Effectiveness (3 to 10 μm)
79%
Acute Hazard
Index Source Cancer Risk (Per Million) Total Chronic Hazard Index Note: The methodology for the HRA requires quantifying “uncontrolled” risks at receptor locations before “controlled” risks can be quantified. The “uncontrolled” risks reflect those that would occur at the site if no air filtration were to occur at all.
The “uncontrolled” scenario is a hypothetical / non-realistic scenario, because the building would be required to install HVAC system air filters that meet a designated efficiency equal to Minimum Efficiency Rating Value (MERV) 13 standards, consistent with Section 120.1(b)(1)(C) of the California Title 24 Building Code. This is described on pages 5-1 and 5-2 of the Report.
In contrast, the "controlled" risks reflect those that would actually occur at the site under implementation of the project with the operation of the HVAC system. The “uncontrolled” risks are used as the baseline to assess how much the MERV-13 air filters would reduce risks (i.e., by 79%, after conservatively accounting for some non-controlled exposure from outdoor recreation and residents having their windows open for part of the day, as shown between the "uncontrolled" and "controlled" tables above).
Threshold Exceeded?
Note: Assumes 90% base reduction, two hours of outdoor exposure per day, and one hour of exposure from open windows.
Threshold
922
Appendix C: Health Risk Assessment Calculations
Euclid/Walnut Mixed Use Planned Unit Development Project Health Risk Assessment Report
Weighted Risk Factor Calculations
Summary of Fleet Average Running Exhaust Emission Factors (grams/veh-mile) CPF Chronic REL Acute REL
Freeway 6.03E-03 6.73E+01 5.87E+02
Summary of Fleet Average Running Loss Emission Factors (grams/veh-hour) CPF Chronic REL Acute REL
Freeway 1.31E-03 2.86E+02 2.70E+03
Freeway
Fleet Average Running Exhaust Emission Factors (grams/veh-mile) Emissions
Factor by
Speed
5 CPF Chronic REL Acute REL
TOG 0.187712 -- -- -- -- -- -- --
1,3-Butadiene 0.000764 0.004070 6.00E-01 2.00E+00 6.60E+02 2.44E-03 2.04E-03 6.17E-06 Acetaldehyde 0.002473 0.013174 1.00E-02 1.40E+02 4.70E+02 1.32E-04 9.41E-05 2.80E-05 Acrolein 0.000165 0.000879 0.00E+00 3.50E-01 2.50E+00 0.00E+00 2.51E-03 3.52E-04 Benzene 0.003663 0.019514 1.00E-01 3.00E+00 2.70E+01 1.95E-03 6.50E-03 7.23E-04 Diesel PM 0.001991 -- -- -- -- -- -- --
Ethylbenzene 0.001444 0.007693 8.70E-03 2.00E+03 0.00E+00 6.69E-05 3.85E-06 0.00E+00 Formaldehyde 0.006140 0.032710 2.10E-02 9.00E+00 5.50E+01 6.87E-04 3.63E-03 5.95E-04 Naphthalene 0.000127 0.000677 1.20E-01 9.00E+00 0.00E+00 8.12E-05 7.52E-05 0.00E+00 POM 0.000159 0.000847 7.95E-01 -- -- 6.73E-04 -- --
6.03E-03 6.73E+01 5.87E+02
Fleet Average Running Loss Emission Factors (grams/veh-hour) CPF Chronic REL Acute REL
TOG 1.275299 -- -- -- -- -- -- --
1,3-Butadiene 0 0.0% 6.00E-01 2.00E+00 6.60E+02 0.00E+00 0.00E+00 0.00E+00 Benzene 0.012753 1.0% 1.00E-01 3.00E+00 2.70E+01 1.00E-03 3.33E-03 3.70E-04 Ethylbenzene 0.020915 1.6% 8.70E-03 2.00E+03 0.00E+00 1.43E-04 8.20E-06 0.00E+00 Naphthalene 0.001785 0.1% 1.20E-01 9.00E+00 0.00E+00 1.68E-04 1.56E-04 0.00E+00
1.31E-03 2.86E+02 2.70E+03
Weighted per TOG % of TOG
Weighted per TOG
Pollutant Name % of TOG CPF Chronic REL Acute REL
CPF Chronic REL
Roadway
Roadway
Weighted per TOG
Weighted per TOG
Total
Total
Pollutant Name Acute REL Emission
Factor
923
Appendix C: Health Risk Assessment Calculations
Euclid/Walnut Mixed Use Planned Unit Development Project Health Risk Assessment Report
SR 60 Freeway Uncontrolled (i.e., Without Filtration) Health Risk Calculations
METHODOLOGY
Dose (Air) = Cair x DBR x A x EF x CF
Where: Cair Chemical concentration in air (µg/m3
)
DBR: Daily breathing rate (L/kg-day)
A: Inhalation adsorption factor (unitless)
EF: Exposure Frequency, days at home / days in year (unitless) CF: 10^-6 Conversion Factor (m3
/L and mg/µg)
Cancer Risk (per million) = Dose (Air) x CPF x ASF x (ED/AT) x FAH x 1,000,000 Where: Dose: Dose of chemical in the air (µg/m3)
CPF: Cancer Potency Factor (mg/kg-day)-1
ASF: Age Sensitivity Factor
ED: Exposure Duration (years)
AT: Averaging Time for lifetime cancer risks
FAH: Fraction of daily time spent at home
Risk Parameter Values by Age Bin
0-2 Years 2-16 Years 16-30 Years 16-70 Years
DBR 1090 572 261 233
A 1 1 1 1
EF 0.96 0.96 0.96 0.96
CF 1.00E-06 1.00E-06 1.00E-06 1.00E-06
ASF 10 3 1 1
ED 2 14 14 54
AT 70 70 70 70
FAH 0.85 0.72 0.73 0.73
Risk Factors
Pollutant CPF Chronic REL Acute
DPM 1.1 5 0
Veh TOG Exh 6.03E-03 6.73E+01 5.87E+02
Veh TOG Evap 1.31E-03 2.86E+02 2.70E+03
AERMOD Modeled Annual Concentrations (MEI)
Conc. X Y
DPM 0.033 439859 3765470
Veh TOG Exh 0.40777 439859 3765470
Veh TOG Evap 0.247 439859 3765470
AERMOD Modeled Maximum 1-HR Concentrations (MEI)
Conc. X Y
Veh TOG Exh 5.44130 439789 3765475
Veh TOG Evap 4.07794 439789 3765475
0.96 1.00E-06
10 0.25
70 Variable Residential Age Bin
3rd Trimester
361
1 MEI
0.85 MEI
924
Chronic Risk Assessment at MEI
Pollutant Threshold Exceeded?
DPM -- --
Veh TOG Exh -- --
Veh TOG Evap -- --
1.0 No
1-HR Risk Assessment at MEI
Pollutant Threshold Exceeded?
Veh TOG Exh -- --
Veh TOG Evap -- --
1.0 No
DPM Dose @ MEI
Age Group Cair x BR A EF CF Dose
3rd Trimester 0.033 361 1 0.96 1.00E-06 = 1.14E-05
0-2 Years 0.033 1090 1 0.96 1.00E-06 = 3.45E-05
2-16 Years 0.033 572 1 0.96 1.00E-06 = 1.81E-05
16-30 Years 0.033 261 1 0.96 1.00E-06 = 8.26E-06
30-70 Years 0.033 233 1 0.96 1.00E-06 = 7.37E-06
DPM Excess Risk at MEI
Age Group Dose CPF ASF ED AT FAH Conversion Risk
3rd Trimester 1.14E-05 1.1 10 0.25 70 0.85 1,000,000 0.4 0-2 Years 3.45E-05 1.1 10 1.00 70 0.85 1,000,000 4.6
2-16 Years 1.81E-05 1.1 3 1.00 70 0.72 1,000,000 0.6
16-30 Years 8.26E-06 1.1 1 1.00 70 0.73 1,000,000 0.1
30-70 Years 7.37E-06 1.1 1 1.00 70 0.73 1,000,000 0.1
TOG Exh Dose @ MEI
Age Group Cair x BR A EF CF Dose
3rd Trimester 0.40777 361 1 0.96 1.00E-06 = 1.41E-04
0-2 Years 0.40777 1090 1 0.96 1.00E-06 = 4.26E-04
2-16 Years 0.40777 572 1 0.96 1.00E-06 = 2.24E-04
16-30 Years 0.40777 261 1 0.96 1.00E-06 = 1.02E-04
30-70 Years 0.40777 233 1 0.96 1.00E-06 = 9.11E-05
TOG Exh Excess Risk at MEI
Age Group Dose CPF ASF ED AT FAH Conversion Risk
3rd Trimester 1.41E-04 6.03E-03 10 0.25 70 0.85 1,000,000 0.0 0-2 Years 4.26E-04 6.03E-03 10 1.00 70 0.85 1,000,000 0.3 2-16 Years 2.24E-04 6.03E-03 3 1.00 70 0.72 1,000,000 0.0 16-30 Years 1.02E-04 6.03E-03 1 1.00 70 0.73 1,000,000 0.0 30-70 Years 9.11E-05 6.03E-03 1 1.00 70 0.73 1,000,000 0.0 TOG Evap Dose @ MEI
Age Group Cair x BR A EF CF Dose
3rd Trimester 0.247 361 1 0.96 1.00E-06 = 8.55E-05
0-2 Years 0.247 1090 1 0.96 1.00E-06 = 2.58E-04
2-16 Years 0.247 572 1 0.96 1.00E-06 = 1.35E-04
16-30 Years 0.247 261 1 0.96 1.00E-06 = 6.18E-05
30-70 Years 0.247 233 1 0.96 1.00E-06 = 5.52E-05
TOG Evap Excess Risk at MEI
Age Group Dose CPF ASF ED AT FAH Conversion Risk
3rd Trimester 8.55E-05 1.31E-03 10 0.25 70 0.85 1,000,000 0.0 0-2 Years 2.58E-04 1.31E-03 10 1.00 70 0.85 1,000,000 0.0 2-16 Years 1.35E-04 1.31E-03 3 1.00 70 0.72 1,000,000 0.0 16-30 Years 6.18E-05 1.31E-03 1 1.00 70 0.73 1,000,000 0.0 30-70 Years 5.52E-05 1.31E-03 1 1.00 70 0.73 1,000,000 0.0 Annual AERMOD Conc.
0.25 0.00
0.01 Chronic Hazard Index
0.03 0.01
0.41 Hazard Index
4.07794 0.00
0.01 5.4413 0.01
Hazard Index 0.01
1-HR AERMOD Conc. 1-HR Hazard Index
925
Total Excess Risk at MEI (Cumulative, Based on Age at Start of Construction) DPM TOG Exh TOG Evap
0 -0.25 - 0 2025 0.4 0.0 0.0 0.4
1 0-1 2026 4.6 0.3 0.0 5.0
2 1-2 2027 4.6 0.3 0.0 5.0
3 2-3 2028 0.6 0.0 0.0 0.7
4 3-4 2029 0.6 0.0 0.0 0.7
5 4-5 2030 0.6 0.0 0.0 0.7
6 5-6 2031 0.6 0.0 0.0 0.7
7 6-7 2032 0.6 0.0 0.0 0.7
8 7-8 2033 0.6 0.0 0.0 0.7
9 8-9 2034 0.6 0.0 0.0 0.7
10 9-10 2035 0.6 0.0 0.0 0.7
11 10-11 2036 0.6 0.0 0.0 0.7
12 11-12 2037 0.6 0.0 0.0 0.7
13 12-13 2038 0.6 0.0 0.0 0.7
14 13-14 2039 0.6 0.0 0.0 0.7
15 14-15 2040 0.6 0.0 0.0 0.7
16 15-16 2041 0.6 0.0 0.0 0.7
17 16-17 2042 0.1 0.0 0.0 0.1
18 17-18 2043 0.1 0.0 0.0 0.1
19 18-19 2044 0.1 0.0 0.0 0.1
20 19-20 2045 0.1 0.0 0.0 0.1
21 20-21 2046 0.1 0.0 0.0 0.1
22 21-22 2047 0.1 0.0 0.0 0.1
23 22-23 2048 0.1 0.0 0.0 0.1
24 23-24 2049 0.1 0.0 0.0 0.1
25 24-25 2050 0.1 0.0 0.0 0.1
26 25-26 2051 0.1 0.0 0.0 0.1
27 26-27 2052 0.1 0.0 0.0 0.1
28 27-28 2053 0.1 0.0 0.0 0.1
29 28-29 2054 0.1 0.0 0.0 0.1
30 29-30 2055 0.1 0.0 0.0 0.1
19.5 1.3 0.2 21.0
Cancer Risk (Per Million) Total Exposure Duration
(Years) Exposure Year Age Year
0.25 1
Cumulative Life
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 926
Appendix C: Health Risk Assessment Calculations
Euclid/Walnut Mixed Use Planned Unit Development Project Health Risk Assessment Report
SR 60 On- and Off-ramp Uncontrolled (i.e., Without Filtration) Health Risk Calculations
METHODOLOGY
Dose (Air) = Cair x DBR x A x EF x CF
Where: Cair Chemical concentration in air (µg/m3
)
DBR: Daily breathing rate (L/kg-day)
A: Inhalation adsorption factor (unitless)
EF: Exposure Frequency, days at home / days in year (unitless) CF: 10^-6 Conversion Factor (m3
/L and mg/µg)
Cancer Risk (per million) = Dose (Air) x CPF x ASF x (ED/AT) x FAH x 1,000,000 Where: Dose: Dose of chemical in the air (µg/m3)
CPF: Cancer Potency Factor (mg/kg-day)-1
ASF: Age Sensitivity Factor
ED: Exposure Duration (years)
AT: Averaging Time for lifetime cancer risks
FAH: Fraction of daily time spent at home
Risk Parameter Values by Age Bin
0-2 Years 2-16 Years 16-30 Years 16-70 Years
DBR 1090 572 261 233
A 1 1 1 1
EF 0.96 0.96 0.96 0.96
CF 1.00E-06 1.00E-06 1.00E-06 1.00E-06
ASF 10 3 1 1
ED 2 14 14 54
AT 70 70 70 70
FAH 0.85 0.72 0.73 0.73
Risk Factors
Pollutant CPF Chronic REL Acute
DPM 1.1 5 0
Veh TOG Exh 6.03E-03 6.73E+01 5.87E+02
Veh TOG Evap 1.31E-03 2.86E+02 2.70E+03
AERMOD Modeled Annual Concentrations (MEI)
Conc. X Y
DPM 0.00645 439859 3765470
Veh TOG Exh 0.1432 439859 3765470
Veh TOG Evap 0.12991 439859 3765470
AERMOD Modeled Maximum 1-HR Concentrations (MEI)
Conc. X Y
Veh TOG Exh 2.32951 439789 3765475
Veh TOG Evap 2.53377 439789 3765475
1.00E-06
10 0.25
70 0.85
MEI
MEI
0.96 Variable Residential Age Bin
3rd Trimester
361
1 927
Chronic Risk Assessment at MEI
Pollutant Threshold Exceeded?
DPM -- --
Veh TOG Exh -- --
Veh TOG Evap -- --
1.0 No
1-HR Risk Assessment at MEI
Pollutant Threshold Exceeded?
