Moreno Valley City Council
April 18, 2023

an approximately 1,328,853 square foot
warehouse/distribution building.

SUMMARY
MVTC, LLC, A Delaware limited liability company (“Applicant”) is requesting approval of the following: 1) a General Plan Amendment (PEN19-0191) to amend the General Plan Land Use Designation of the Project Site from Residential 2 (R2) to Business Park (BP); 2) a Change of Zone (PEN19-0192) to amend the City’s Zoning Atlas to rezone the Project Site from Residential Agriculture 2 (RA2) to Light Industrial (LI) and remove the Primary Animal Keeping Overlay (PAKO) district; 3) Tentative Parcel Map (PEN19- 0234) to merge 11 parcels into 1 parcel; and 4) a Plot Plan (PEN19-0193) for an approximately 1,328,853 square foot Warehouse/Distribution Building. The Project Site is located south of Eucalyptus Avenue, north of Encelia Avenue, west of Quincy Street and west or Redlands Boulevard comprising Assessor Parcel Nos. 488-340-002 through 012.

PROJECT DESCRIPTION
General Plan Amendment
The Land Use Designation of the Project Site under the City of Moreno Valley General Plan Land Use Map is Residential 2 (R2). The Applicant is requesting that the General Plan Land Use Designation be changed from Residential 2 (R2) to Business Park (BP).

The primary purpose of the Residential 2 (R2) General Plan Land Use Designation is to provide for suburban lifestyles on residential lots larger than commonly available in suburban subdivisions in the context of a rural atmosphere. The maximum allowable density under the Residential 2 (R2) General Plan Land Use Designation is 2.0 dwelling units per acre. The primary purpose of the Business Park (BP) General Plan Land Use Designation is to provide for manufacturing, research and development, warehousing and distribution, as well as office and support commercial activities. While the purpose of the two land use designations are different, the proposed General Plan Amendment, as requested by the Applicant, will be consistent with the Project Site’s adjacent parcels to the northwest, north, northeast, and east. The change in the Project Site’s Land Use Designation would result in a total increase of approximately 80.04-acres of the Business Park (BP) General Plan Land Use Designation and a corresponding reduction of approximately 80.04-acres of the Residential 2 (R2) General Plan Land Use Designation.

Change of Zone
The Project Site is currently zoned Residential Agriculture 2 (RA2) with a “Primary Animal Keeping Overlay (PAKO)” classification. The Applicant is requesting that the Project Site be rezone to Light Industrial District (LI), and to remove the Project Site’s “Primary Animal Keeping Overlay (PAKO)” classification.

F.2.h
Packet Pg. 595 Attachment: Planning Commission October 28, 2022 Staff Report Without Attachments (All attachments may be obtained at

The primary purpose of the Residential Agriculture 2 (RA2) zone is to provide for suburban lifestyles on residential lots larger than are commonly available in suburban subdivisions and to provide for and protect the rural and agricultural atmosphere within the zone, including the keeping of animals, that have historically characterized these areas. The Residential Agriculture 2 (RA2) zone is intended as an area for development of large lot, single-family residential development at a maximum allowable density of two dwelling units (DU) per net acre.

The primary purpose of the Light Industrial District (LI) zone is to provide for light manufacturing, light industrial, research and development, warehousing, distribution and multitenant industrial uses, as well as certain supporting administrative and professional offices and commercial uses on a limited basis. The Light Industrial District (LI) Zoning District is intended as an area for light industrial uses that can meet high performance standards. While the purpose of the two zoning designations are different the proposed Change of Zone will be consistent with the Project Site’s adjacent parcels to the northwest, north, and northeast.

Tentative Parcel Map
The Applicant is requesting the approval of Tentative Parcel Map 37836 to merge the existing 11 parcels into a single parcel. Staff has reviewed the proposed Tentative Parcel Map and confirmed that the proposed lot complies with the City’s development standards.