Veh TOG Exh -- --
Veh TOG Evap -- --
1.0 No
DPM Dose @ MEI
Age Group Cair x BR A EF CF Dose
3rd Trimester 0.00645 361 1 0.96 1.00E-06 = 2.23E-06
0-2 Years 0.00645 1090 1 0.96 1.00E-06 = 6.74E-06
2-16 Years 0.00645 572 1 0.96 1.00E-06 = 3.54E-06
16-30 Years 0.00645 261 1 0.96 1.00E-06 = 1.61E-06
30-70 Years 0.00645 233 1 0.96 1.00E-06 = 1.44E-06
DPM Excess Risk at MEI
Age Group Dose CPF ASF ED AT FAH Conversion Risk
3rd Trimester 2.23E-06 1.1 10 0.25 70 0.85 1,000,000 0.1 0-2 Years 6.74E-06 1.1 10 1.00 70 0.85 1,000,000 0.9
2-16 Years 3.54E-06 1.1 3 1.00 70 0.72 1,000,000 0.1
16-30 Years 1.61E-06 1.1 1 1.00 70 0.73 1,000,000 0.0
30-70 Years 1.44E-06 1.1 1 1.00 70 0.73 1,000,000 0.0
TOG Exh Dose @ MEI
Age Group Cair x BR A EF CF Dose
3rd Trimester 0.14320 361 1 0.96 1.00E-06 = 4.96E-05
0-2 Years 0.14320 1090 1 0.96 1.00E-06 = 1.50E-04
2-16 Years 0.14320 572 1 0.96 1.00E-06 = 7.85E-05
16-30 Years 0.14320 261 1 0.96 1.00E-06 = 3.58E-05
30-70 Years 0.14320 233 1 0.96 1.00E-06 = 3.20E-05
TOG Exh Excess Risk at MEI
Age Group Dose CPF ASF ED AT FAH Conversion Risk
3rd Trimester 4.96E-05 6.03E-03 10 0.25 70 0.85 1,000,000 0.0 0-2 Years 1.50E-04 6.03E-03 10 1.00 70 0.85 1,000,000 0.1 2-16 Years 7.85E-05 6.03E-03 3 1.00 70 0.72 1,000,000 0.0 16-30 Years 3.58E-05 6.03E-03 1 1.00 70 0.73 1,000,000 0.0 30-70 Years 3.20E-05 6.03E-03 1 1.00 70 0.73 1,000,000 0.0 TOG Evap Dose @ MEI
Age Group Cair x BR A EF CF Dose
3rd Trimester 0.12991 361 1 0.96 1.00E-06 = 4.50E-05
0-2 Years 0.12991 1090 1 0.96 1.00E-06 = 1.36E-04
2-16 Years 0.12991 572 1 0.96 1.00E-06 = 7.13E-05
16-30 Years 0.12991 261 1 0.96 1.00E-06 = 3.25E-05
30-70 Years 0.12991 233 1 0.96 1.00E-06 = 2.90E-05
TOG Evap Excess Risk at MEI
Age Group Dose CPF ASF ED AT FAH Conversion Risk
3rd Trimester 4.50E-05 1.31E-03 10 0.25 70 0.85 1,000,000 0.0 0-2 Years 1.36E-04 1.31E-03 10 1.00 70 0.85 1,000,000 0.0 2-16 Years 7.13E-05 1.31E-03 3 1.00 70 0.72 1,000,000 0.0 16-30 Years 3.25E-05 1.31E-03 1 1.00 70 0.73 1,000,000 0.0 30-70 Years 2.90E-05 1.31E-03 1 1.00 70 0.73 1,000,000 0.0 Hazard Index 0.00
2.32951 0.00
2.53377 0.00
0.13 0.00
Hazard Index 0.00
1-HR AERMOD Conc. 1-HR Hazard Index
0.14 0.00
Annual AERMOD Conc. Chronic Hazard Index
0.01 0.00
928
Total Excess Risk at MEI (Cumulative, Based on Age at Start of Construction) DPM TOG Exh TOG Evap
0 -0.25 - 0 2025 0.1 0.0 0.0 0.1
1 0-1 2026 0.9 0.1 0.0 1.0
2 1-2 2027 0.9 0.1 0.0 1.0
3 2-3 2028 0.1 0.0 0.0 0.1
4 3-4 2029 0.1 0.0 0.0 0.1
5 4-5 2030 0.1 0.0 0.0 0.1
6 5-6 2031 0.1 0.0 0.0 0.1
7 6-7 2032 0.1 0.0 0.0 0.1
8 7-8 2033 0.1 0.0 0.0 0.1
9 8-9 2034 0.1 0.0 0.0 0.1
10 9-10 2035 0.1 0.0 0.0 0.1
11 10-11 2036 0.1 0.0 0.0 0.1
12 11-12 2037 0.1 0.0 0.0 0.1
13 12-13 2038 0.1 0.0 0.0 0.1
14 13-14 2039 0.1 0.0 0.0 0.1
15 14-15 2040 0.1 0.0 0.0 0.1
16 15-16 2041 0.1 0.0 0.0 0.1
17 16-17 2042 0.0 0.0 0.0 0.0
18 17-18 2043 0.0 0.0 0.0 0.0
19 18-19 2044 0.0 0.0 0.0 0.0
20 19-20 2045 0.0 0.0 0.0 0.0
21 20-21 2046 0.0 0.0 0.0 0.0
22 21-22 2047 0.0 0.0 0.0 0.0
23 22-23 2048 0.0 0.0 0.0 0.0
24 23-24 2049 0.0 0.0 0.0 0.0
25 24-25 2050 0.0 0.0 0.0 0.0
26 25-26 2051 0.0 0.0 0.0 0.0
27 26-27 2052 0.0 0.0 0.0 0.0
28 27-28 2053 0.0 0.0 0.0 0.0
29 28-29 2054 0.0 0.0 0.0 0.0
30 29-30 2055 0.0 0.0 0.0 0.0
3.8 0.5 0.1 4.4
1 1
1 Cumulative Life
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 1
1 Cancer Risk (Per Million) Total
0.25 1
1 1
1 1
1 1
1 Exposure Year Exposure Duration
(Years) Age Year
929
Appendix B
Euclid/Walnut Mixed Use Planned Unit Development Project February 24, 2023 Health Risk Assessment Report
Appendix B
AERMOD Output
930
Appendix B
Euclid/Walnut Mixed Use Planned Unit Development Project February 24, 2023 Health Risk Assessment Report
This page intentionally left blank.
931
PRELIMINARY HYDROLOGY REPORT
EUCLID-WALNUT
ONTARIO, CA
NW Corner of E. Euclid Avenue and Walnut Street
Ontario, California
Prepared For
L E G A R Y P A R T N E R S
5 1 4 1 C a l i f o r n i a A v e n u e , S u i t e 1 0 0 I r v i n e , C A 9 2 6 1 7
P h 9 4 9 . 9 3 0 . 7 7 1 2
Prepared By
Moyenuddin Sirajee, P.E.
Fuscoe Engineering, Inc.
2850 Inland Empire Blvd. Building B
Ontario, California, 91764
909.581.0676
www.fuscoe.com
Project Manager:
Carolina Gonzalez
Date Prepared: September 2022
Revision 1 : April 2023
Job Number: 424-027
R F U L L C I R C L E T H I N K I N G FUSCOE
E N G I N E E R I N G
Addendum Appendix C
932
EUCLID AND WALNUT 1 APN 1051-271-66-0
PRELIMINARY HYDROLOGY REPORT
EUCLID-WALNUT
Located at NW corner of E. Euclid Avenue and Walnut Street in the
City of Ontario
County of San Bernardino, California
Prepared for:
LEGACY PARTNERS
5141 California Avenue, Suite 100
Irvine, CA 92617
949.930.7712
Prepared by:
FUSCOE ENGINEERING, INC.
2850 Inland Empire Blvd. Building B
Ontario, CA 91764
909.581.0676
Date Created: September 2022
Revised : April 2023
933
EUCLID AND WALNUT 2 APN 1051-271-66-0
Table of Contents
1.0 INTRODUCTION ............................................................................................................. 3
1.1 GEOGRAPHIC SETTING ................................................................................................. 3
1.2 PURPOSE OF THIS REPORT ............................................................................................ 3
1.3 REFERENCES .................................................................................................................. 3
1.3 PROJECT SITE LOCATION MAP ...................................................................................... 4
1.4 SOIL & PRECIPITATION DATA ......................................................................................... 4
2.0 EXISTING TOPOGRAPHIC & HYDROLOGIC CONDITIONS ............................................... 5
2.1 EXISTING TOPOGRAPHY ................................................................................................ 5
2.2 EXISTING DRAINAGE SYSTEM ......................................................................................... 5
3.0 PROPOSED DEVELOPMENT AND DRAINAGE FACILITIES ................................................... 5
3.1 PROPOSED DEVELOPMENT ............................................................................................ 5
3.2 PROPOSED DRAINAGE FACILITY .................................................................................... 6
4.0 HYDROLOGY AND HYDRAULIC STUDY ............................................................................ 7
4.1 METHODOLOGY .......................................................................................................... 7
5.0 RESULTS AND CONCLUSIONS ......................................................................................... 7
6.0 APPENDICES .......................................................................................................................... 9 Appendix 1 Soil Classification and Maps
Appendix 2 NOAA Precipitation Data
Appendix 3 Rational Method Pre and Post Development (Q100-24H & Q10-24H) Appendix 4 Hydrology Maps Pre and Post Development Plan Appendix 5 Unit Hydrograph and Routing Calculation and Proposed Temporary Detention system Appendix 6 Supporting Documents (MPD Map)
Appendix 7 Soil’s Report
934
EUCLID AND WALNUT 3 APN 1051-271-66-0
1.0 INTRODUCTION
1.1 GEOGRAPHIC SETTING
The proposed Euclid-Walnut project is located at the northwest corner of East Euclid Avenue and Walnut Street. It is currently developed commercial area with a gross land area of approximately 9.60 Acres. This specific site is part of APN 1051-271-66-0 in the City of Ontario, CA. The approximate latitude and longitude of the project is 34.027414 and - 117.652412 respectively. The total disturbed area for this development is approximately 9.83 Ac. For additional detail see Project Site Location or Vicinity Map on paragraph 1.3 next page.
1.2 PURPOSE OF THIS REPORT
The proposed Euclid and Walnut development will include the construction of an apartment complex with its amenities, drive aisles , landscaping, parking areas and dry/wet utilities. The purpose of this report is to determine the storm water runoff from the completed project site will not exceed 90% of the pre-project runoff discharge rate for the 24-hour design storm for 10-year and 100-year return frequency rainfall events. Sizing of all on-site and off-site drainage pipes and structures will not be part of this preliminary report.
1.3 REFERENCES
• San Bernardino County Hydrology Manual 1986
• The Urban Drainage Design Manual (Federal Highway Administration) 935
EUCLID AND WALNUT 4 APN 1051-271-66-0
1.3 PROJECT SITE LOCATION MAP
1.4 SOIL & PRECIPITATION-RAINFALL INTENSITY DATA
Per the Geotechnical Exploration Report conducted Leighton and Associates, Inc under Project No. 13493.001 dated May 13, 2022, the site is underlain by a relatively thin mantle of undocumented artificial fill materials overlaying Ouatemary-aged young alluvial fan deposits.
Groundwater was not encountered during the subsurface exploration to the maximum depth of 51.5 feet. Therefore, groundwater is not expected to pose a constraint during or after construction. Percolation testing was also performed and concluded that the site is marginally feasible for stormwater infiltration.
The Precipitation and Rainfall Intensity Data for this site was obtained from NOAA web site. 936
EUCLID AND WALNUT 5 APN 1051-271-66-0
2.0 EXISTING TOPOGRAPHIC & HYDROLOGIC
CONDITIONS
2.1 EXISTING TOPOGRAPHY
The project site is currently a developed commercial site with approximately 93.3% imperviousness. It is slightly elevated from northeast to southwest with elevations ranging from 825 to 809 feet above mean sea level (amsl). The ground surface cover consisted of commercial buildings, asphalt pavement and some landscaped areas. West and North of the property are currently commercial and residential areas. East of the property is bounded by Euclid Avenue while at the southern portion by Walnut Street.
2.2 EXISTING DRAINAGE SYSTEM
Per City of Ontario Master Plan of Drainage (MPD) this project lies within the drainage subbasins E12, draining to system EULD-VII-1 on the east and subbasin E15, draining to system FERN-VII-1 on the west. Currently there is no existing drainage facilities on site.
Therefore, runoff generating from the site surface flows into the adjacent public street. Runoff generating from easterly portion of the site (Area DA-1 per Pre-Development drainage Map, this report) sheet flows from northeast location then it drains to a valley gutter at the midportion of the property. It then goes along to a parkway drain that runs to the public street (Walnut Street) gutter from east to west direction. Similarly, runoff generating from the rest of the site (Area DA-2 per Pre-Development drainage Map, this report) sheet flows and then drain through an onsite valley gutter located on the west side of the site, draining south, towards Walnut street through the existing concrete driveway approach. Therefore, in existing condition the entire site drain into the existing MPD drainage system FERN-VII-1 located on the west side of the project. See Appendix 4 for the existing drainage map.
3.0 PROPOSED DEVELOPMENT AND DRAINAGE
FACILITIES
3.1 PROPOSED DEVELOPMENT
The proposed development will include the construction of an apartment complex, drive aisles, landscaping and parking areas. In addition, the development will include installation of 937
EUCLID AND WALNUT 6 APN 1051-271-66-0
appropriate drainage facilities and other utilities. Post development imperviousness will be 80% using proposed Land Use Development type (Apartment) per SBC Hydrology manual.
3.2 PROPOSED DRAINAGE FACILITY
As mentioned earlier that per Master Plan of Drainage (MPD) this project lies within the drainage subbasin E12, draining to system EULD-VII-1 on the east and subbasin E15, draining to system FERN-VII-1 on the west. The proposed drainage improvement will have storm drain system which will mimic MPD drainage pattern as practically as possible. On site runoff will be intercepted by series of catch basins which then drain into the proposed underground Modular wetland (Proprietary Bioretention Systems to mitigate Water Quality requirements) and then into underground storm drain system. The drainage area DA-9 (Per Post-Development drainage Map, this report) will drain toward east into the proposed 24-inch SD system, an extension of EULD-VII-1, per MPD. The remaining site will drain to south into Walnut Street and then drain westward into the system FERN-VII-1 per MPD. Due to site’s low infiltration capacity all the water quality runoff needs to be treated with proprietary Bioretention system. These systems are underground and therefore the storm drain system need to be underground. As there is no underground storm drain system on the south to receive runoff from drainage area draining toward south, therefore 100-year runoff generating from some of the drainage area needed to be pumped out to the street on the south. Therefore, it has been proposed to collect runoff generating from the drainage area as designated by DA-1 thru DA3 as well as water quality flow from the drainage areas DA-4 to DA-8 temporarily into an underground detention facility and pump these out into Walnut Street. The pumping will begin as soon as the detention facility start to receive runoff from these drainage areas. The pumping capacity generally are far lower than the 100-year runoff rate. Therefore, an underground storage facility is required. It will be sized based on the delta flow between 100- years flow and the to be installed pumping capacity. A preliminary calculation using a pump system with 230-gpm (0.51cfs) pumping capacity will require a 1.08 acre-ft of onsite storage.
The location and layout of the detention facility and pump system can be found in PostDevelopment Drainage Map in Appendix 4 of this report. The proposed storm drain system will be designed to capture 100yr storm events. Additionally, this specific project site is a HCOC Exempt area per County of San Bernardino Storm Water Facility Mapping Tool. Pre and Post development Maps are shown in the Hydrology Map in Appendix 4. 938
EUCLID AND WALNUT 7 APN 1051-271-66-0
4.0 HYDROLOGY AND HYDRAULIC STUDY
4.1 METHODOLOGY
The hydrology study was performed under the guidelines of the San Bernardino County (SBC) Hydrology Manual. Rational method was used to calculate peak runoff rates as prescribed by the San Bernardino County Hydrology Manual.
Computer programs were used:
• Rational Method, Unit Hydrograph &
Flood Hydrograph Routing; CIVILD
Results of the analysis are included in this report on Appendix 3.
5.0 RESULTS AND CONCLUSIONS
Based on the calculations, it was determined that the proposed development discharge rates for 100-year storm event decreased from 34.85 cfs to 25.86 due to the reduction of imperviousness and temporary detention. It is anticipated that there will be no flooding in the site due to this development and mitigation measures. Rational Method calculation, Unit Hydrograph calculation and Routing Calculation for pre and post development condition shown on Appendix 3.
PRE-DEVELOPED CONDITIONS 100 YEAR 24HR STORM EVENT
Drainage
Area
Remarks
Area
(acre)
Soil
Type
Q100Y
24H
(cfs)
DA-1 Discharging to Location Node 1.02 6.8 A / B 25.06
DA-2 Discharging to Location Node 2.02 2.8 A / B 9.79
Total Site Leaving site at S/W corner on Walnut St. 9.6 A / B 34.85 939
EUCLID AND WALNUT 8 APN 1051-271-66-0
POST-DEVELOPED CONDITIONS 100 YEAR 24HR STORM EVENT
(BEFORE DETENTION)
Drainage
Area
Remarks
Area
(acre)
Soil
Type
Q100Y
24H
(cfs)
DA-1 to DA-3 Discharging to Location Node 1.05 4.73 A / B 17.71 DA-4 Discharging to Location Node 4.02 1.32 B 4.63
DA-5 Discharging to Location Node 5.02 0.54 B 2.45
DA-6 Discharging to Location Node 6.02 0.41 B 1.85
DA-7.1 Discharging to Parkway Drain-4 0.75 B 3.44
DA-7.2 Discharging to Parkway Drain-5 0.19 B 0.92
DA-8 Discharging to Location Node 8.03 0.69 B 3.28
DA-9 Discharging to Location Node 9.04 0.97 A / B 4.18
Total Site 9.6 A / B 38.46
POST-DEVELOPED CONDITIONS 100 YEAR 24HR STORM EVENT
(AFTER DETENTION)
Drainage
Area
Remarks
Area
(acre)
Soil
Type
Q100Y
24H
(cfs)
DA-1 to DA-3 Discharging to Location Node 1.05 4.73 A / B 5.11 DA-4 Discharging to Location Node 4.02 1.32 B 4.63
DA-5 Discharging to Location Node 5.02 0.54 B 2.45
DA-6 Discharging to Location Node 6.02 0.41 B 1.85
DA-7.1 Discharging to Parkway Drain-4 0.75 B 3.44
DA-7.2 Discharging to Parkway Drain-5 0.19 B 0.92
DA-8 Discharging to Location Node 8.03 0.69 B 3.28
DA-9 Discharging to Location Node 9.04 0.97 A / B 4.18
Total Site 9.6 A / B 25.86
940
EUCLID AND WALNUT 9 APN 1051-271-66-0
CONCLUSION:
PRE-CONSTRUCTION VS. POST-CONSTRUCTION FLOW SUMMARY
Discharge
Location
PreDevelopment
Flow rate,
Q100Y-24H
PostDevelopment
Flow rate
Q100Y-24H
Conclusion
LEAVING SITE 34.85 cfs
LEAVING SITE 25.86 cfs
Post Development flow
decreased to 74% of PreDevelopment
6.0 APPENDICES
Appendix 1 Soil Classification and Maps
Appendix 2 NOAA Precipitation Data
Appendix 3 Rational Method Pre and Post Development (Q100-24H & Q10-24H) Appendix 4 Hydrology Maps Pre and Post Development Plan Appendix 5 Unit Hydrograph and Routing Calculation and Proposed Temporary Detention system Appendix 6 Supporting Documents (MPD Map)
Appendix 7 Soil’s Report
941
APPENDIX 1
SOIL CLASSIFICATION AND MAPS
942
Hydrologic Soil Group—San Bernardino County Southwestern Part, California Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
3/20/2023
3765290 3765320 3765350 3765380 3765410 3765440 3765470 3765500 3765290 3765320 3765350 3765380 3765410 3765440 3765470 3765500 439600 439630 439660 439690 439720 439750 439780 439810 439840 439870 439900 439930 439600 439630 439660 439690 439720 439750 439780 439810 439840 439870 439900 439930 34° 1' 42'' N
117° 39' 15'' W
34° 1' 42'' N
117° 39' 1'' W
34° 1' 35'' N
117° 39' 15'' W
34° 1' 35'' N N 117° 39' 1'' W
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 0 50 100 200 300
Feet
0 20 40 80 120
Meters
Map Scale: 1:1,650 if printed on A landscape (11" x 8.5") sheet.
Soil Map may not be valid at this scale.
943
APPENDIX 2
NOAA PRECIPITATION DATA
944
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948
APPENDIX 3
RATIONAL METHOD: PRE AND POST
DEVELOPMENT (Q100-24HR & Q10-24HR)
PARKWAY CULVERT CALCULATION
949
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2005 Version 7.1 Rational Hydrology Study Date: 04/19/23
------------------------------------------------------------------------
RATIONAL, EUCLID AND WALNUT
100-YEAR EVENT
PRE CONSTRUCTION
FUSCOE ENGINEERING
------------------------------------------------------------------------ Program License Serial Number 6049
------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0
Computed rainfall intensity:
Storm year = 100.00 1 hour rainfall = 1.440 (In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.010 to Point/Station 1.020 **** 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) = 95.00
Pervious ratio(Ap) = 0.0700 Max loss rate(Fm)= 0.007(In/Hr) Initial subarea data:
Initial area flow distance = 898.000(Ft.)
Top (of initial area) elevation = 824.100(Ft.)
Bottom (of initial area) elevation = 812.000(Ft.)
Difference in elevation = 12.100(Ft.)
Slope = 0.01347 s(%)= 1.35
TC = k(0.292)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 10.482 min.
Rainfall intensity = 4.102(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.898 Subarea runoff = 25.062(CFS)
Total initial stream area = 6.800(Ac.)
Pervious area fraction = 0.070
Initial area Fm value = 0.007(In/Hr)
950
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.010 to Point/Station 2.020 **** 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) = 95.00
Pervious ratio(Ap) = 0.0500 Max loss rate(Fm)= 0.005(In/Hr) Initial subarea data:
Initial area flow distance = 879.000(Ft.)
Top (of initial area) elevation = 817.000(Ft.)
Bottom (of initial area) elevation = 810.300(Ft.)
Difference in elevation = 6.700(Ft.)
Slope = 0.00762 s(%)= 0.76
TC = k(0.287)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 11.450 min.
Rainfall intensity = 3.890(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.899 Subarea runoff = 9.791(CFS)
Total initial stream area = 2.800(Ac.)
Pervious area fraction = 0.050
Initial area Fm value = 0.005(In/Hr)
End of computations, Total Study Area = 9.60 (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) = 0.064
Area averaged SCS curve number = 95.0
951
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2005 Version 7.1 Rational Hydrology Study Date: 04/25/23
------------------------------------------------------------------------
RATIONAL, EUCLID AND WALNUT
100-YEAR EVENT
POST CONSTRUCTION
FUSCOE ENGINEERING
------------------------------------------------------------------------ Program License Serial Number 6049
------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 100.0
Computed rainfall intensity:
Storm year = 100.00 1 hour rainfall = 1.440 (In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.010 to Point/Station 1.020 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ APARTMENT subarea type
Decimal fraction soil group A = 0.480
Decimal fraction soil group B = 0.520
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 44.48
Pervious ratio(Ap) = 0.2000 Max loss rate(Fm)= 0.174(In/Hr) Initial subarea data:
Initial area flow distance = 595.000(Ft.)
Top (of initial area) elevation = 821.000(Ft.)
Bottom (of initial area) elevation = 814.800(Ft.)
Difference in elevation = 6.200(Ft.)
Slope = 0.01042 s(%)= 1.04
TC = k(0.324)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 10.394 min.
Rainfall intensity = 4.123(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.862 Subarea runoff = 6.290(CFS)
952
Total initial stream area = 1.770(Ac.)
Pervious area fraction = 0.200
Initial area Fm value = 0.174(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.020 to Point/Station 1.030 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 810.700(Ft.)
Downstream point/station elevation = 810.300(Ft.)
Pipe length = 63.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 6.290(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 6.290(CFS)
Normal flow depth in pipe = 11.65(In.)
Flow top width inside pipe = 17.20(In.)
Critical Depth = 11.63(In.)
Pipe flow velocity = 5.20(Ft/s)
Travel time through pipe = 0.20 min.
Time of concentration (TC) = 10.60 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.030 to Point/Station 1.040 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 809.000(Ft.)
Downstream point/station elevation = 806.300(Ft.)
Pipe length = 346.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 6.290(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 6.290(CFS)
Normal flow depth in pipe = 10.86(In.)
Flow top width inside pipe = 17.61(In.)
Critical Depth = 11.63(In.)
Pipe flow velocity = 5.64(Ft/s)
Travel time through pipe = 1.02 min.
Time of concentration (TC) = 11.62 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.030 to Point/Station 1.040 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 1.770(Ac.)
Runoff from this stream = 6.290(CFS)
Time of concentration = 11.62 min.
953
Rainfall intensity = 3.856(In/Hr)
Area averaged loss rate (Fm) = 0.1744(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.010 to Point/Station 2.020 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ APARTMENT subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.2000 Max loss rate(Fm)= 0.147(In/Hr) Initial subarea data:
Initial area flow distance = 376.000(Ft.)
Top (of initial area) elevation = 820.100(Ft.)
Bottom (of initial area) elevation = 815.600(Ft.)
Difference in elevation = 4.500(Ft.)
Slope = 0.01197 s(%)= 1.20
TC = k(0.324)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 8.414 min.
Rainfall intensity = 4.680(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.872 Subarea runoff = 5.957(CFS)
Total initial stream area = 1.460(Ac.)
Pervious area fraction = 0.200
Initial area Fm value = 0.147(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.020 to Point/Station 2.030 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 809.600(Ft.)
Downstream point/station elevation = 809.200(Ft.)
Pipe length = 77.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 5.957(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 5.957(CFS)
Normal flow depth in pipe = 12.02(In.)
Flow top width inside pipe = 16.95(In.)
Critical Depth = 11.31(In.)
Pipe flow velocity = 4.74(Ft/s)
Travel time through pipe = 0.27 min.
Time of concentration (TC) = 8.68 min.
954
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.030 to Point/Station 2.040 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 807.800(Ft.)
Downstream point/station elevation = 806.500(Ft.)
Pipe length = 262.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 5.957(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 5.957(CFS)
Normal flow depth in pipe = 12.23(In.)
Flow top width inside pipe = 16.80(In.)
Critical Depth = 11.31(In.)
Pipe flow velocity = 4.66(Ft/s)
Travel time through pipe = 0.94 min.
Time of concentration (TC) = 9.62 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.030 to Point/Station 2.040 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 1
Stream flow area = 1.460(Ac.)
Runoff from this stream = 5.957(CFS)
Time of concentration = 9.62 min.
Rainfall intensity = 4.318(In/Hr)
Area averaged loss rate (Fm) = 0.1468(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.010 to Point/Station 3.020 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ APARTMENT subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.2000 Max loss rate(Fm)= 0.147(In/Hr) Initial subarea data:
Initial area flow distance = 293.000(Ft.)
Top (of initial area) elevation = 817.700(Ft.)
Bottom (of initial area) elevation = 815.100(Ft.)
Difference in elevation = 2.600(Ft.)
Slope = 0.00887 s(%)= 0.89
TC = k(0.324)*[(length^3)/(elevation change)]^0.2
955
Initial area time of concentration = 8.085 min.
Rainfall intensity = 4.793(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.872 Subarea runoff = 6.273(CFS)
Total initial stream area = 1.500(Ac.)
Pervious area fraction = 0.200
Initial area Fm value = 0.147(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.020 to Point/Station 3.030 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 810.100(Ft.)
Downstream point/station elevation = 809.200(Ft.)
Pipe length = 181.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 6.273(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 6.273(CFS)
Normal flow depth in pipe = 12.70(In.)
Flow top width inside pipe = 16.41(In.)
Critical Depth = 11.62(In.)
Pipe flow velocity = 4.70(Ft/s)
Travel time through pipe = 0.64 min.
Time of concentration (TC) = 8.73 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.030 to Point/Station 2.040 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 807.900(Ft.)
Downstream point/station elevation = 806.500(Ft.)
Pipe length = 16.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 6.273(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 6.273(CFS)
Normal flow depth in pipe = 5.48(In.)
Flow top width inside pipe = 16.57(In.)
Critical Depth = 11.62(In.)
Pipe flow velocity = 13.76(Ft/s)
Travel time through pipe = 0.02 min.
Time of concentration (TC) = 8.75 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.030 to Point/Station 2.040 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 2
956
Stream flow area = 1.500(Ac.)
Runoff from this stream = 6.273(CFS)
Time of concentration = 8.75 min.
Rainfall intensity = 4.573(In/Hr)
Area averaged loss rate (Fm) = 0.1468(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
Summary of stream data:
Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 5.96 1.460 9.62 0.147 4.318
2 6.27 1.500 8.75 0.147 4.573
Qmax(1) =
1.000 * 1.000 * 5.957) +
0.942 * 1.000 * 6.273) + = 11.869
Qmax(2) =
1.061 * 0.909 * 5.957) +
1.000 * 1.000 * 6.273) + = 12.018
Total of 2 streams to confluence:
Flow rates before confluence point:
5.957 6.273
Maximum flow rates at confluence using above data:
11.869 12.018
Area of streams before confluence:
1.460 1.500
Effective area values after confluence:
2.960 2.827
Results of confluence:
Total flow rate = 12.018(CFS)
Time of concentration = 8.746 min.
Effective stream area after confluence = 2.827(Ac.)
Study area average Pervious fraction(Ap) = 0.200
Study area average soil loss rate(Fm) = 0.147(In/Hr)
Study area total (this main stream) = 2.96(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.040 to Point/Station 1.040 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 806.500(Ft.)
Downstream point/station elevation = 806.300(Ft.)
Pipe length = 42.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 12.018(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 12.018(CFS)
Normal flow depth in pipe = 15.80(In.)
957
Flow top width inside pipe = 22.77(In.)
Critical Depth = 14.94(In.)
Pipe flow velocity = 5.48(Ft/s)
Travel time through pipe = 0.13 min.
Time of concentration (TC) = 8.87 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.040 to Point/Station 1.040 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 2.827(Ac.)
Runoff from this stream = 12.018(CFS)
Time of concentration = 8.87 min.
Rainfall intensity = 4.533(In/Hr)
Area averaged loss rate (Fm) = 0.1468(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
Summary of stream data:
Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 6.29 1.770 11.62 0.174 3.856
2 12.02 2.827 8.87 0.147 4.533
Qmax(1) =
1.000 * 1.000 * 6.290) +
0.846 * 1.000 * 12.018) + = 16.453
Qmax(2) =
1.184 * 0.764 * 6.290) +
1.000 * 1.000 * 12.018) + = 17.705
Total of 2 main streams to confluence:
Flow rates before confluence point:
7.290 13.018
Maximum flow rates at confluence using above data:
16.453 17.705
Area of streams before confluence:
1.770 2.827
Effective area values after confluence:
4.597 4.179
Results of confluence:
Total flow rate = 17.705(CFS)
Time of concentration = 8.874 min.
Effective stream area after confluence = 4.179(Ac.)
Study area average Pervious fraction(Ap) = 0.200
958
Study area average soil loss rate(Fm) = 0.157(In/Hr)
Study area total = 4.60(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.040 to Point/Station 1.050 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 806.300(Ft.)
Downstream point/station elevation = 805.800(Ft.)
Pipe length = 100.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 17.705(CFS)
Given pipe size = 30.00(In.)
Calculated individual pipe flow = 17.705(CFS)
Normal flow depth in pipe = 16.92(In.)
Flow top width inside pipe = 29.75(In.)
Critical Depth = 17.09(In.)
Pipe flow velocity = 6.20(Ft/s)
Travel time through pipe = 0.27 min.
Time of concentration (TC) = 9.14 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.010 to Point/Station 4.020 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ APARTMENT subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.2000 Max loss rate(Fm)= 0.147(In/Hr) Initial subarea data:
Initial area flow distance = 641.000(Ft.)
Top (of initial area) elevation = 816.000(Ft.)
Bottom (of initial area) elevation = 809.400(Ft.)
Difference in elevation = 6.600(Ft.)
Slope = 0.01030 s(%)= 1.03
TC = k(0.324)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 10.734 min.
Rainfall intensity = 4.044(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.867 Subarea runoff = 4.630(CFS)
Total initial stream area = 1.320(Ac.)
Pervious area fraction = 0.200
Initial area Fm value = 0.147(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 959
Process from Point/Station 5.010 to Point/Station 5.020 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ APARTMENT subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.2000 Max loss rate(Fm)= 0.147(In/Hr) Initial subarea data:
Initial area flow distance = 269.000(Ft.)
Top (of initial area) elevation = 813.700(Ft.)
Bottom (of initial area) elevation = 809.800(Ft.)
Difference in elevation = 3.900(Ft.)
Slope = 0.01450 s(%)= 1.45
TC = k(0.324)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 7.082 min.
Rainfall intensity = 5.190(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.875 Subarea runoff = 2.451(CFS)
Total initial stream area = 0.540(Ac.)
Pervious area fraction = 0.200
Initial area Fm value = 0.147(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.010 to Point/Station 6.020 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ APARTMENT subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.2000 Max loss rate(Fm)= 0.147(In/Hr) Initial subarea data:
Initial area flow distance = 269.000(Ft.)
Top (of initial area) elevation = 813.900(Ft.)
Bottom (of initial area) elevation = 810.200(Ft.)
Difference in elevation = 3.700(Ft.)
Slope = 0.01375 s(%)= 1.38
TC = k(0.324)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 7.157 min.
Rainfall intensity = 5.157(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.874 Subarea runoff = 1.849(CFS)
Total initial stream area = 0.410(Ac.)
Pervious area fraction = 0.200
960
Initial area Fm value = 0.147(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.010 to Point/Station 7.020 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ APARTMENT subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.2000 Max loss rate(Fm)= 0.147(In/Hr) Initial subarea data:
Initial area flow distance = 284.000(Ft.)
Top (of initial area) elevation = 816.200(Ft.)
Bottom (of initial area) elevation = 810.700(Ft.)
Difference in elevation = 5.500(Ft.)
Slope = 0.01937 s(%)= 1.94
TC = k(0.324)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 6.831 min.
Rainfall intensity = 5.304(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.875 Subarea runoff = 4.363(CFS)
Total initial stream area = 0.940(Ac.)
Pervious area fraction = 0.200
Initial area Fm value = 0.147(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.010 to Point/Station 8.020 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ APARTMENT subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.2000 Max loss rate(Fm)= 0.147(In/Hr) Initial subarea data:
Initial area flow distance = 204.000(Ft.)
Top (of initial area) elevation = 817.400(Ft.)
Bottom (of initial area) elevation = 814.900(Ft.)
Difference in elevation = 2.500(Ft.)
Slope = 0.01225 s(%)= 1.23
TC = k(0.324)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 6.557 min.
Rainfall intensity = 5.435(In/Hr) for a 100.0 year storm 961
Effective runoff coefficient used for area (Q=KCIA) is C = 0.876 Subarea runoff = 3.284(CFS)
Total initial stream area = 0.690(Ac.)
Pervious area fraction = 0.200
Initial area Fm value = 0.147(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.020 to Point/Station 8.030 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 812.700(Ft.)
Downstream point/station elevation = 811.900(Ft.)
Pipe length = 110.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 3.284(CFS)
Given pipe size = 12.00(In.)
NOTE: Normal flow is pressure flow in user selected pipe size.
The approximate hydraulic grade line above the pipe invert is
0.542(Ft.) at the headworks or inlet of the pipe(s)
Pipe friction loss = 0.934(Ft.)
Minor friction loss = 0.407(Ft.) K-factor = 1.50
Pipe flow velocity = 4.18(Ft/s)
Travel time through pipe = 0.44 min.
Time of concentration (TC) = 7.00 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.010 to Point/Station 9.020 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ APARTMENT subarea type
Decimal fraction soil group A = 0.850
Decimal fraction soil group B = 0.150
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 35.60
Pervious ratio(Ap) = 0.2000 Max loss rate(Fm)= 0.191(In/Hr) Initial subarea data:
Initial area flow distance = 340.000(Ft.)
Top (of initial area) elevation = 824.000(Ft.)
Bottom (of initial area) elevation = 818.400(Ft.)
Difference in elevation = 5.600(Ft.)
Slope = 0.01647 s(%)= 1.65
TC = k(0.324)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 7.582 min.
Rainfall intensity = 4.982(In/Hr) for a 100.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.866 Subarea runoff = 4.182(CFS)
Total initial stream area = 0.970(Ac.)
Pervious area fraction = 0.200
962
Initial area Fm value = 0.191(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.020 to Point/Station 9.030 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 815.300(Ft.)
Downstream point/station elevation = 815.200(Ft.)