Plot Plan
The Applicant is also requesting the approval of a Plot Plan to construct a 1,328,853 square foot Warehouse/Distribution building on the Project Site with associated parking, landscape improvements and off-site public improvements. An alternative land use, an E-Commerce facility, was also discussed in the Environmental Impact Report prepared for the project site. Should the applicant decide to pursue that option either an amended Plot Plan or a new Plot Plan would be required for review and approval.

Site/ Surrounding Area
The Project Site currently consists of 11 parcels, comprising Assessor Parcel Nos. 488- 340-002 through 012. The Project Site consist of approximately 80.04 gross acres and is located south of Eucalyptus Avenue, north of Encelia Avenue, east of Quincy Street and west of Redlands Boulevard.

The area surrounding the Project Site includes the following: 1) to the south, existing single-family homes across Encelia Avenue on land zoned Residential Agriculture (RA2); 2) to the west, vacant land across the Quincy Channel that is zoned Residential Agriculture 2 (RA2) and Residential 5 (R5); 3) to the north, the ALDI Distribution Center warehouse and vacant land across Eucalyptus Avenue zoned Light Industrial (LI) and Community Commercial (CC); and 4) to the east, vacant land zoned World Logistics Center Specific Plan (WLC SP LD).

F.2.h
Packet Pg. 596 Attachment: Planning Commission October 28, 2022 Staff Report Without Attachments (All attachments may be obtained at

Access/Parking
Access to the Project Site is proposed to be from a total of six new driveways.

Eucalyptus Avenue will have two driveways - the western driveway will provide full access for truck and passenger vehicles and the eastern driveway will provide only a right-out for both truck and passenger vehicles. Redlands Boulevard will have two driveways - the northern driveway will only be right-in and right-out for passenger vehicles and the southern driveway will be right-in for trucks and right-in and right-out for passenger vehicles only. Encelia Avenue will have two driveways providing full access for just passenger vehicles.

Staff has determined that the Project Site’s driveways and interior drive aisles are adequate for the general maneuvering of trucks, including providing sufficient room for turning around delivery trucks and trash pick-up. In addition, the Project Site has been deemed acceptable for fire truck access by the Fire Prevention Bureau.

As proposed, the Project Site’s proposed parking for both automobiles and trucks exceed the Municipal Code requirements. Overall, a total of 605 automobile parking spaces will be provided for the proposed Warehouse/Distribution building, where 428 automobile parking spaces are required. The proposed parking includes spaces for standard automobiles which will be ADA accessible and include EV (Electric Vehicle) spaces. The proposed parking will also include 238 truck parking spaces in the truck court areas, where 225 truck parking spaces are required. Bicycle parking will also be provided as required by the City’s standards for bicycle parking.

Design/Landscaping
The proposed Warehouse/Distribution building will be constructed at a maximum height of 48 feet. It will be rectangular in shape with a contemporary modern architectural style that includes a flat roof design and vertical wall elements. The corners of the building will be occupied by offices, which will provide focal points to the building in that they will include concrete tilt-up sections, glass, and awnings, bringing an office aesthetic to the building. The color finishes include canvas tan, putty, and grays. The windows will have a blue glazing, with flat awnings above the windows to break up the massing of the building. The architectural design of the Warehouse/Distribution building strives to achieve an attractive and appealing structure as it will be visible from the following three streets: Eucalyptus Avenue, Encelia Avenue, and Redlands Boulevard.

The project has been designed with one pad elevation for the building. This produces a higher pad elevation from Encelia Avenue and a lower pad elevation from Eucalyptus Avenue The building pad elevation between 14.24 feet and 25.34 feet higher than Encelia Avenue. From Eucalyptus Avenue the building pad elevation is between 1.96 feet and 19.76 feet lower than the street.

Extensive landscaping will be provided along the building street frontages in addition to the required front set back and right of way landscaping that will include plant, ground cover, street trees and on-site trees. The project also meets the municipal code requirement of having a 250 foot setback between the residential district to the south of F.2.h
Packet Pg. 597 Attachment: Planning Commission October 28, 2022 Staff Report Without Attachments (All attachments may be obtained at

Encelia Avenue and the project truck court. Additional landscaping has been provided in this setback area.

MAJOR DEVELOPMENT REVIEW PROCESS
Since the Applicant is requesting a General Plan Amendment, Change of Zone, Tentative Parcel Map, and Plot Plan, the Applicant’s land use entitlement applications were concurrently processed and reviewed, as required under the “Major Development Review Process” provisions as set forth in Section 9.02.030 (Development Review Process) of Chapter 9.02 (Permits and Approval) of Title 9 (Planning & Zoning) of the Moreno Valley Municipal Code. Pursuant to Section 9.02.030, upon determining the applications to be complete, the proposed Project was forwarded to the Community Development Director and the Project Review Staff Committee for their respective reviews. The proposed Project was also forwarded to certain public agencies (whose operations or areas of responsibility could be affected by the proposed Project) for their review and comment. These public agencies included, but not limited to, the Santa Ana Regional Water Quality Control Board (RWQCB), the California Department of Fish and Wildlife (CDFW), and The Riverside County Department of Environmental Health.

Following review by the Community Development Director, the Project Review Staff Committee and the various public agencies, the Project’s entitlement package was deemed ready for Planning Commission review and consideration.

CEQA ENVIRONMENTAL REVIEW
The City, serving as Lead Agency under CEQA and the CEQA Guidelines, provided the requisite notices related to the Project’s Notice of Preparation, Notice of Completion and Notice of Public Review of the Draft EIR, as required under the California Environmental Quality Act (“CEQA”) (Public Res. Code, § 21000 et seq.), the State CEQA Guidelines (14 CCR § 15000 et seq., and the City of Moreno Valley’s “Rules and Procedures for the Implementation of CEQA,” as discussed below.

Notice of Preparation
There is no notice requirement for an Initial Study until the City determines that it will prepare either a Negative Declaration or an Environmental Impact Report. If the City concludes that an Environmental Impact Report is required, it must immediately send out a Notice of Preparation. (See CEQA Guidelines §15082.) The City must prepare and distribute a "Notice of Preparation" to various agencies and persons requesting such notice. (See CEQA sections 21080.4(a) and 21092.2; see also CEQA Guidelines section 15082.) In light of the foregoing, the Notice of Preparation was sent to the following: the Santa Ana Regional Water Quality Control Board (RWQCB), the California Department of Fish and Wildlife (CDFW), and The Riverside County Department of Environmental Health.

Notice of Completion
F.2.h
Packet Pg. 598 Attachment: Planning Commission October 28, 2022 Staff Report Without Attachments (All attachments may be obtained at

Once the Draft EIR has been completed, the City must file a "Notice of Completion" with the State of California Office of Planning and Research (“OPR”). (See CEQA section 21161 and CEQA Guidelines sections 15085(a) and 15372.) The Notice of Completion may be filed as a printed hard copy, in electronic form on a CD, or by e-mail. In light of the foregoing, the Notice of Completion was sent to OPR, as evidenced in the attached.

Notice of Public Review
After the Draft Environmental Impact Report has been completed, the Lead Agency must provide public notice that the Draft Environmental Impact Report is available for comment and review pursuant to CEQA section 21092 and CEQA Guidelines section 15087(a).

Notice of the period for public review of a Draft Environmental Impact Report must be provided in each of three ways: 1) provide notice to parties which have previously made a written request for such notice per CEQA section 21092(b)(3) and CEQA Guidelines section 5087(a); 2) file and post the notice with the County Clerk as required by CEQA section 21092.3 and CEQA Guidelines section 15087(d); and 3) provide notice to the general public by one or more of three procedures as set forth in CEQA section 21092(b)(3) and CEQA Guidelines section 15087(a), which include publication at least once in a newspaper of general circulation in the area affected by the project, on- and off-site posting in the area in which the project will be located; or direct mailing to occupants of contiguous property and to owners of contiguous property as shown on the latest equalized assessment roll.