Pipe length = 30.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 4.182(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 4.182(CFS)
Normal flow depth in pipe = 10.99(In.)
Flow top width inside pipe = 17.55(In.)
Critical Depth = 9.41(In.)
Pipe flow velocity = 3.70(Ft/s)
Travel time through pipe = 0.14 min.
Time of concentration (TC) = 7.72 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.030 to Point/Station 9.040 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 813.800(Ft.)
Downstream point/station elevation = 813.600(Ft.)
Pipe length = 49.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 4.182(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 4.182(CFS)
Normal flow depth in pipe = 10.29(In.)
Flow top width inside pipe = 17.81(In.)
Critical Depth = 9.41(In.)
Pipe flow velocity = 4.00(Ft/s)
Travel time through pipe = 0.20 min.
Time of concentration (TC) = 7.92 min.
End of computations, Total Study Area = 9.60 (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) = 0.200
Area averaged SCS curve number = 51.8
963
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2005 Version 7.1 Rational Hydrology Study Date: 04/26/23
------------------------------------------------------------------------
RATIONAL, EUCLID AND WALNUT
10-YEAR EVENT
PRE CONSTRUCTION
FUSCOE ENGINEERING
------------------------------------------------------------------------ Program License Serial Number 6049
------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 10.0
Computed rainfall intensity:
Storm year = 10.00 1 hour rainfall = 0.930 (In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.010 to Point/Station 1.020 **** 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) = 95.00
Pervious ratio(Ap) = 0.0700 Max loss rate(Fm)= 0.007(In/Hr) Initial subarea data:
Initial area flow distance = 898.000(Ft.)
Top (of initial area) elevation = 824.100(Ft.)
Bottom (of initial area) elevation = 812.000(Ft.)
Difference in elevation = 12.100(Ft.)
Slope = 0.01347 s(%)= 1.35
TC = k(0.292)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 10.482 min.
Rainfall intensity = 2.649(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.898 Subarea runoff = 16.171(CFS)
Total initial stream area = 6.800(Ac.)
Pervious area fraction = 0.070
Initial area Fm value = 0.007(In/Hr)
964
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.010 to Point/Station 2.020 **** 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) = 95.00
Pervious ratio(Ap) = 0.0500 Max loss rate(Fm)= 0.005(In/Hr) Initial subarea data:
Initial area flow distance = 879.000(Ft.)
Top (of initial area) elevation = 817.000(Ft.)
Bottom (of initial area) elevation = 810.300(Ft.)
Difference in elevation = 6.700(Ft.)
Slope = 0.00762 s(%)= 0.76
TC = k(0.287)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 11.450 min.
Rainfall intensity = 2.512(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.898 Subarea runoff = 6.319(CFS)
Total initial stream area = 2.800(Ac.)
Pervious area fraction = 0.050
Initial area Fm value = 0.005(In/Hr)
End of computations, Total Study Area = 9.60 (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) = 0.064
Area averaged SCS curve number = 95.0
965
San Bernardino County Rational Hydrology Program
(Hydrology Manual Date - August 1986)
CIVILCADD/CIVILDESIGN Engineering Software, (c) 1989-2005 Version 7.1 Rational Hydrology Study Date: 04/26/23
------------------------------------------------------------------------
RATIONAL, EUCLID AND WALNUT
10-YEAR EVENT
POST CONSTRUCTION
FUSCOE ENGINEERING
------------------------------------------------------------------------ Program License Serial Number 6049
------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** ------------------------------------------------------------------------ Rational hydrology study storm event year is 10.0
Computed rainfall intensity:
Storm year = 10.00 1 hour rainfall = 0.930 (In.)
Slope used for rainfall intensity curve b = 0.6000
Soil antecedent moisture condition (AMC) = 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.010 to Point/Station 1.020 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ APARTMENT subarea type
Decimal fraction soil group A = 0.480
Decimal fraction soil group B = 0.520
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 44.48
Pervious ratio(Ap) = 0.2000 Max loss rate(Fm)= 0.174(In/Hr) Initial subarea data:
Initial area flow distance = 595.000(Ft.)
Top (of initial area) elevation = 821.000(Ft.)
Bottom (of initial area) elevation = 814.800(Ft.)
Difference in elevation = 6.200(Ft.)
Slope = 0.01042 s(%)= 1.04
TC = k(0.324)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 10.394 min.
Rainfall intensity = 2.663(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.841 Subarea runoff = 3.964(CFS)
966
Total initial stream area = 1.770(Ac.)
Pervious area fraction = 0.200
Initial area Fm value = 0.174(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.020 to Point/Station 1.030 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 810.700(Ft.)
Downstream point/station elevation = 810.300(Ft.)
Pipe length = 63.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 3.964(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 3.964(CFS)
Normal flow depth in pipe = 8.72(In.)
Flow top width inside pipe = 17.99(In.)
Critical Depth = 9.14(In.)
Pipe flow velocity = 4.67(Ft/s)
Travel time through pipe = 0.22 min.
Time of concentration (TC) = 10.62 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.030 to Point/Station 1.040 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 809.000(Ft.)
Downstream point/station elevation = 806.300(Ft.)
Pipe length = 346.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 3.964(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 3.964(CFS)
Normal flow depth in pipe = 8.21(In.)
Flow top width inside pipe = 17.93(In.)
Critical Depth = 9.14(In.)
Pipe flow velocity = 5.04(Ft/s)
Travel time through pipe = 1.14 min.
Time of concentration (TC) = 11.76 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.030 to Point/Station 1.040 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 1.770(Ac.)
Runoff from this stream = 3.964(CFS)
Time of concentration = 11.76 min.
967
Rainfall intensity = 2.472(In/Hr)
Area averaged loss rate (Fm) = 0.1744(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.010 to Point/Station 2.020 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ APARTMENT subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.2000 Max loss rate(Fm)= 0.147(In/Hr) Initial subarea data:
Initial area flow distance = 376.000(Ft.)
Top (of initial area) elevation = 820.100(Ft.)
Bottom (of initial area) elevation = 815.600(Ft.)
Difference in elevation = 4.500(Ft.)
Slope = 0.01197 s(%)= 1.20
TC = k(0.324)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 8.414 min.
Rainfall intensity = 3.022(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.856 Subarea runoff = 3.779(CFS)
Total initial stream area = 1.460(Ac.)
Pervious area fraction = 0.200
Initial area Fm value = 0.147(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.020 to Point/Station 2.030 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 809.600(Ft.)
Downstream point/station elevation = 809.200(Ft.)
Pipe length = 77.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 3.779(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 3.779(CFS)
Normal flow depth in pipe = 8.99(In.)
Flow top width inside pipe = 18.00(In.)
Critical Depth = 8.92(In.)
Pipe flow velocity = 4.28(Ft/s)
Travel time through pipe = 0.30 min.
Time of concentration (TC) = 8.71 min.
968
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.030 to Point/Station 2.040 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 807.800(Ft.)
Downstream point/station elevation = 806.500(Ft.)
Pipe length = 262.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 3.779(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 3.779(CFS)
Normal flow depth in pipe = 9.12(In.)
Flow top width inside pipe = 18.00(In.)
Critical Depth = 8.92(In.)
Pipe flow velocity = 4.21(Ft/s)
Travel time through pipe = 1.04 min.
Time of concentration (TC) = 9.75 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.030 to Point/Station 2.040 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 1
Stream flow area = 1.460(Ac.)
Runoff from this stream = 3.779(CFS)
Time of concentration = 9.75 min.
Rainfall intensity = 2.767(In/Hr)
Area averaged loss rate (Fm) = 0.1468(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.010 to Point/Station 3.020 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ APARTMENT subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.2000 Max loss rate(Fm)= 0.147(In/Hr) Initial subarea data:
Initial area flow distance = 293.000(Ft.)
Top (of initial area) elevation = 817.700(Ft.)
Bottom (of initial area) elevation = 815.100(Ft.)
Difference in elevation = 2.600(Ft.)
Slope = 0.00887 s(%)= 0.89
TC = k(0.324)*[(length^3)/(elevation change)]^0.2
969
Initial area time of concentration = 8.085 min.
Rainfall intensity = 3.096(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.857 Subarea runoff = 3.981(CFS)
Total initial stream area = 1.500(Ac.)
Pervious area fraction = 0.200
Initial area Fm value = 0.147(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.020 to Point/Station 3.030 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 810.100(Ft.)
Downstream point/station elevation = 809.200(Ft.)
Pipe length = 181.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 3.981(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 3.981(CFS)
Normal flow depth in pipe = 9.40(In.)
Flow top width inside pipe = 17.98(In.)
Critical Depth = 9.15(In.)
Pipe flow velocity = 4.27(Ft/s)
Travel time through pipe = 0.71 min.
Time of concentration (TC) = 8.79 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.030 to Point/Station 2.040 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 807.900(Ft.)
Downstream point/station elevation = 806.500(Ft.)
Pipe length = 16.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 3.981(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 3.981(CFS)
Normal flow depth in pipe = 4.35(In.)
Flow top width inside pipe = 15.41(In.)
Critical Depth = 9.15(In.)
Pipe flow velocity = 12.08(Ft/s)
Travel time through pipe = 0.02 min.
Time of concentration (TC) = 8.81 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 3.030 to Point/Station 2.040 **** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________ Along Main Stream number: 2 in normal stream number 2
970
Stream flow area = 1.500(Ac.)
Runoff from this stream = 3.981(CFS)
Time of concentration = 8.81 min.
Rainfall intensity = 2.940(In/Hr)
Area averaged loss rate (Fm) = 0.1468(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
Summary of stream data:
Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 3.78 1.460 9.75 0.147 2.767
2 3.98 1.500 8.81 0.147 2.940
Qmax(1) =
1.000 * 1.000 * 3.779) +
0.938 * 1.000 * 3.981) + = 7.513
Qmax(2) =
1.066 * 0.904 * 3.779) +
1.000 * 1.000 * 3.981) + = 7.622
Total of 2 streams to confluence:
Flow rates before confluence point:
3.779 3.981
Maximum flow rates at confluence using above data:
7.513 7.622
Area of streams before confluence:
1.460 1.500
Effective area values after confluence:
2.960 2.820
Results of confluence:
Total flow rate = 7.622(CFS)
Time of concentration = 8.814 min.
Effective stream area after confluence = 2.820(Ac.)
Study area average Pervious fraction(Ap) = 0.200
Study area average soil loss rate(Fm) = 0.147(In/Hr)
Study area total (this main stream) = 2.96(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.040 to Point/Station 1.040 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 806.500(Ft.)
Downstream point/station elevation = 806.300(Ft.)
Pipe length = 42.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 7.622(CFS)
Given pipe size = 24.00(In.)
Calculated individual pipe flow = 7.622(CFS)
Normal flow depth in pipe = 11.84(In.)
971
Flow top width inside pipe = 24.00(In.)
Critical Depth = 11.78(In.)
Pipe flow velocity = 4.94(Ft/s)
Travel time through pipe = 0.14 min.
Time of concentration (TC) = 8.96 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 2.040 to Point/Station 1.040 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 2.820(Ac.)
Runoff from this stream = 7.622(CFS)
Time of concentration = 8.96 min.
Rainfall intensity = 2.912(In/Hr)
Area averaged loss rate (Fm) = 0.1468(In/Hr)
Area averaged Pervious ratio (Ap) = 0.2000
Summary of stream data:
Stream Flow rate Area TC Fm Rainfall Intensity
No. (CFS) (Ac.) (min) (In/Hr) (In/Hr)
1 3.96 1.770 11.76 0.174 2.472
2 7.62 2.820 8.96 0.147 2.912
Qmax(1) =
1.000 * 1.000 * 3.964) +
0.841 * 1.000 * 7.622) + = 10.375
Qmax(2) =
1.191 * 0.761 * 3.964) +
1.000 * 1.000 * 7.622) + = 11.217
Total of 2 main streams to confluence:
Flow rates before confluence point:
4.964 8.622
Maximum flow rates at confluence using above data:
10.375 11.217
Area of streams before confluence:
1.770 2.820
Effective area values after confluence:
4.590 4.167
Results of confluence:
Total flow rate = 11.217(CFS)
Time of concentration = 8.955 min.
Effective stream area after confluence = 4.167(Ac.)
Study area average Pervious fraction(Ap) = 0.200
972
Study area average soil loss rate(Fm) = 0.157(In/Hr)
Study area total = 4.59(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.040 to Point/Station 1.050 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 806.300(Ft.)
Downstream point/station elevation = 805.800(Ft.)
Pipe length = 100.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 11.217(CFS)
Given pipe size = 30.00(In.)
Calculated individual pipe flow = 11.217(CFS)
Normal flow depth in pipe = 12.95(In.)
Flow top width inside pipe = 29.72(In.)
Critical Depth = 13.45(In.)
Pipe flow velocity = 5.53(Ft/s)
Travel time through pipe = 0.30 min.
Time of concentration (TC) = 9.26 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 4.010 to Point/Station 4.020 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ APARTMENT subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.2000 Max loss rate(Fm)= 0.147(In/Hr) Initial subarea data:
Initial area flow distance = 641.000(Ft.)
Top (of initial area) elevation = 816.000(Ft.)
Bottom (of initial area) elevation = 809.400(Ft.)
Difference in elevation = 6.600(Ft.)
Slope = 0.01030 s(%)= 1.03
TC = k(0.324)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 10.734 min.
Rainfall intensity = 2.612(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.849 Subarea runoff = 2.928(CFS)
Total initial stream area = 1.320(Ac.)
Pervious area fraction = 0.200
Initial area Fm value = 0.147(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 973
Process from Point/Station 5.010 to Point/Station 5.020 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ APARTMENT subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.2000 Max loss rate(Fm)= 0.147(In/Hr) Initial subarea data:
Initial area flow distance = 269.000(Ft.)
Top (of initial area) elevation = 813.700(Ft.)
Bottom (of initial area) elevation = 809.800(Ft.)
Difference in elevation = 3.900(Ft.)
Slope = 0.01450 s(%)= 1.45
TC = k(0.324)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 7.082 min.
Rainfall intensity = 3.352(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.861 Subarea runoff = 1.558(CFS)
Total initial stream area = 0.540(Ac.)
Pervious area fraction = 0.200
Initial area Fm value = 0.147(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 6.010 to Point/Station 6.020 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ APARTMENT subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.2000 Max loss rate(Fm)= 0.147(In/Hr) Initial subarea data:
Initial area flow distance = 269.000(Ft.)
Top (of initial area) elevation = 813.900(Ft.)
Bottom (of initial area) elevation = 810.200(Ft.)
Difference in elevation = 3.700(Ft.)
Slope = 0.01375 s(%)= 1.38
TC = k(0.324)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 7.157 min.
Rainfall intensity = 3.331(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.860 Subarea runoff = 1.175(CFS)
Total initial stream area = 0.410(Ac.)
Pervious area fraction = 0.200
974
Initial area Fm value = 0.147(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 7.010 to Point/Station 7.020 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ APARTMENT subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.2000 Max loss rate(Fm)= 0.147(In/Hr) Initial subarea data:
Initial area flow distance = 284.000(Ft.)
Top (of initial area) elevation = 816.200(Ft.)
Bottom (of initial area) elevation = 810.700(Ft.)
Difference in elevation = 5.500(Ft.)
Slope = 0.01937 s(%)= 1.94
TC = k(0.324)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 6.831 min.
Rainfall intensity = 3.425(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.861 Subarea runoff = 2.774(CFS)
Total initial stream area = 0.940(Ac.)
Pervious area fraction = 0.200
Initial area Fm value = 0.147(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.010 to Point/Station 8.020 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ APARTMENT subarea type
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 1.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 56.00
Pervious ratio(Ap) = 0.2000 Max loss rate(Fm)= 0.147(In/Hr) Initial subarea data:
Initial area flow distance = 204.000(Ft.)
Top (of initial area) elevation = 817.400(Ft.)
Bottom (of initial area) elevation = 814.900(Ft.)
Difference in elevation = 2.500(Ft.)
Slope = 0.01225 s(%)= 1.23
TC = k(0.324)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 6.557 min.
Rainfall intensity = 3.510(In/Hr) for a 10.0 year storm 975
Effective runoff coefficient used for area (Q=KCIA) is C = 0.862 Subarea runoff = 2.089(CFS)
Total initial stream area = 0.690(Ac.)
Pervious area fraction = 0.200
Initial area Fm value = 0.147(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 8.020 to Point/Station 8.030 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 812.700(Ft.)
Downstream point/station elevation = 811.900(Ft.)
Pipe length = 110.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 2.089(CFS)
Given pipe size = 12.00(In.)
Calculated individual pipe flow = 2.089(CFS)
Normal flow depth in pipe = 7.31(In.)
Flow top width inside pipe = 11.71(In.)
Critical Depth = 7.41(In.)
Pipe flow velocity = 4.17(Ft/s)
Travel time through pipe = 0.44 min.
Time of concentration (TC) = 7.00 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.010 to Point/Station 9.020 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ APARTMENT subarea type
Decimal fraction soil group A = 0.850
Decimal fraction soil group B = 0.150
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
SCS curve number for soil(AMC 2) = 35.60
Pervious ratio(Ap) = 0.2000 Max loss rate(Fm)= 0.191(In/Hr) Initial subarea data:
Initial area flow distance = 340.000(Ft.)
Top (of initial area) elevation = 824.000(Ft.)
Bottom (of initial area) elevation = 818.400(Ft.)
Difference in elevation = 5.600(Ft.)
Slope = 0.01647 s(%)= 1.65
TC = k(0.324)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 7.582 min.
Rainfall intensity = 3.217(In/Hr) for a 10.0 year storm Effective runoff coefficient used for area (Q=KCIA) is C = 0.847 Subarea runoff = 2.642(CFS)
Total initial stream area = 0.970(Ac.)
Pervious area fraction = 0.200
Initial area Fm value = 0.191(In/Hr)
976
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.020 to Point/Station 9.030 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 815.300(Ft.)
Downstream point/station elevation = 815.200(Ft.)
Pipe length = 30.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 2.642(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 2.642(CFS)
Normal flow depth in pipe = 8.31(In.)
Flow top width inside pipe = 17.95(In.)
Critical Depth = 7.38(In.)
Pipe flow velocity = 3.31(Ft/s)
Travel time through pipe = 0.15 min.
Time of concentration (TC) = 7.73 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 9.030 to Point/Station 9.040 **** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________ Upstream point/station elevation = 813.800(Ft.)
Downstream point/station elevation = 813.600(Ft.)
Pipe length = 49.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 2.642(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 2.642(CFS)
Normal flow depth in pipe = 7.85(In.)
Flow top width inside pipe = 17.85(In.)
Critical Depth = 7.38(In.)
Pipe flow velocity = 3.57(Ft/s)
Travel time through pipe = 0.23 min.
Time of concentration (TC) = 7.96 min.
End of computations, Total Study Area = 9.60 (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) = 0.200
Area averaged SCS curve number = 51.8
977
Worksheet for PARKWAY DRAIN-1
Project Description
Manning
Formula Friction Method
Full Flow
Capacity Solve For
Input Data
Roughness Coefficient 0.015
Channel Slope 0.020 ft/ft
Normal Depth 3.0 in
Height 0.3 ft
Bottom Width 6.00 ft
Discharge 5.11 cfs
Results
Flow Area 1.5 ft²
Wetted Perimeter 12.5 ft
Hydraulic Radius 1.4 in
Top Width 6.00 ft
Critical Depth 3.0 in
Percent Full 100.0 %
Critical Slope 0.020 ft/ft
Velocity 3.41 ft/s
Velocity Head 0.18 ft
Specific Energy 0.43 ft
Froude Number 1.202
Discharge Full 5.11 cfs
Slope Full 0.020 ft/ft
Flow Type Critical
GVF Input Data
Downstream Depth 0.0 in
Length 0.0 ft
Number Of Steps 0
GVF Output Data
Upstream Depth 0.0 in
Profile Description N/A
Profile Headloss 0.00 ft
Average End Depth Over Rise 0.0 %
Normal Depth Over Rise 100.0 %
Downstream Velocity Infinity ft/s
Upstream Velocity Infinity ft/s
Normal Depth 3.0 in
Critical Depth 3.0 in
Channel Slope 0.020 ft/ft
Critical Slope 0.020 ft/ft
27 Siemon Company Drive Suite 200 W Page 1 of 1
Watertown, CT 06795 USA +1-203-755-1666
4/26/2023
FlowMaster
[10.03.00.03]
Bentley Systems, Inc. Haestad Methods Solution
424-027-Hydraulics.fm8 Center
978
APPENDIX 4
HYDROLOGY MAPS:
PRE AND POST DEVELOPMENT PLANS
979
WALNUT STREET EUCLID AVENUE
E N G I N E E R I N G
f u l l c i r c l e t h i n k i n g
Scale:
Exhibit Date:
N
EUCLID AND WALNUT MIXED USE
AND WALNUT STREET
PROJECT SITE
ONTARIO, CA
1" = 40'
4-26-2023 NW CORNER OF E. EUCLID
60 PROJECT
LOCATION
PRE DEVELOPMENT DRAINAGE MAP
WALNUT & EUCLID MIXED USE
ONTARIO, CA
LEGEND
980
WALNUT STREET EUCLID AVENUE
FRONT
TRANSFORMER
FRONT
TRANSFORMER FRONT TRANSFORMER
FRONT
TRANSFORMER EUCLID AVENUE
WALNUT STREET
E N G I N E E R I N G
f u l l c i r c l e t h i n k i n g
Scale:
Exhibit Date:
N
EUCLID AND WALNUT MIXED USE
AND WALNUT STREET
PROJECT SITE
ONTARIO, CA
1" = 40'
4-26-2023 NW CORNER OF E. EUCLID
60 PROJECT
LOCATION
LEGEND
POST DEVELOPMENT DRAINAGE MAP
WALNUT & EUCLID MIXED USE
ONTARIO, CA
981
APPENDIX 5
UNIT HYDROGRAPH, ROUTING CALCULATION
AND TEMPORARY DETENTION SYSTEM
982
U n i t H y d r o g r a p h A n a l y s i s
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2004, Version 7.0 Study date 04/25/23
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ San Bernardino County Synthetic Unit Hydrology Method
Manual date - August 1986
Program License Serial Number 6049
--------------------------------------------------------------------- UNIT HYDROGRAPH, DRAIN-1
100-YEAR EVENT
POST CONSTRUCTION
EUCLID AND WALNUT
-------------------------------------------------------------------- Storm Event Year = 100
Antecedent Moisture Condition = 2
English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
Area averaged rainfall intensity isohyetal data:
Sub-Area Duration Isohyetal
(Ac.) (hours) (In)
Rainfall data for year 100
4.73 1 1.44
-------------------------------------------------------------------- Rainfall data for year 100
4.73 6 3.49
-------------------------------------------------------------------- Rainfall data for year 100
4.73 24 6.32
-------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 983
******** Area-averaged max loss rate, Fm ********
SCS curve SCS curve Area Area Fp(Fig C6) Ap Fm
No.(AMCII) NO.(AMC 2) (Ac.) Fraction (In/Hr) (dec.) (In/Hr)
51.8 51.8 4.73 1.000 0.788 0.200 0.158
Area-averaged adjusted loss rate Fm (In/Hr) = 0.158
********* Area-Averaged low loss rate fraction, Yb ********** Area Area SCS CN SCS CN S Pervious
(Ac.) Fract (AMC2) (AMC2) Yield Fr
0.95 0.200 51.8 51.8 9.31 0.229
3.78 0.800 98.0 98.0 0.20 0.962
Area-averaged catchment yield fraction, Y = 0.816
Area-averaged low loss fraction, Yb = 0.184
User entry of time of concentration = 0.145 (hours)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Watershed area = 4.73(Ac.)
Catchment Lag time = 0.116 hours
Unit interval = 5.000 minutes
Unit interval percentage of lag time = 71.8391
Hydrograph baseflow = 0.00(CFS)
Average maximum watershed loss rate(Fm) = 0.158(In/Hr)
Average low loss rate fraction (Yb) = 0.184 (decimal)
VALLEY DEVELOPED S-Graph Selected
Computed peak 5-minute rainfall = 0.533(In)
Computed peak 30-minute rainfall = 1.091(In)
Specified peak 1-hour rainfall = 1.440(In)
Computed peak 3-hour rainfall = 2.478(In)
Specified peak 6-hour rainfall = 3.490(In)
Specified peak 24-hour rainfall = 6.320(In)
Rainfall depth area reduction factors:
Using a total area of 4.73(Ac.) (Ref: fig. E-4)
5-minute factor = 1.000 Adjusted rainfall = 0.533(In)
30-minute factor = 1.000 Adjusted rainfall = 1.091(In)
1-hour factor = 1.000 Adjusted rainfall = 1.440(In)
3-hour factor = 1.000 Adjusted rainfall = 2.478(In)
6-hour factor = 1.000 Adjusted rainfall = 3.490(In)
24-hour factor = 1.000 Adjusted rainfall = 6.320(In)
--------------------------------------------------------------------- U n i t H y d r o g r a p h
+++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 984
Interval 'S' Graph Unit Hydrograph
Number Mean values ((CFS))
--------------------------------------------------------------------- (K = 57.20 (CFS))
1 9.222 5.275
2 55.464 26.452
3 90.385 19.976
4 98.145 4.439
5 100.000 1.061
--------------------------------------------------------------------- Peak Unit Adjusted mass rainfall Unit rainfall
Number (In) (In)
1 0.5328 0.5328
2 0.7031 0.1702
3 0.8269 0.1238
4 0.9277 0.1008
5 1.0143 0.0866
6 1.0911 0.0767
7 1.1605 0.0694
8 1.2241 0.0637
9 1.2832 0.0591
10 1.3384 0.0552
11 1.3904 0.0520
12 1.4397 0.0492
13 1.4978 0.0581
14 1.5537 0.0559
15 1.6075 0.0539
16 1.6597 0.0521
17 1.7101 0.0505
18 1.7591 0.0490
19 1.8068 0.0476
20 1.8532 0.0464
21 1.8984 0.0452
22 1.9426 0.0442
23 1.9857 0.0432
24 2.0279 0.0422
25 2.0692 0.0413
26 2.1097 0.0405
27 2.1495 0.0397
28 2.1885 0.0390
29 2.2267 0.0383
30 2.2644 0.0376
31 2.3014 0.0370
32 2.3378 0.0364
33 2.3736 0.0358
34 2.4089 0.0353
35 2.4436 0.0348
36 2.4779 0.0343
37 2.5117 0.0338
985
38 2.5450 0.0333
39 2.5779 0.0329
40 2.6103 0.0324
41 2.6423 0.0320
42 2.6740 0.0316
43 2.7053 0.0313
44 2.7362 0.0309
45 2.7667 0.0306
46 2.7969 0.0302
47 2.8268 0.0299
48 2.8564 0.0296
49 2.8856 0.0292
50 2.9146 0.0289
51 2.9432 0.0287
52 2.9716 0.0284
53 2.9997 0.0281
54 3.0275 0.0278
55 3.0551 0.0276
56 3.0824 0.0273
57 3.1095 0.0271
58 3.1363 0.0268
59 3.1629 0.0266
60 3.1893 0.0264
61 3.2155 0.0262
62 3.2414 0.0259
63 3.2671 0.0257
64 3.2926 0.0255
65 3.3180 0.0253
66 3.3431 0.0251
67 3.3680 0.0249
68 3.3928 0.0247
69 3.4173 0.0246
70 3.4417 0.0244
71 3.4659 0.0242
72 3.4899 0.0240
73 3.5106 0.0207
74 3.5311 0.0205
75 3.5515 0.0204
76 3.5717 0.0202
77 3.5918 0.0201
78 3.6117 0.0199
79 3.6314 0.0198
80 3.6511 0.0196
81 3.6705 0.0195
82 3.6899 0.0193
83 3.7091 0.0192
84 3.7282 0.0191
85 3.7471 0.0189
86 3.7659 0.0188
87 3.7846 0.0187
986
88 3.8032 0.0186
89 3.8217 0.0185
90 3.8400 0.0183
91 3.8582 0.0182
92 3.8763 0.0181
93 3.8943 0.0180
94 3.9122 0.0179
95 3.9300 0.0178
96 3.9476 0.0177
97 3.9652 0.0176
98 3.9827 0.0175
99 4.0000 0.0174
100 4.0173 0.0173
101 4.0344 0.0172
102 4.0515 0.0171
103 4.0685 0.0170
104 4.0853 0.0169
105 4.1021 0.0168
106 4.1188 0.0167
107 4.1354 0.0166
108 4.1519 0.0165
109 4.1683 0.0164
110 4.1847 0.0163
111 4.2009 0.0163
112 4.2171 0.0162
113 4.2332 0.0161
114 4.2492 0.0160
115 4.2651 0.0159
116 4.2810 0.0158
117 4.2967 0.0158
118 4.3124 0.0157
119 4.3281 0.0156
120 4.3436 0.0155
121 4.3591 0.0155
122 4.3745 0.0154
123 4.3898 0.0153
124 4.4050 0.0153
125 4.4202 0.0152
126 4.4353 0.0151
127 4.4504 0.0150
128 4.4653 0.0150
129 4.4803 0.0149
130 4.4951 0.0148
131 4.5099 0.0148
132 4.5246 0.0147
133 4.5392 0.0147
134 4.5538 0.0146
135 4.5684 0.0145
136 4.5828 0.0145
137 4.5972 0.0144
987
138 4.6116 0.0143
139 4.6259 0.0143
140 4.6401 0.0142
141 4.6543 0.0142
142 4.6684 0.0141
143 4.6824 0.0141
144 4.6964 0.0140
145 4.7104 0.0139
146 4.7242 0.0139
147 4.7381 0.0138
148 4.7519 0.0138
149 4.7656 0.0137
150 4.7793 0.0137
151 4.7929 0.0136
152 4.8065 0.0136
153 4.8200 0.0135
154 4.8334 0.0135
155 4.8469 0.0134
156 4.8602 0.0134
157 4.8736 0.0133
158 4.8868 0.0133
159 4.9001 0.0132
160 4.9132 0.0132
161 4.9264 0.0131
162 4.9394 0.0131
163 4.9525 0.0130
164 4.9655 0.0130
165 4.9784 0.0129
166 4.9913 0.0129
167 5.0042 0.0129
168 5.0170 0.0128
169 5.0298 0.0128
170 5.0425 0.0127
171 5.0552 0.0127
172 5.0678 0.0126
173 5.0804 0.0126
174 5.0930 0.0126
175 5.1055 0.0125
176 5.1180 0.0125
177 5.1304 0.0124
178 5.1428 0.0124
179 5.1552 0.0124
180 5.1675 0.0123
181 5.1798 0.0123
182 5.1920 0.0122
183 5.2042 0.0122
184 5.2164 0.0122
185 5.2285 0.0121
186 5.2406 0.0121
187 5.2526 0.0121
988
188 5.2646 0.0120
189 5.2766 0.0120
190 5.2886 0.0119
191 5.3005 0.0119
192 5.3123 0.0119
193 5.3242 0.0118
194 5.3360 0.0118
195 5.3477 0.0118
196 5.3595 0.0117
197 5.3712 0.0117
198 5.3828 0.0117
199 5.3944 0.0116
200 5.4060 0.0116
201 5.4176 0.0116
202 5.4291 0.0115
203 5.4406 0.0115
204 5.4521 0.0115
205 5.4635 0.0114
206 5.4749 0.0114
207 5.4863 0.0114
208 5.4976 0.0113
209 5.5089 0.0113
210 5.5202 0.0113
211 5.5315 0.0112
212 5.5427 0.0112
213 5.5539 0.0112
214 5.5650 0.0112
215 5.5761 0.0111
216 5.5872 0.0111
217 5.5983 0.0111
218 5.6093 0.0110
219 5.6203 0.0110
220 5.6313 0.0110
221 5.6423 0.0110
222 5.6532 0.0109
223 5.6641 0.0109
224 5.6749 0.0109
225 5.6858 0.0108
226 5.6966 0.0108
227 5.7074 0.0108
228 5.7181 0.0108
229 5.7289 0.0107
230 5.7396 0.0107
231 5.7502 0.0107
232 5.7609 0.0106
233 5.7715 0.0106
234 5.7821 0.0106
235 5.7927 0.0106
236 5.8032 0.0105
237 5.8138 0.0105
989
238 5.8243 0.0105
239 5.8347 0.0105
240 5.8452 0.0104
241 5.8556 0.0104
242 5.8660 0.0104
243 5.8764 0.0104
244 5.8867 0.0103
245 5.8970 0.0103
246 5.9073 0.0103
247 5.9176 0.0103
248 5.9278 0.0103
249 5.9381 0.0102
250 5.9483 0.0102
251 5.9585 0.0102
252 5.9686 0.0102
253 5.9787 0.0101
254 5.9889 0.0101
255 5.9989 0.0101
256 6.0090 0.0101
257 6.0191 0.0100
258 6.0291 0.0100
259 6.0391 0.0100
260 6.0491 0.0100
261 6.0590 0.0100
262 6.0689 0.0099
263 6.0789 0.0099
264 6.0887 0.0099
265 6.0986 0.0099
266 6.1085 0.0098
267 6.1183 0.0098
268 6.1281 0.0098
269 6.1379 0.0098
270 6.1476 0.0098
271 6.1574 0.0097
272 6.1671 0.0097
273 6.1768 0.0097
274 6.1865 0.0097
275 6.1961 0.0097
276 6.2058 0.0096
277 6.2154 0.0096
278 6.2250 0.0096
279 6.2346 0.0096
280 6.2442 0.0096
281 6.2537 0.0095
282 6.2632 0.0095
283 6.2727 0.0095
284 6.2822 0.0095
285 6.2917 0.0095
286 6.3011 0.0094
287 6.3106 0.0094
990
288 6.3200 0.0094
--------------------------------------------------------------------- Unit Unit Unit Effective
Period Rainfall Soil-Loss Rainfall
(number) (In) (In) (In)
--------------------------------------------------------------------- 1 0.0094 0.0017 0.0077
2 0.0094 0.0017 0.0077
3 0.0095 0.0017 0.0077
4 0.0095 0.0017 0.0077
5 0.0095 0.0018 0.0078
6 0.0095 0.0018 0.0078
7 0.0096 0.0018 0.0078
8 0.0096 0.0018 0.0078
9 0.0096 0.0018 0.0079
10 0.0097 0.0018 0.0079
11 0.0097 0.0018 0.0079
12 0.0097 0.0018 0.0079
13 0.0098 0.0018 0.0080
14 0.0098 0.0018 0.0080
15 0.0098 0.0018 0.0080
16 0.0098 0.0018 0.0080
17 0.0099 0.0018 0.0081