In light of the foregoing, Notice of Public Review was provided to, but not limited to the following: Richard Drury, Komalpreet Toor, Stacey Obornet, George Hague, Friends of the Northern San Jacinto Valley, and Residents for a Livable Moreno Valley.

Upon completion of the Draft Environmental Impact Report, staff circulated the document for a 45-day public review period, starting on May 24, 2021, and ending on July 8, 2021.

Notice of Determination
After the Lead Agency decides to approve or carry out a project for which an Environmental Impact Report has been prepared, the City must file a Notice of Determination. (See CEQA sections 21108(a) and 21152; see also CEQA Guidelines sections 15094 and 15373.) Because the City is a local agency, within five working days after the approval becomes final, the Notice of Determination must be filed with the County Clerk. Since the proposed Project has not received final approval, there is currently no Notice of Determination.

ENVIRONMENTAL DOCUMENTS
The Draft EIR and associated environmental documents for the proposed Project were prepared by a third-party environmental consultant, T&B Planning, Inc. In practice, Lead Agencies commonly either retain a consultant to prepare the EIR or accept an EIR F.2.h
Packet Pg. 599 Attachment: Planning Commission October 28, 2022 Staff Report Without Attachments (All attachments may be obtained at

prepared by the applicant or its consultant rather than have City staff prepare the EIR.

CEQA authorizes a Lead Agency to enter into a contract for preparation of an EIR and the CEQA Guidelines permit agencies to accept EIRs prepared by project applicants or their consultants. (See CEQA section 21082.1(a)) and CEQA Guideline section 15084(d)(3).)
However, under CEQA, whatever method of preparation the Lead Agency uses, it must independently review and analyze the Draft EIR, and circulate a Draft EIR that reflects its independent judgment. (See CEQA section 21082.1 (c)(1)-(2) and CEQA Guidelines section 15084 (e).) In other words, the Lead Agency cannot avoid its legal obligation to independently review and evaluate the EIR by contracting with a consultant to prepare the EIR.

In light of the foregoing, staff independently analyzed the Draft EIR and all related documents, including but not limited to Preliminary WQMP, Hydrology Report, Noise Impact Analysis, and Traffic Impact Analysis. Relevant environmental documents were reviewed by various Departments and Divisions of the City, including without limitation, the Planning, Public Works, Engineering, Fire and the City Attorney’s Office.

Draft EIR Public Comments & Responses to Comments
Fifteen public written comment letters were received during the 45-day public review period. Some of the written comments expressed concern regarding potential impacts to air quality, noise, traffic and aesthetics, while others acknowledged the Project without providing specific comments addressing potential environmental impacts of the Project.

Per CEQA and the CEQA Guidelines, the Lead Agency must evaluate comments on the Draft EIR that were received during the public review period and must include written responses to comments in the Final EIR. (See CEQA section 21091(d) and CEQA Guidelines section 15088(a).) However, the Lead Agency is only required to provide responses regarding the disposition of any "significant environmental issues" raised by commentators. (See CEQA section 21091(d)(2)(B) and CEQA Guidelines sections 15088(c), 15132(d) and 15204(a).) In other words, the Lead Agency is not required to respond to those comments that do not address environmental issues. The Lead Agency's responses to comments may be incorporated as revisions to the Draft EIR or included in a separate section in the Final EIR. (See CEQA Guidelines section 15088(d).) In either case, they must appear in the final EIR, which must include the draft EIR, with any revisions or comments on the draft EIR either verbatim or in summary, and the agency's responses to comments on significant environmental issues. (See CEQA Guidelines section 15132.)
Lead Agencies must respond to comments received during the public comment period. (See CEQA Guidelines section 15088(a).) CEQA, however, does not require that the Lead Agency respond to late comments. (See CEQA section 21091(d)(1); see also Residents Against Specific Plan 380 v County of Riverside (2017) 9 CA5th 941 and Gilroy Citizens for Responsible Planning v City of Gilroy (2006) 140 CA4th 911.).

Further, the Lead Agency need not hold open the review process to prepare responses to late comments. (See CEQA section 15207; see also City of Poway v City of San F.2.h
Packet Pg. 600 Attachment: Planning Commission October 28, 2022 Staff Report Without Attachments (All attachments may be obtained at

Diego (1984) 155 CA3d 1037.) Given that there is no legal duty to respond to late comments, the claimed inadequacy of responses to late comments cannot be a basis for challenging the legal adequacy of an EIR. (See Gray v County of Madera (2008) 167 CA4th 1099.)
In light of the foregoing, the environmental consultant, Planning staff, Public Works and Engineering staff and the City Attorney’s Office prepared responses to the written comments the City received within the 45-day public review period and those written responses are included in the Final EIR. However, any written comments received after the close of the 45-day public review period are not included in Final EIR, nor are any responses thereto (if any) been included in the Final EIR.

Point-by-point responses to the individual comments, which addressed potential or alleged environmental impacts of the proposed Project were prepared with some responses to certain comments consisting of cross-references to responses to similar or related issues. (See CEQA section 21082.1.)
The purpose of staff’s participation in preparing said response is to ensure that the City, as Lead Agency, independently review and analyze them so that the responses to comments and the Final EIR as a whole reflects the City’s independent judgment. (See CEQA section 21082.1(c).)
Mitigation Measures and Mitigation Monitoring & Reporting Program Mitigation measures are proposed to reduce the level of potential environmental impacts of the proposed Project. In the responses to comments, numerous mitigation measures are referenced when such references are related to the potential impact described in the respective comment. Furthermore, the mitigation measures are incorporated in the proposed Mitigation Reporting and Monitoring Program, that is included as part of the Final EIR, although the Program does not have to be included in the EIR. (See Christward Ministry v County of San Diego (1993) 13 CA4th 31.) The purpose of the Mitigation Reporting and Monitoring Program is to ensure that Project’s mitigation measures shall be enforceable through permit conditions, agreements, or other mechanisms. (See CEQA Guidelines section 5126.4(a)(2).) Moreover, because mitigation measures will be incorporated into the Project's approval, the City will be able to use code and permit enforcement procedures to ensure implementation of each of the Project’s mitigation measures. (See CEQA Guidelines section 15126.4.) Conditions of Approval Incorporated in Entitlements
Outside the context of CEQA, the City has the legal authority to impose various conditions of approval related to the requested entitlements. For instance, pursuant to Chapter 9.14 (Land Divisions) of Title 9 (Planning & Zoning) of the Municipal Code, there are numerous standard conditions that apply to the proposed Tentative Parcel Map, which include but are not limited to: 1) The site shall be developed in accordance with the approved tentative parcel map on file in the Community Development Department -Planning Division, the Municipal Code regulations, General Plan, and the conditions contained herein. (MC 9.14.020); 2) This tentative map shall expire three F.2.h
Packet Pg. 601 Attachment: Planning Commission October 28, 2022 Staff Report Without Attachments (All attachments may be obtained at

years after the approval date of this tentative map unless extended as provided by the City of Moreno Valley Municipal Code; otherwise it shall become null and void and of no effect whatsoever in the event the applicant or any successor in interest fails to properly file a final map before the date of expiration. (MC 9.02.230, 9.14.050, 080); 3) Prior to final map recordation any required trail easements shall be provided.