18 0.0099 0.0018 0.0081
19 0.0100 0.0018 0.0081
20 0.0100 0.0018 0.0081
21 0.0100 0.0018 0.0082
22 0.0100 0.0019 0.0082
23 0.0101 0.0019 0.0082
24 0.0101 0.0019 0.0082
25 0.0102 0.0019 0.0083
26 0.0102 0.0019 0.0083
27 0.0102 0.0019 0.0083
28 0.0103 0.0019 0.0084
29 0.0103 0.0019 0.0084
30 0.0103 0.0019 0.0084
31 0.0104 0.0019 0.0085
32 0.0104 0.0019 0.0085
33 0.0104 0.0019 0.0085
34 0.0105 0.0019 0.0085
35 0.0105 0.0019 0.0086
36 0.0105 0.0019 0.0086
37 0.0106 0.0020 0.0086
38 0.0106 0.0020 0.0087
39 0.0107 0.0020 0.0087
40 0.0107 0.0020 0.0087
41 0.0108 0.0020 0.0088
42 0.0108 0.0020 0.0088
43 0.0108 0.0020 0.0088
44 0.0109 0.0020 0.0089
991
45 0.0109 0.0020 0.0089
46 0.0110 0.0020 0.0089
47 0.0110 0.0020 0.0090
48 0.0110 0.0020 0.0090
49 0.0111 0.0020 0.0090
50 0.0111 0.0021 0.0091
51 0.0112 0.0021 0.0091
52 0.0112 0.0021 0.0091
53 0.0113 0.0021 0.0092
54 0.0113 0.0021 0.0092
55 0.0114 0.0021 0.0093
56 0.0114 0.0021 0.0093
57 0.0115 0.0021 0.0093
58 0.0115 0.0021 0.0094
59 0.0116 0.0021 0.0094
60 0.0116 0.0021 0.0095
61 0.0117 0.0022 0.0095
62 0.0117 0.0022 0.0095
63 0.0118 0.0022 0.0096
64 0.0118 0.0022 0.0096
65 0.0119 0.0022 0.0097
66 0.0119 0.0022 0.0097
67 0.0120 0.0022 0.0098
68 0.0120 0.0022 0.0098
69 0.0121 0.0022 0.0099
70 0.0121 0.0022 0.0099
71 0.0122 0.0023 0.0100
72 0.0122 0.0023 0.0100
73 0.0123 0.0023 0.0100
74 0.0124 0.0023 0.0101
75 0.0124 0.0023 0.0101
76 0.0125 0.0023 0.0102
77 0.0126 0.0023 0.0102
78 0.0126 0.0023 0.0103
79 0.0127 0.0023 0.0103
80 0.0127 0.0023 0.0104
81 0.0128 0.0024 0.0105
82 0.0129 0.0024 0.0105
83 0.0129 0.0024 0.0106
84 0.0130 0.0024 0.0106
85 0.0131 0.0024 0.0107
86 0.0131 0.0024 0.0107
87 0.0132 0.0024 0.0108
88 0.0133 0.0024 0.0108
89 0.0134 0.0025 0.0109
90 0.0134 0.0025 0.0109
91 0.0135 0.0025 0.0110
92 0.0136 0.0025 0.0111
93 0.0137 0.0025 0.0112
94 0.0137 0.0025 0.0112
992
95 0.0138 0.0026 0.0113
96 0.0139 0.0026 0.0113
97 0.0140 0.0026 0.0114
98 0.0141 0.0026 0.0115
99 0.0142 0.0026 0.0116
100 0.0142 0.0026 0.0116
101 0.0143 0.0026 0.0117
102 0.0144 0.0027 0.0117
103 0.0145 0.0027 0.0118
104 0.0146 0.0027 0.0119
105 0.0147 0.0027 0.0120
106 0.0148 0.0027 0.0121
107 0.0149 0.0028 0.0122
108 0.0150 0.0028 0.0122
109 0.0151 0.0028 0.0123
110 0.0152 0.0028 0.0124
111 0.0153 0.0028 0.0125
112 0.0154 0.0028 0.0126
113 0.0155 0.0029 0.0127
114 0.0156 0.0029 0.0127
115 0.0158 0.0029 0.0129
116 0.0158 0.0029 0.0129
117 0.0160 0.0030 0.0131
118 0.0161 0.0030 0.0131
119 0.0163 0.0030 0.0133
120 0.0163 0.0030 0.0133
121 0.0165 0.0030 0.0135
122 0.0166 0.0031 0.0135
123 0.0168 0.0031 0.0137
124 0.0169 0.0031 0.0138
125 0.0171 0.0031 0.0139
126 0.0172 0.0032 0.0140
127 0.0174 0.0032 0.0142
128 0.0175 0.0032 0.0142
129 0.0177 0.0033 0.0144
130 0.0178 0.0033 0.0145
131 0.0180 0.0033 0.0147
132 0.0181 0.0033 0.0148
133 0.0183 0.0034 0.0150
134 0.0185 0.0034 0.0150
135 0.0187 0.0034 0.0152
136 0.0188 0.0035 0.0153
137 0.0191 0.0035 0.0156
138 0.0192 0.0035 0.0157
139 0.0195 0.0036 0.0159
140 0.0196 0.0036 0.0160
141 0.0199 0.0037 0.0162
142 0.0201 0.0037 0.0164
143 0.0204 0.0038 0.0166
144 0.0205 0.0038 0.0167
993
145 0.0240 0.0044 0.0196
146 0.0242 0.0045 0.0197
147 0.0246 0.0045 0.0200
148 0.0247 0.0046 0.0202
149 0.0251 0.0046 0.0205
150 0.0253 0.0047 0.0206
151 0.0257 0.0047 0.0210
152 0.0259 0.0048 0.0212
153 0.0264 0.0049 0.0215
154 0.0266 0.0049 0.0217
155 0.0271 0.0050 0.0221
156 0.0273 0.0050 0.0223
157 0.0278 0.0051 0.0227
158 0.0281 0.0052 0.0229
159 0.0287 0.0053 0.0234
160 0.0289 0.0053 0.0236
161 0.0296 0.0055 0.0241
162 0.0299 0.0055 0.0244
163 0.0306 0.0056 0.0249
164 0.0309 0.0057 0.0252
165 0.0316 0.0058 0.0258
166 0.0320 0.0059 0.0261
167 0.0329 0.0061 0.0268
168 0.0333 0.0061 0.0272
169 0.0343 0.0063 0.0279
170 0.0348 0.0064 0.0283
171 0.0358 0.0066 0.0292
172 0.0364 0.0067 0.0297
173 0.0376 0.0069 0.0307
174 0.0383 0.0071 0.0312
175 0.0397 0.0073 0.0324
176 0.0405 0.0075 0.0330
177 0.0422 0.0078 0.0344
178 0.0432 0.0080 0.0352
179 0.0452 0.0083 0.0369
180 0.0464 0.0086 0.0378
181 0.0490 0.0090 0.0400
182 0.0505 0.0093 0.0412
183 0.0539 0.0099 0.0440
184 0.0559 0.0103 0.0456
185 0.0492 0.0091 0.0402
186 0.0520 0.0096 0.0424
187 0.0591 0.0109 0.0482
188 0.0637 0.0117 0.0519
189 0.0767 0.0131 0.0636
190 0.0866 0.0131 0.0735
191 0.1238 0.0131 0.1107
192 0.1702 0.0131 0.1571
193 0.5328 0.0131 0.5197
194 0.1008 0.0131 0.0877
994
195 0.0694 0.0128 0.0566
196 0.0552 0.0102 0.0450
197 0.0581 0.0107 0.0474
198 0.0521 0.0096 0.0425
199 0.0476 0.0088 0.0389
200 0.0442 0.0081 0.0360
201 0.0413 0.0076 0.0337
202 0.0390 0.0072 0.0318
203 0.0370 0.0068 0.0302
204 0.0353 0.0065 0.0288
205 0.0338 0.0062 0.0275
206 0.0324 0.0060 0.0265
207 0.0313 0.0058 0.0255
208 0.0302 0.0056 0.0246
209 0.0292 0.0054 0.0239
210 0.0284 0.0052 0.0231
211 0.0276 0.0051 0.0225
212 0.0268 0.0050 0.0219
213 0.0262 0.0048 0.0213
214 0.0255 0.0047 0.0208
215 0.0249 0.0046 0.0203
216 0.0244 0.0045 0.0199
217 0.0207 0.0038 0.0169
218 0.0202 0.0037 0.0165
219 0.0198 0.0036 0.0161
220 0.0193 0.0036 0.0158
221 0.0189 0.0035 0.0155
222 0.0186 0.0034 0.0151
223 0.0182 0.0034 0.0149
224 0.0179 0.0033 0.0146
225 0.0176 0.0032 0.0143
226 0.0173 0.0032 0.0141
227 0.0170 0.0031 0.0138
228 0.0167 0.0031 0.0136
229 0.0164 0.0030 0.0134
230 0.0162 0.0030 0.0132
231 0.0159 0.0029 0.0130
232 0.0157 0.0029 0.0128
233 0.0155 0.0029 0.0126
234 0.0153 0.0028 0.0124
235 0.0150 0.0028 0.0123
236 0.0148 0.0027 0.0121
237 0.0147 0.0027 0.0119
238 0.0145 0.0027 0.0118
239 0.0143 0.0026 0.0116
240 0.0141 0.0026 0.0115
241 0.0139 0.0026 0.0114
242 0.0138 0.0025 0.0112
243 0.0136 0.0025 0.0111
244 0.0135 0.0025 0.0110
995
245 0.0133 0.0025 0.0109
246 0.0132 0.0024 0.0107
247 0.0130 0.0024 0.0106
248 0.0129 0.0024 0.0105
249 0.0128 0.0024 0.0104
250 0.0126 0.0023 0.0103
251 0.0125 0.0023 0.0102
252 0.0124 0.0023 0.0101
253 0.0123 0.0023 0.0100
254 0.0122 0.0022 0.0099
255 0.0121 0.0022 0.0098
256 0.0119 0.0022 0.0097
257 0.0118 0.0022 0.0097
258 0.0117 0.0022 0.0096
259 0.0116 0.0021 0.0095
260 0.0115 0.0021 0.0094
261 0.0114 0.0021 0.0093
262 0.0113 0.0021 0.0092
263 0.0112 0.0021 0.0092
264 0.0112 0.0021 0.0091
265 0.0111 0.0020 0.0090
266 0.0110 0.0020 0.0090
267 0.0109 0.0020 0.0089
268 0.0108 0.0020 0.0088
269 0.0107 0.0020 0.0088
270 0.0106 0.0020 0.0087
271 0.0106 0.0020 0.0086
272 0.0105 0.0019 0.0086
273 0.0104 0.0019 0.0085
274 0.0103 0.0019 0.0084
275 0.0103 0.0019 0.0084
276 0.0102 0.0019 0.0083
277 0.0101 0.0019 0.0083
278 0.0101 0.0019 0.0082
279 0.0100 0.0018 0.0082
280 0.0099 0.0018 0.0081
281 0.0099 0.0018 0.0080
282 0.0098 0.0018 0.0080
283 0.0097 0.0018 0.0079
284 0.0097 0.0018 0.0079
285 0.0096 0.0018 0.0078
286 0.0096 0.0018 0.0078
287 0.0095 0.0018 0.0078
288 0.0094 0.0017 0.0077
-------------------------------------------------------------------- -------------------------------------------------------------------- Total soil rain loss = 1.04(In)
Total effective rainfall = 5.28(In)
Peak flow rate in flood hydrograph = 17.92(CFS)
--------------------------------------------------------------------- 996
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M
R u n o f f H y d r o g r a p h
-------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS))
-------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 5.0 10.0 15.0 20.0
----------------------------------------------------------------------- 0+ 5 0.0003 0.04 Q | | | |
0+10 0.0020 0.24 Q | | | |
0+15 0.0047 0.40 Q | | | |
0+20 0.0077 0.43 Q | | | |
0+25 0.0107 0.44 Q | | | |
0+30 0.0138 0.44 Q | | | |
0+35 0.0168 0.44 Q | | | |
0+40 0.0199 0.45 Q | | | |
0+45 0.0230 0.45 Q | | | |
0+50 0.0261 0.45 Q | | | |
0+55 0.0292 0.45 Q | | | |
1+ 0 0.0323 0.45 Q | | | |
1+ 5 0.0354 0.45 Q | | | |
1+10 0.0385 0.45 Q | | | |
1+15 0.0417 0.46 Q | | | |
1+20 0.0448 0.46 Q | | | |
1+25 0.0480 0.46 Q | | | |
1+30 0.0512 0.46 Q | | | |
1+35 0.0543 0.46 QV | | | |
1+40 0.0575 0.46 QV | | | |
1+45 0.0607 0.46 QV | | | |
1+50 0.0640 0.47 QV | | | |
1+55 0.0672 0.47 QV | | | |
2+ 0 0.0704 0.47 QV | | | |
2+ 5 0.0737 0.47 QV | | | |
2+10 0.0769 0.47 QV | | | |
2+15 0.0802 0.47 QV | | | |
2+20 0.0835 0.48 QV | | | |
2+25 0.0868 0.48 QV | | | |
2+30 0.0901 0.48 QV | | | |
2+35 0.0934 0.48 QV | | | |
2+40 0.0967 0.48 QV | | | |
2+45 0.1000 0.48 QV | | | |
2+50 0.1034 0.49 QV | | | |
2+55 0.1067 0.49 Q V | | | |
3+ 0 0.1101 0.49 Q V | | | |
3+ 5 0.1135 0.49 Q V | | | |
3+10 0.1169 0.49 Q V | | | |
3+15 0.1203 0.50 Q V | | | |
3+20 0.1237 0.50 Q V | | | |
3+25 0.1272 0.50 Q V | | | |
997
3+30 0.1306 0.50 |QV | | | |
3+35 0.1341 0.50 |QV | | | |
3+40 0.1375 0.50 |QV | | | |
3+45 0.1410 0.51 |QV | | | |
3+50 0.1445 0.51 |QV | | | |
3+55 0.1480 0.51 |QV | | | |
4+ 0 0.1516 0.51 |QV | | | |
4+ 5 0.1551 0.51 |QV | | | |
4+10 0.1587 0.52 |Q V | | | |
4+15 0.1622 0.52 |Q V | | | |
4+20 0.1658 0.52 |Q V | | | |
4+25 0.1694 0.52 |Q V | | | |
4+30 0.1730 0.52 |Q V | | | |
4+35 0.1767 0.53 |Q V | | | |
4+40 0.1803 0.53 |Q V | | | |
4+45 0.1840 0.53 |Q V | | | |
4+50 0.1876 0.53 |Q V | | | |
4+55 0.1913 0.54 |Q V | | | |
5+ 0 0.1950 0.54 |Q V | | | |
5+ 5 0.1987 0.54 |Q V | | | |
5+10 0.2025 0.54 |Q V | | | |
5+15 0.2062 0.54 |Q V | | | |
5+20 0.2100 0.55 |Q V | | | |
5+25 0.2138 0.55 |Q V | | | |
5+30 0.2176 0.55 |Q V | | | |
5+35 0.2214 0.55 |Q V | | | |
5+40 0.2253 0.56 |Q V | | | |
5+45 0.2291 0.56 |Q V | | | |
5+50 0.2330 0.56 |Q V | | | |
5+55 0.2369 0.56 |Q V | | | |
6+ 0 0.2408 0.57 |Q V | | | |
6+ 5 0.2447 0.57 |Q V | | | |
6+10 0.2487 0.57 |Q V | | | |
6+15 0.2526 0.58 |Q V | | | |
6+20 0.2566 0.58 |Q V | | | |
6+25 0.2606 0.58 |Q V | | | |
6+30 0.2646 0.58 |Q V | | | |
6+35 0.2687 0.59 |Q V | | | |
6+40 0.2727 0.59 |Q V | | | |
6+45 0.2768 0.59 |Q V | | | |
6+50 0.2809 0.60 |Q V | | | |
6+55 0.2850 0.60 |Q V | | | |
7+ 0 0.2892 0.60 |Q V | | | |
7+ 5 0.2934 0.61 |Q V | | | |
7+10 0.2975 0.61 |Q V | | | |
7+15 0.3018 0.61 |Q V | | | |
7+20 0.3060 0.61 |Q V | | | |
7+25 0.3102 0.62 |Q V | | | |
7+30 0.3145 0.62 |Q V | | | |
7+35 0.3188 0.62 |Q V | | | |
998
7+40 0.3232 0.63 |Q V | | | |
7+45 0.3275 0.63 |Q V | | | |
7+50 0.3319 0.64 |Q V | | | |
7+55 0.3363 0.64 |Q V | | | |
8+ 0 0.3407 0.64 |Q V | | | |
8+ 5 0.3452 0.65 |Q V | | | |
8+10 0.3497 0.65 |Q V | | | |
8+15 0.3542 0.65 |Q V | | | |
8+20 0.3587 0.66 |Q V | | | |
8+25 0.3633 0.66 |Q V | | | |
8+30 0.3679 0.67 |Q V | | | |
8+35 0.3725 0.67 |Q V | | | |
8+40 0.3771 0.68 |Q V | | | |
8+45 0.3818 0.68 |Q V | | | |
8+50 0.3865 0.68 |Q V | | | |
8+55 0.3912 0.69 |Q V | | | |
9+ 0 0.3960 0.69 |Q V | | | |
9+ 5 0.4008 0.70 |Q V | | | |
9+10 0.4057 0.70 |Q V | | | |
9+15 0.4105 0.71 |Q V | | | |
9+20 0.4154 0.71 |Q V | | | |
9+25 0.4204 0.72 |Q V | | | |
9+30 0.4253 0.72 |Q V | | | |
9+35 0.4303 0.73 |Q V | | | |
9+40 0.4354 0.73 |Q V | | | |
9+45 0.4405 0.74 |Q V | | | |
9+50 0.4456 0.74 |Q V | | | |
9+55 0.4507 0.75 |Q V | | | |
10+ 0 0.4559 0.75 |Q V | | | |
10+ 5 0.4612 0.76 |Q V | | | |
10+10 0.4665 0.77 |Q V | | | |
10+15 0.4718 0.77 |Q V| | | |
10+20 0.4771 0.78 |Q V| | | |
10+25 0.4825 0.79 |Q V| | | |
10+30 0.4880 0.79 |Q V| | | |
10+35 0.4935 0.80 |Q V| | | |
10+40 0.4990 0.81 |Q V| | | |
10+45 0.5046 0.81 |Q V| | | |
10+50 0.5103 0.82 |Q V| | | |
10+55 0.5160 0.83 |Q V| | | |
11+ 0 0.5217 0.83 |Q V | | |
11+ 5 0.5275 0.84 |Q V | | |
11+10 0.5334 0.85 |Q V | | |
11+15 0.5393 0.86 |Q V | | |
11+20 0.5453 0.87 |Q V | | |
11+25 0.5513 0.88 |Q V | | |
11+30 0.5574 0.88 |Q V | | |
11+35 0.5635 0.89 |Q V | | |
11+40 0.5698 0.90 |Q V | | |
11+45 0.5760 0.91 |Q |V | | |
999
11+50 0.5824 0.92 |Q |V | | |
11+55 0.5888 0.93 |Q |V | | |
12+ 0 0.5953 0.94 |Q |V | | |
12+ 5 0.6020 0.97 |Q |V | | |
12+10 0.6092 1.05 | Q |V | | |
12+15 0.6168 1.11 | Q |V | | |
12+20 0.6247 1.14 | Q | V | | |
12+25 0.6326 1.15 | Q | V | | |
12+30 0.6406 1.16 | Q | V | | |
12+35 0.6487 1.18 | Q | V | | |
12+40 0.6569 1.19 | Q | V | | |
12+45 0.6652 1.21 | Q | V | | |
12+50 0.6736 1.22 | Q | V | | |
12+55 0.6821 1.24 | Q | V | | |
13+ 0 0.6908 1.25 | Q | V | | |
13+ 5 0.6995 1.27 | Q | V | | |
13+10 0.7084 1.29 | Q | V | | |
13+15 0.7174 1.31 | Q | V | | |
13+20 0.7265 1.32 | Q | V | | |
13+25 0.7357 1.34 | Q | V | | |
13+30 0.7452 1.37 | Q | V | | |
13+35 0.7547 1.39 | Q | V | | |
13+40 0.7644 1.41 | Q | V | | |
13+45 0.7743 1.43 | Q | V | | |
13+50 0.7844 1.46 | Q | V | | |
13+55 0.7946 1.49 | Q | V | | |
14+ 0 0.8050 1.52 | Q | V | | |
14+ 5 0.8157 1.54 | Q | V | | |
14+10 0.8265 1.58 | Q | V | | |
14+15 0.8376 1.61 | Q | V | | |
14+20 0.8490 1.65 | Q | V | | |
14+25 0.8606 1.69 | Q | V | | |
14+30 0.8725 1.73 | Q | V | | |