In addition, pursuant to Section 9.02.070 (Plot Plan) of Chapter 9.02 (Permits and Approvals) of Title 9 (Planning & Zoning) of the Municipal Code, when approving a plot plan, the City shall impose conditions of approval for the project regarding on-site improvements, off-site improvements, the manner in which the site is used and any other conditions as may be deemed necessary to protect the public health, safety and welfare and ensure that the project will be developed in accordance with the purpose and intent of Title 9 (Panning & Zoning). Some of these conditions of approval, include but are not limited to: 1) Prior to improvement plan approval, pavement core samples of existing pavement shall be taken and findings submitted to the City for review and consideration of pavement improvements. The City will determine the adequacy of the existing pavement structural section. If the existing pavement structural section is found to be adequate, the developer may still be required to perform a 2 inch grind and overlay or slurry seal, depending on the severity of existing pavement cracking, as required by the City Engineer. If the existing pavement section is found to be inadequate, the Developer shall replace the pavement to meet or exceed the City's pavement structural section standard; 2) Prior to building final, all required and proposed fences and walls shall be constructed according to the approved plans on file in the Planning Division. (MC 9.080.070); and 3) Prior to building final, all required landscaping and irrigation shall be installed per plan, certified by the Landscape Architect and inspected by the Planning Division. (MC 9.03.040, MC 9.17).

Moreover, like with the CEQA-established mitigation measures, since these conditions or approval will be incorporated into the Project's approval, the City will be able to use code and permit enforcement procedures to ensure implementation of each of the Project’s conditions of approval.

Community Benefits Offered by Applicant
In addition to the CEQA-related Mitigation Measures and the Conditions of Approval related to the requested entitlements, the Applicant has offered numerous “Community Benefits,” as attached to hereto, that fall beyond the City’s legal authority to approve as CEQA-related Mitigation Measures or as the Conditions of Approval related to the requested entitlements. In other words, since the Community Benefits being offered by the Applicant lack sufficient nexus to the potential impacts of the Project, the City lacks the legal authority to unilaterally imposed the Community Benefits as bona fide Mitigation Measures or Conditions of Approval. Notwithstanding above, the Applicant has agreed that the Community Benefits be memorialized as enforceable conditions of approval. As such, since these conditions or approval will be incorporated into the Project's approval, the City will be able to use code and permit enforcement procedures to ensure implementation of each of the Community Benefits offered by the Applicant.

F.2.h
Packet Pg. 602 Attachment: Planning Commission October 28, 2022 Staff Report Without Attachments (All attachments may be obtained at

As set forth in the attached list of Community Benefits, the Applicant has agreed to provide up to $204,000 to fund and administer an electric vehicle grant program, that will include funding for Heavy Duty Electric Trucks, Medium Duty Electric Trucks, Local Delivery Electric Vehicles and Electric Passenger Vehicles. The Developer shall be responsible for establishing, funding and administering each of the grant programs and provide a hyperlink to each grant program on the City’s official website for interested parties to access information about the programs.

The Applicant has also offered to provide $113,000 to fund a Solar Advocacy Fund, Residential Air Filtration Reimbursement Program, Residential Noise Insulation Reimbursement Program and Residential Exterior Pressure Washing Reimbursement Program, in addition to installing additional onsite EV charging stations and at least one APU plug-in for every 35 dock doors at multiple locations within the Project Site where trucks are proposed to park. Furthermore, only electrical appliances shall be used in building office areas, the use of portable or stationary diesel powered generators shall be prohibited unless necessary due to emergency situations or constrained supply and all construction equipment shall meet or be cleaner than Tier 4 standards, except if the general contractor overseeing the Project’s construction certifies that it is not feasible to use exclusively Tier 4 equipment due to limited availability. In all events, at least 80% of all construction equipment shall meet or be cleaner than Tier 4 standards throughout the construction phase of the Project. Numerous other Community Benefits are described in the list of Community Benefits attached to this Staff Report.

PUBLIC NOTICE RELATED TO THE PROJECT’S ENTITLEMENTS
Since the proposed Project involves applications for 1) a General Plan Amendment; 2) a Zone Change; 3) a Tentative Parcel Map; and 4) a Plot Plan, each proposed land use entitlement must be reviewed and considered by the Planning Commission in the context of a Public Hearing, as set forth in Sections 9.02.040 (General Plan Amendments), 9.02.050 (Amendments to Zoning Districts or Other Provisions of Title 9), 9.02.070 (Plot Plan), and 9.14.050 (Processing of Tentative Maps) of Title 9 (Planning & Zoning) of the Moreno Valley Municipal Code. Moreover, in addition to providing the notices required under CEQA and/or the CEQA Guidelines, the aforementioned Title 9 (Planning & Zoning) sections require that notice of the proposed Project’s Public Hearing before the Planning Commission be provided in accordance with Section 9.02.200 (Public Hearing and Notification Procedures) of Title 9 (Planning & Zoning).

Section 9.02.200 (Public Hearing and Notification Procedures) provides in relevant part that notice of public hearings shall be given by: 1) publication in a newspaper of general circulation within the City at least ten (10) calendar days prior to the public hearing (see attached Press Enterprise Newspaper Public Notice); 2) mailing, at least ten (10) calendar days prior to the public hearing, to all owners of property within a radius of six hundred (600) feet from the exterior boundaries of the property involved in the application.

REVIEW AGENCY COMMENTS
F.2.h
Packet Pg. 603 Attachment: Planning Commission October 28, 2022 Staff Report Without Attachments (All attachments may be obtained at

Staff has coordinated with outside trustee and responsible agencies where applicable, as is the standard review process with these types of development applications.

Statement of Overriding Considerations
Although the Mitigation Measures are recommended to reduce the level of the potential environmental impacts of the proposed Project, after the application of all feasible mitigation measures, staff has determined that the Project would result in a few significant and unavoidable environmental effects. The following significant and unavoidable environmental impacts have been identified in the Final EIR and will require mitigation but cannot be mitigated to a level of insignificance: 1) Aesthetics:

Substantial Adverse Effect on a Scenic Vista; 2) Air Quality: Air Quality Management Plan Conflict; 3) Air Quality: Criteria Pollutant Emissions; and 4) Greenhouse Gas Emissions: GHG Emissions Generation. Details of these significant unavoidable adverse impacts are discussed in the Final EIR and are summarized, or were otherwise provided in Section 5.3, Environmental Effects Which Remain Significant and Unavoidable After Mitigation and Findings, in the Statement of Facts and Findings.

Notwithstanding the above, when the Lead Agency approves a project with significant environmental effects that will not be avoided or substantially lessened, it must adopt a statement disclosing that because of the project's overriding benefits, it is approving the project despite its environmental harm. (See CEQA Guidelines section 15043.) The Lead Agency must set forth the reasons for its action, based on the final EIR or other information in the record. (See CEQA section 21081(b) and CEQA Guidelines section 15093(a).) This requirement reflects the statutory policy that public agencies must weigh a proposed project's benefits against its unavoidable environmental risks and may find the adverse impacts "acceptable" if the benefits outweigh those effects. (See CEQA section 21081(b) and CEQA Guidelines section 15093(a); see also Cherry Valley Pass Acres & Neighbors v City of Beaumont (2010) 190 CA4th 316, Sierra Club v Contra Costa County (1992) 10 CA4th 1212 and San Francisco Ecology Ctr. v City & County of San Francisco (1975) 48 CA3d 584. In other words, a statement of overriding considerations expresses the "larger, more general reasons for approving the project, such as the need to create new jobs, provide housing, generate taxes, and the like." (See Concerned Citizens of S. Cent. L.A. v Los Angeles Unified Sch. Dist. (1994) 24 CA4th 826.)
In light of the foregoing, staff recommends that based on balancing the benefits of the Project against the unavoidable effects which remain, the Planning Commission should recommend that the City Council find that any one of the following Project benefits standing alone would be sufficient to sustain the Statement of Overriding Considerations.

1. Approval of the Project will create maximum employment-generating opportunities for citizens of Moreno Valley and surrounding communities.

Development and construction of the site will create both temporary on-site jobs as well as indirectly support local and regional jobs. Additionally, construction spending will create a one-time stimulus to the local and regional economics.