14+35 0.8847 1.77 | Q | V | | |
14+40 0.8973 1.82 | Q | V | | |
14+45 0.9102 1.87 | Q | V | | |
14+50 0.9235 1.93 | Q | V | | |
14+55 0.9372 1.99 | Q | V | | |
15+ 0 0.9515 2.07 | Q | V | | |
15+ 5 0.9662 2.14 | Q | V | | |
15+10 0.9816 2.23 | Q | V | | |
15+15 0.9976 2.33 | Q | V| | |
15+20 1.0144 2.44 | Q | V| | |
15+25 1.0318 2.52 | Q | V| | |
15+30 1.0485 2.44 | Q | V | |
15+35 1.0653 2.43 | Q | V | |
15+40 1.0833 2.62 | Q | V | |
15+45 1.1033 2.90 | Q | |V | |
15+50 1.1265 3.37 | Q | |V | |
15+55 1.1546 4.08 | Q | | V | |
1000
16+ 0 1.1929 5.56 | |Q | V | |
16+ 5 1.2583 9.50 | | Q| V | |
16+10 1.3817 17.92 | | | V | Q |
16+15 1.4769 13.82 | | | QV | |
16+20 1.5179 5.96 | |Q | V| |
16+25 1.5421 3.51 | Q | | V| |
16+30 1.5609 2.72 | Q | | V |
16+35 1.5783 2.54 | Q | | V |
16+40 1.5943 2.32 | Q | | V |
16+45 1.6091 2.15 | Q | | V |
16+50 1.6229 2.00 | Q | | |V |
16+55 1.6358 1.87 | Q | | |V |
17+ 0 1.6480 1.77 | Q | | |V |
17+ 5 1.6596 1.69 | Q | | |V |
17+10 1.6707 1.61 | Q | | | V |
17+15 1.6813 1.54 | Q | | | V |
17+20 1.6916 1.49 | Q | | | V |
17+25 1.7014 1.43 | Q | | | V |
17+30 1.7110 1.39 | Q | | | V |
17+35 1.7202 1.34 | Q | | | V |
17+40 1.7292 1.30 | Q | | | V |
17+45 1.7380 1.27 | Q | | | V |
17+50 1.7465 1.24 | Q | | | V |
17+55 1.7548 1.20 | Q | | | V |
18+ 0 1.7629 1.18 | Q | | | V |
18+ 5 1.7707 1.14 | Q | | | V |
18+10 1.7779 1.04 | Q | | | V |
18+15 1.7845 0.97 |Q | | | V |
18+20 1.7910 0.93 |Q | | | V |
18+25 1.7973 0.91 |Q | | | V |
18+30 1.8034 0.89 |Q | | | V |
18+35 1.8094 0.87 |Q | | | V |
18+40 1.8153 0.86 |Q | | | V |
18+45 1.8211 0.84 |Q | | | V |
18+50 1.8268 0.83 |Q | | | V |
18+55 1.8324 0.81 |Q | | | V |
19+ 0 1.8379 0.80 |Q | | | V |
19+ 5 1.8433 0.78 |Q | | | V |
19+10 1.8486 0.77 |Q | | | V |
19+15 1.8539 0.76 |Q | | | V |
19+20 1.8590 0.75 |Q | | | V |
19+25 1.8641 0.74 |Q | | | V |
19+30 1.8691 0.73 |Q | | | V |
19+35 1.8740 0.72 |Q | | | V |
19+40 1.8789 0.71 |Q | | | V |
19+45 1.8837 0.70 |Q | | | V |
19+50 1.8884 0.69 |Q | | | V |
19+55 1.8931 0.68 |Q | | | V |
20+ 0 1.8977 0.67 |Q | | | V |
20+ 5 1.9023 0.66 |Q | | | V |
1001
20+10 1.9068 0.65 |Q | | | V |
20+15 1.9112 0.65 |Q | | | V |
20+20 1.9156 0.64 |Q | | | V |
20+25 1.9200 0.63 |Q | | | V |
20+30 1.9243 0.62 |Q | | | V |
20+35 1.9286 0.62 |Q | | | V |
20+40 1.9328 0.61 |Q | | | V |
20+45 1.9369 0.60 |Q | | | V |
20+50 1.9411 0.60 |Q | | | V |
20+55 1.9451 0.59 |Q | | | V |
21+ 0 1.9492 0.59 |Q | | | V |
21+ 5 1.9532 0.58 |Q | | | V |
21+10 1.9571 0.58 |Q | | | V |
21+15 1.9611 0.57 |Q | | | V |
21+20 1.9650 0.56 |Q | | | V |
21+25 1.9688 0.56 |Q | | | V |
21+30 1.9726 0.55 |Q | | | V |
21+35 1.9764 0.55 |Q | | | V |
21+40 1.9802 0.54 |Q | | | V |
21+45 1.9839 0.54 |Q | | | V |
21+50 1.9876 0.54 |Q | | | V |
21+55 1.9912 0.53 |Q | | | V |
22+ 0 1.9949 0.53 |Q | | | V |
22+ 5 1.9985 0.52 |Q | | | V |
22+10 2.0020 0.52 |Q | | | V |
22+15 2.0056 0.51 |Q | | | V |
22+20 2.0091 0.51 |Q | | | V |
22+25 2.0126 0.51 |Q | | | V |
22+30 2.0160 0.50 |Q | | | V |
22+35 2.0195 0.50 Q | | | V |
22+40 2.0229 0.49 Q | | | V |
22+45 2.0262 0.49 Q | | | V |
22+50 2.0296 0.49 Q | | | V|
22+55 2.0329 0.48 Q | | | V|
23+ 0 2.0363 0.48 Q | | | V|
23+ 5 2.0395 0.48 Q | | | V|
23+10 2.0428 0.47 Q | | | V|
23+15 2.0461 0.47 Q | | | V|
23+20 2.0493 0.47 Q | | | V|
23+25 2.0525 0.46 Q | | | V|
23+30 2.0557 0.46 Q | | | V|
23+35 2.0588 0.46 Q | | | V|
23+40 2.0620 0.46 Q | | | V|
23+45 2.0651 0.45 Q | | | V|
23+50 2.0682 0.45 Q | | | V|
23+55 2.0713 0.45 Q | | | V|
24+ 0 2.0743 0.44 Q | | | V|
24+ 5 2.0771 0.40 Q | | | V|
24+10 2.0784 0.20 Q | | | V|
24+15 2.0787 0.04 Q | | | V|
1002
24+20 2.0788 0.01 Q | | | V|
----------------------------------------------------------------------- 1003
FLOOD HYDROGRAPH ROUTING PROGRAM
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2005
Study date: 04/25/23
---------------------------------------------------------------------
ROUTING CALCULATION
DA-1 TO DA-3
PUMP CAPACITY 0.51 CFS
EUCLID AND WALNUT
-------------------------------------------------------------------- Program License Serial Number 6049
-------------------------------------------------------------------- ********************* HYDROGRAPH INFORMATION ********************** From study/file name: 424027UHPOST1.rte
****************************HYDROGRAPH DATA**************************** Number of intervals = 292
Time interval = 5.0 (Min.)
Maximum/Peak flow rate = 17.918 (CFS)
Total volume = 2.079 (Ac.Ft)
Status of hydrographs being held in storage
Stream 1 Stream 2 Stream 3 Stream 4 Stream 5
Peak (CFS) 0.000 0.000 0.000 0.000 0.000
Vol (Ac.Ft) 0.000 0.000 0.000 0.000 0.000
*********************************************************************** ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 1.050 to Point/Station 1.060 **** FLOWBY BASIN ROUTING OR SPLIT FLOW ****
______________________________________________________________________ All flow in excess of 0.51(CFS) is diverted
into stream number 1
Total volume of excess flow diverted into flowby
basin (stream number 1 ) is 1.08(Ac.Ft)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
P R I N T O F S T O R M
R u n o f f H y d r o g r a p h
-------------------------------------------------------------------- Hydrograph in 5 Minute intervals (CFS)
-------------------------------------------------------------------- 1004
Time(h+m) Volume(Ac.Ft) Q(CFS) 0 0.1 0.3 0.4 0.5
----------------------------------------------------------------------- 0+ 5 0.0003 0.04 V Q | | | |
0+10 0.0020 0.24 V | Q| | |
0+15 0.0047 0.40 V | | |Q |
0+20 0.0077 0.43 V | | | Q |
0+25 0.0107 0.44 V | | | Q |
0+30 0.0138 0.44 V | | | Q |
0+35 0.0168 0.44 V | | | Q |
0+40 0.0199 0.45 V | | | Q |
0+45 0.0230 0.45 V | | | Q |
0+50 0.0261 0.45 V | | | Q |
0+55 0.0292 0.45 |V | | | Q |
1+ 0 0.0323 0.45 |V | | | Q |
1+ 5 0.0354 0.45 |V | | | Q |
1+10 0.0385 0.45 |V | | | Q |
1+15 0.0417 0.46 |V | | | Q |
1+20 0.0448 0.46 |V | | | Q |
1+25 0.0480 0.46 |V | | | Q |
1+30 0.0512 0.46 | V | | | Q |
1+35 0.0543 0.46 | V | | | Q |
1+40 0.0575 0.46 | V | | | Q |
1+45 0.0607 0.46 | V | | | Q |
1+50 0.0640 0.47 | V | | | Q |
1+55 0.0672 0.47 | V | | | Q |
2+ 0 0.0704 0.47 | V | | | Q |
2+ 5 0.0737 0.47 | V | | | Q |
2+10 0.0769 0.47 | V | | | Q |
2+15 0.0802 0.47 | V | | | Q |
2+20 0.0835 0.48 | V | | | Q |
2+25 0.0868 0.48 | V | | | Q |
2+30 0.0901 0.48 | V | | | Q |
2+35 0.0934 0.48 | V | | | Q |
2+40 0.0967 0.48 | V | | | Q |
2+45 0.1000 0.48 | V | | | Q |
2+50 0.1034 0.49 | V | | | Q |
2+55 0.1067 0.49 | V | | | Q |
3+ 0 0.1101 0.49 | V | | | Q |
3+ 5 0.1135 0.49 | V | | | Q |
3+10 0.1169 0.49 | V | | | Q |
3+15 0.1203 0.50 | V | | | Q |
3+20 0.1237 0.50 | V | | | Q |
3+25 0.1272 0.50 | V | | | Q|
3+30 0.1306 0.50 | V | | | Q|
3+35 0.1341 0.50 | V | | | Q|
3+40 0.1375 0.50 | V | | | Q|
3+45 0.1410 0.51 | V | | | Q|
3+50 0.1445 0.51 | V | | | Q|
3+55 0.1480 0.51 | V | | | Q
4+ 0 0.1516 0.51 | V | | | Q
1005
4+ 5 0.1551 0.51 | V | | | Q
4+10 0.1586 0.51 | V | | | Q
4+15 0.1621 0.51 | V | | | Q
4+20 0.1656 0.51 | V | | | Q
4+25 0.1691 0.51 | V | | | Q
4+30 0.1726 0.51 | V | | | Q
4+35 0.1761 0.51 | V | | | Q
4+40 0.1797 0.51 | V | | | Q
4+45 0.1832 0.51 | V | | | Q
4+50 0.1867 0.51 | V | | | Q
4+55 0.1902 0.51 | V | | | Q
5+ 0 0.1937 0.51 | V | | | Q
5+ 5 0.1972 0.51 | V | | | Q
5+10 0.2007 0.51 | V | | | Q
5+15 0.2042 0.51 | V | | | Q
5+20 0.2077 0.51 | V | | | Q
5+25 0.2113 0.51 | V | | | Q
5+30 0.2148 0.51 | V | | | Q
5+35 0.2183 0.51 | V | | | Q
5+40 0.2218 0.51 | V | | | Q
5+45 0.2253 0.51 | V| | | Q
5+50 0.2288 0.51 | V| | | Q
5+55 0.2323 0.51 | V| | | Q
6+ 0 0.2358 0.51 | V| | | Q
6+ 5 0.2394 0.51 | V| | | Q
6+10 0.2429 0.51 | V| | | Q
6+15 0.2464 0.51 | V| | | Q
6+20 0.2499 0.51 | V | | Q
6+25 0.2534 0.51 | V | | Q
6+30 0.2569 0.51 | V | | Q
6+35 0.2604 0.51 | V | | Q
6+40 0.2639 0.51 | V | | Q
6+45 0.2675 0.51 | V | | Q
6+50 0.2710 0.51 | V | | Q
6+55 0.2745 0.51 | V | | Q
7+ 0 0.2780 0.51 | |V | | Q
7+ 5 0.2815 0.51 | |V | | Q
7+10 0.2850 0.51 | |V | | Q
7+15 0.2885 0.51 | |V | | Q
7+20 0.2920 0.51 | |V | | Q
7+25 0.2956 0.51 | |V | | Q
7+30 0.2991 0.51 | | V | | Q
7+35 0.3026 0.51 | | V | | Q
7+40 0.3061 0.51 | | V | | Q
7+45 0.3096 0.51 | | V | | Q
7+50 0.3131 0.51 | | V | | Q
7+55 0.3166 0.51 | | V | | Q
8+ 0 0.3201 0.51 | | V | | Q
8+ 5 0.3237 0.51 | | V | | Q
8+10 0.3272 0.51 | | V | | Q
1006
8+15 0.3307 0.51 | | V | | Q
8+20 0.3342 0.51 | | V | | Q
8+25 0.3377 0.51 | | V | | Q
8+30 0.3412 0.51 | | V | | Q
8+35 0.3447 0.51 | | V | | Q
8+40 0.3482 0.51 | | V | | Q
8+45 0.3518 0.51 | | V | | Q
8+50 0.3553 0.51 | | V | | Q
8+55 0.3588 0.51 | | V | | Q
9+ 0 0.3623 0.51 | | V | | Q
9+ 5 0.3658 0.51 | | V | | Q
9+10 0.3693 0.51 | | V | | Q
9+15 0.3728 0.51 | | V | | Q
9+20 0.3763 0.51 | | V | | Q
9+25 0.3799 0.51 | | V | | Q
9+30 0.3834 0.51 | | V | | Q
9+35 0.3869 0.51 | | V | | Q
9+40 0.3904 0.51 | | V | | Q
9+45 0.3939 0.51 | | V | | Q
9+50 0.3974 0.51 | | V | | Q
9+55 0.4009 0.51 | | V | | Q
10+ 0 0.4044 0.51 | | V | | Q
10+ 5 0.4080 0.51 | | V | | Q
10+10 0.4115 0.51 | | V | | Q
10+15 0.4150 0.51 | | V | | Q
10+20 0.4185 0.51 | | V | | Q
10+25 0.4220 0.51 | | V | | Q
10+30 0.4255 0.51 | | V | | Q
10+35 0.4290 0.51 | | V | | Q
10+40 0.4325 0.51 | | V | | Q
10+45 0.4361 0.51 | | V | | Q
10+50 0.4396 0.51 | | V | | Q
10+55 0.4431 0.51 | | V | | Q
11+ 0 0.4466 0.51 | | V | | Q
11+ 5 0.4501 0.51 | | V | | Q
11+10 0.4536 0.51 | | V | | Q
11+15 0.4571 0.51 | | V | | Q
11+20 0.4606 0.51 | | V | | Q
11+25 0.4642 0.51 | | V | | Q
11+30 0.4677 0.51 | | V | | Q
11+35 0.4712 0.51 | | V | | Q
11+40 0.4747 0.51 | | V| | Q
11+45 0.4782 0.51 | | V| | Q
11+50 0.4817 0.51 | | V| | Q
11+55 0.4852 0.51 | | V| | Q
12+ 0 0.4887 0.51 | | V| | Q
12+ 5 0.4923 0.51 | | V| | Q
12+10 0.4958 0.51 | | V| | Q
12+15 0.4993 0.51 | | V | Q
12+20 0.5028 0.51 | | V | Q
1007
12+25 0.5063 0.51 | | V | Q
12+30 0.5098 0.51 | | V | Q
12+35 0.5133 0.51 | | V | Q
12+40 0.5168 0.51 | | V | Q
12+45 0.5204 0.51 | | V | Q
12+50 0.5239 0.51 | | V | Q
12+55 0.5274 0.51 | | |V | Q
13+ 0 0.5309 0.51 | | |V | Q
13+ 5 0.5344 0.51 | | |V | Q
13+10 0.5379 0.51 | | |V | Q
13+15 0.5414 0.51 | | |V | Q
13+20 0.5449 0.51 | | |V | Q
13+25 0.5485 0.51 | | | V | Q
13+30 0.5520 0.51 | | | V | Q
13+35 0.5555 0.51 | | | V | Q
13+40 0.5590 0.51 | | | V | Q
13+45 0.5625 0.51 | | | V | Q
13+50 0.5660 0.51 | | | V | Q
13+55 0.5695 0.51 | | | V | Q
14+ 0 0.5730 0.51 | | | V | Q
14+ 5 0.5766 0.51 | | | V | Q
14+10 0.5801 0.51 | | | V | Q
14+15 0.5836 0.51 | | | V | Q
14+20 0.5871 0.51 | | | V | Q
14+25 0.5906 0.51 | | | V | Q
14+30 0.5941 0.51 | | | V | Q
14+35 0.5976 0.51 | | | V | Q
14+40 0.6011 0.51 | | | V | Q
14+45 0.6047 0.51 | | | V | Q
14+50 0.6082 0.51 | | | V | Q
14+55 0.6117 0.51 | | | V | Q
15+ 0 0.6152 0.51 | | | V | Q
15+ 5 0.6187 0.51 | | | V | Q
15+10 0.6222 0.51 | | | V | Q
15+15 0.6257 0.51 | | | V | Q
15+20 0.6292 0.51 | | | V | Q
15+25 0.6327 0.51 | | | V | Q
15+30 0.6363 0.51 | | | V | Q
15+35 0.6398 0.51 | | | V | Q
15+40 0.6433 0.51 | | | V | Q
15+45 0.6468 0.51 | | | V | Q
15+50 0.6503 0.51 | | | V | Q
15+55 0.6538 0.51 | | | V | Q
16+ 0 0.6573 0.51 | | | V | Q
16+ 5 0.6608 0.51 | | | V | Q
16+10 0.6644 0.51 | | | V | Q
16+15 0.6679 0.51 | | | V | Q
16+20 0.6714 0.51 | | | V | Q
16+25 0.6749 0.51 | | | V | Q
16+30 0.6784 0.51 | | | V | Q
1008
16+35 0.6819 0.51 | | | V | Q
16+40 0.6854 0.51 | | | V | Q
16+45 0.6889 0.51 | | | V | Q
16+50 0.6925 0.51 | | | V | Q
16+55 0.6960 0.51 | | | V | Q
17+ 0 0.6995 0.51 | | | V | Q
17+ 5 0.7030 0.51 | | | V | Q
17+10 0.7065 0.51 | | | V | Q
17+15 0.7100 0.51 | | | V | Q
17+20 0.7135 0.51 | | | V | Q
17+25 0.7170 0.51 | | | V | Q
17+30 0.7206 0.51 | | | V | Q
17+35 0.7241 0.51 | | | V| Q
17+40 0.7276 0.51 | | | V| Q
17+45 0.7311 0.51 | | | V| Q
17+50 0.7346 0.51 | | | V| Q
17+55 0.7381 0.51 | | | V| Q
18+ 0 0.7416 0.51 | | | V| Q
18+ 5 0.7451 0.51 | | | V| Q
18+10 0.7487 0.51 | | | V Q
18+15 0.7522 0.51 | | | V Q
18+20 0.7557 0.51 | | | V Q
18+25 0.7592 0.51 | | | V Q
18+30 0.7627 0.51 | | | V Q
18+35 0.7662 0.51 | | | V Q
18+40 0.7697 0.51 | | | V Q
18+45 0.7732 0.51 | | | |V Q
18+50 0.7768 0.51 | | | |V Q
18+55 0.7803 0.51 | | | |V Q
19+ 0 0.7838 0.51 | | | |V Q
19+ 5 0.7873 0.51 | | | |V Q
19+10 0.7908 0.51 | | | |V Q
19+15 0.7943 0.51 | | | |V Q
19+20 0.7978 0.51 | | | | V Q
19+25 0.8013 0.51 | | | | V Q
19+30 0.8049 0.51 | | | | V Q
19+35 0.8084 0.51 | | | | V Q
19+40 0.8119 0.51 | | | | V Q
19+45 0.8154 0.51 | | | | V Q
19+50 0.8189 0.51 | | | | V Q
19+55 0.8224 0.51 | | | | V Q
20+ 0 0.8259 0.51 | | | | V Q
20+ 5 0.8294 0.51 | | | | V Q
20+10 0.8330 0.51 | | | | V Q
20+15 0.8365 0.51 | | | | V Q
20+20 0.8400 0.51 | | | | V Q
20+25 0.8435 0.51 | | | | V Q
20+30 0.8470 0.51 | | | | V Q
20+35 0.8505 0.51 | | | | V Q
20+40 0.8540 0.51 | | | | V Q
1009
20+45 0.8575 0.51 | | | | V Q
20+50 0.8611 0.51 | | | | V Q
20+55 0.8646 0.51 | | | | V Q
21+ 0 0.8681 0.51 | | | | V Q
21+ 5 0.8716 0.51 | | | | V Q
21+10 0.8751 0.51 | | | | V Q
21+15 0.8786 0.51 | | | | V Q
21+20 0.8821 0.51 | | | | V Q
21+25 0.8856 0.51 | | | | V Q
21+30 0.8892 0.51 | | | | V Q
21+35 0.8927 0.51 | | | | V Q
21+40 0.8962 0.51 | | | | V Q
21+45 0.8997 0.51 | | | | V Q
21+50 0.9032 0.51 | | | | V Q
21+55 0.9067 0.51 | | | | V Q
22+ 0 0.9102 0.51 | | | | V Q
22+ 5 0.9137 0.51 | | | | V Q
22+10 0.9173 0.51 | | | | V Q
22+15 0.9208 0.51 | | | | V Q
22+20 0.9243 0.51 | | | | V Q
22+25 0.9278 0.51 | | | | V Q|
22+30 0.9312 0.50 | | | | V Q|
22+35 0.9347 0.50 | | | | V Q|
22+40 0.9381 0.49 | | | | VQ |
22+45 0.9414 0.49 | | | | VQ |
22+50 0.9448 0.49 | | | | Q |
22+55 0.9481 0.48 | | | | QV |
23+ 0 0.9515 0.48 | | | | QV |
23+ 5 0.9547 0.48 | | | | QV |
23+10 0.9580 0.47 | | | | QV |
23+15 0.9613 0.47 | | | | Q V |
23+20 0.9645 0.47 | | | | Q V |
23+25 0.9677 0.46 | | | | Q V |
23+30 0.9709 0.46 | | | | Q V|
23+35 0.9740 0.46 | | | | Q V|
23+40 0.9772 0.46 | | | | Q V|
23+45 0.9803 0.45 | | | | Q V|
23+50 0.9834 0.45 | | | | Q V|
23+55 0.9865 0.45 | | | | Q V|
24+ 0 0.9895 0.44 | | | | Q V|
24+ 5 0.9923 0.40 | | | |Q V|
24+10 0.9936 0.20 | | Q | | V|
24+15 0.9939 0.04 | Q | | | V|
24+20 0.9940 0.01 Q | | | V|
----------------------------------------------------------------------- ****************************HYDROGRAPH DATA**************************** Number of intervals = 292
Time interval = 5.0 (Min.)
Maximum/Peak flow rate = 0.510 (CFS)
Total volume = 0.994 (Ac.Ft)
1010
Status of hydrographs being held in storage
Stream 1 Stream 2 Stream 3 Stream 4 Stream 5
Peak (CFS) 17.408 0.000 0.000 0.000 0.000
Vol (Ac.Ft) 1.085 0.000 0.000 0.000 0.000
*********************************************************************** -------------------------------------------------------------------- 1011
1012
1013
1014
1015
APPENDIX 6
SUPPORTING DOCUMENT (MPD MAP)
1016
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
1017
APPENDIX 7
SOILS REPORT
1018
GEOTECHNICAL EXPLORATION REPORT
PROPOSED EUCLID AND WALNUT
MIXED-USE DEVELOPMENT
112 WALNUT STREET, 2502 AND 2530 EUCLID AVENUE
ONTARIO, CALIFORNIA
Prepared For LEGACY/COLLIER RESIDENTIAL, LLC
5154 CALIFORNIA AVENUE
IRVINE, CALIFORNIA 92617
Prepared By LEIGHTON AND ASSOCIATES, INC.
17781 COWAN
IRVINE, CALIFORNIA 92614
Project No. 13493.001
May 13, 2022
1019
May 13, 2022
Project No. 13493.001
Legacy/Collier Residential, LLC
5154 California Avenue
Irvine, California 92617
Attention: Mr. David Pinto
Subject: Geotechnical Exploration Report
Proposed “Euclid and Walnut Mixed Use” Development
112 Walnut Street, 2502 and 2530 Euclid Avenue
Ontario, San Bernardino County, California
In accordance with our March 30, 2022 proposal, Leighton and Associates, Inc. submits this geotechnical engineering report for the proposed Euclid and Walnut Mixed-Use Development located at 112 Walnut Street, 2502 and 2530 Euclid Avenue in the City of Ontario, California. The purpose of our study was to evaluate the subsurface soil and groundwater conditions at the site to provide geotechnical recommendations for the design and construction of the proposed concept as currently planned. The results of our exploration, findings, conclusions and recommendations are presented in this report.
The recommendations presented in this report are considered to be preliminary and subject to revision based upon the limited information regarding the proposed development. Upon review of project design concept plans, revision to the recommendations may be considered necessary. In addition, revision to design recommendations may be necessary upon review by the local building official or their designated, third party technical reviewer.
We sincerely appreciate the opportunity to be of service to you. If you have any questions or if we can be of further service, please contact us at (866) LEIGHTON; directly at the phone extensions or e-mail as listed below.
Respectfully submitted,
LEIGHTON AND ASSOCIATES, INC.
Eric M. Holliday, PG, 9219 John E. Haertle, PE, GE 2352 Senior Project Geologist Principal Engineer
Ext 4252, [email protected] Ext: 4268, [email protected] EMH/JEH/ lr
1020
Proposed Euclid and Walnut Mixed-Use Ontario, CA 13493.001 TOC Page i
TABLE OF CONTENTS
Section Page
1.0 INTRODUCTION.................................................................................................. 1
1.1 Site Description.......................................................................................... 1
1.2 Proposed Development ............................................................................. 1
1.2.1 Structural Loads.............................................................................. 2
1.2.2 Finish Floor Elevations.................................................................... 2
1.2.3 Pavement........................................................................................ 2
1.2.4 Ancillary Improvements................................................................... 3
1.3 Purpose and Scope ................................................................................... 3
2.0 GEOTECHNICAL FINDINGS ............................................................................... 6
2.1 Regional Geologic Setting ......................................................................... 6
2.2 Surficial Geology........................................................................................ 6
2.3 Subsurface Soil Conditions........................................................................ 6
2.3.1 Undocumented Artificial Fill (Afu).................................................... 7
2.3.2 Quaternary-Aged Young Alluvial Fan Deposits (Qyf)...................... 7
2.4 Engineering Properties .............................................................................. 7
2.4.1 Expansive Soil Characteristics........................................................ 7
2.4.2 Soil Corrosivity ................................................................................ 8
2.4.3 Soil Compressibility......................................................................... 8
2.4.4 Shear Strength................................................................................ 9
2.4.5 Excavation Characteristics.............................................................. 9
2.5 Groundwater Conditions ............................................................................ 9
2.6 Infiltration ................................................................................................. 10
3.0 SEISMIC AND GEOLOGIC HAZARDS ............................................................ 12
3.1 Surface Fault Rupture.............................................................................. 12
3.2 Regional Faulting..................................................................................... 12
3.3 Strong Ground Shaking ........................................................................... 12
3.4 Liquefaction Potential............................................................................... 14
3.5 Seismically-Induced Settlement............................................................... 14
3.6 Lateral Spreading .................................................................................... 15
3.7 Earthquake-Induced Landsliding ............................................................. 16
3.8 Flooding................................................................................................... 16
3.9 Seiches and Tsunamis............................................................................. 16
3.10 Methane................................................................................................... 17
4.0 FINDINGS AND CONCLUSIONS ...................................................................... 18
5.0 GEOTECHNICAL DESIGN RECOMMENDATIONS.......................................... 19 1021
Proposed Euclid and Walnut Mixed-Use Ontario, CA 13493.001 TOC Page ii
5.1 Earthwork................................................................................................. 19
5.1.1 Site Preparation ............................................................................ 20
5.1.2 Removals and Overexcavations.................................................... 20
5.1.3 Subgrade Preparation................................................................... 21
5.1.4 Fill Placement and Compaction..................................................... 22
5.1.5 Shrinkage and Bulking .................................................................. 22
5.1.6 Reuse of Concrete and Asphalt Rubble........................................ 23
5.2 Foundation Design................................................................................... 24
5.2.1 Vertical Load Bearing Capacity..................................................... 24
5.2.2 Lateral Load Resistance ............................................................... 25
5.2.3 Settlement Estimate...................................................................... 26
5.3 Slab-on-Grade Floors .............................................................................. 26
5.4 Temporary Excavations ........................................................................... 27
5.5 Trench Backfill ......................................................................................... 28
5.6 Soil Corrosivity......................................................................................... 29
5.7 Cement Type ........................................................................................... 30
5.8 Elevator Pit Wall Design .......................................................................... 31
5.9 Pavements............................................................................................... 31
5.9.1 Pavement Subgrades.................................................................... 31
5.9.2 Hot Mix Asphalt (HMA) Pavement Sections.................................. 31
5.9.3 Portland Cement Concrete (PCC) Pavements.............................. 33
5.10 Concrete Flatwork and Exterior Slabs...................................................... 33 Surface .................................................................................................... 34
5.11 Drainage .................................................................................................. 34
5.12 Additional Geotechnical Services ............................................................ 35
6.0 LIMITATIONS..................................................................................................... 36
7.0 REFERENCES................................................................................................... 38 Tables
Table 1 – Measured (Unfactored) Infiltration Rate ........................................................ 10 Table 2 – 2019 CBC Based Ground Motion Parameters (Mapped Values) .................. 13 Table 3 – Seismically-Induced Settlement - MCEG Seismic Event................................ 15 Table 4 – Soil Corrosivity as a Function of Resistivity................................................... 29 Table 5 – Summary of Corrosivity Testing .................................................................... 30 Table 6 – Asphalt Pavement Sections........................................................................... 32 1022
Proposed Euclid and Walnut Mixed-Use Ontario, CA 13493.001 TOC Page iii
Attachments
Important Information About Your Geotechnical Engineering Report Rear of Text Figure 1 – Site Location Map Rear of Text
Figure 2 – Geotechnical Map Rear of Text
Figure 3 – Regional Geology Map Rear of Text
Figure 4 – Regional Fault Map and Historical Seismicity Map Rear of Text Figure 5 – Flood Hazard Zone Map Rear of Text
Figure 6 – Dam Inundation Map Rear of Text
Figure 7 – Retaining Wall Backfill and Subdrain Detail (EI≤50) Rear of Text Appendix A – Exploration Logs
Appendix B – Percolation Test Data
Appendix C – Laboratory Test Results
Appendix D – General Earthworks and Grading Recommendations 1023
Proposed Euclid and Walnut Mixed-Use Ontario, CA 13493.001