F.2.h
Packet Pg. 604 Attachment: Planning Commission October 28, 2022 Staff Report Without Attachments (All attachments may be obtained at

2. Approval of the Project will create a Class A speculative light industrial building in Moreno Valley that is designed to meet contemporary industry standards and be economically competitive with similar industrial buildings in the local area and region.

3. Approval of the Project will contribute towards maximizing employment opportunities within the City to improve the jobs-housing balance and to reduce systemic unemployment within the City. The Project will attract businesses that can expedite the delivery of essential goods to consumers and businesses in Moreno Valley and beyond the City boundary.

4. Approval of the Project will create approximately 1,000 new on-site jobs under the warehouse distribution/logistics option and 2,000 new on-site jobs under the e-commerce/fulfillment option.

5. Approval of the Project will result in the development and operation of a state‐of‐the‐art logistics center that takes advantage of existing and planned infrastructure, is technologically feasible to construct, and in the general vicinity of similar industrial logistics and distribution center uses.

6. Approval of the Project will maximize efficient goods movement throughout the region by locating a large format logistics center in close proximity to the Ports of Los Angeles and Long Beach thereby enabling trucks servicing the site to achieve a minimum of two roundtrips per day.

7. Approval of the Project will maximize the use of a large industrial site in the region that is in close proximity to the Ports of Los Angeles and Long Beach, to realize substantial unmet demand in the region, allowing the region to compete on a domestic and international scale through the efficient and cost‐effective movement of goods.

8. Approval of the Project will facilitate the development of long-standing underutilized and vacant land.

STAFF RECOMMENDATION
Staff recommends that the Planning Commission take the following actions:

A. That the Planning Commission ADOPT Resolution No. 2021-40, attached hereto, RECOMMENDING that the City Council:

1. APPROVE that the Final Environmental Impact Report PEN20-0102 for the Moreno Valley Trade Center project including a General Plan Amendment PEN19-0191, a Change of Zone PEN19-0192, a Tentative Parcel Map PEN19-0234, and a Plot Plan PEN19-0193 on file with the Community Development Department, incorporated herein by this reference, has been completed in compliance with the California Environmental Quality Act, that the Planning Commission reviewed and considered the information in the Final EIR and that the Final EIR reflects the City’s independent judgement and analysis; and

2. ADOPT the Mitigation Monitoring and Reporting Program for the Final EIR for the proposed the Moreno Valley Trade Center project, attached as Exhibit A.

F.2.h
Packet Pg. 605 Attachment: Planning Commission October 28, 2022 Staff Report Without Attachments (All attachments may be obtained at

3. ADOPT the Facts, Findings and Statement of Overriding Considerations regarding the Final EIR for the Moreno Valley Trade Center project, attached hereto as Exhibit B; and
B. That the Planning Commission ADOPT Resolution No. 2021-41 attached hereto, RECOMMENDING that the City Council:

1. APPROVE PEN19-0191 General Plan Amendment based on the Recitals, Evidence contained in the Administrative Record and Findings set forth in Resolution No. 2021-41 and any necessary and corresponding amendment to the City’s Zoning Atlas to reflect the proposed changes in the zoning classification and/or redistricting associated with the General Plan Amendment.

C. That the Planning Commission ADOPT Resolution No. 2021-42, attached hereto, RECOMMENDING that the City Council:

1. APPROVE PEN19-0192 Change of Zone based on the Recitals, Evidence contained in the Administrative Record and Findings as set forth in Resolution No. 2021-42 and any necessary and corresponding amendment to the City’s Zoning Atlas to reflect the proposed change in the zoning classification and/or redistricting associated with the Change of Zone.

D. That the Planning Commission ADOPT Resolution No. 2021-43, attached hereto, RECOMMENDING that the City Council:

1. APPROVE Tentative Parcel Map PEN19-0234 based on the Recitals, Evidence contained in the Administrative Records and Findings as set forth in Resolution No. 2021-43.

E. That the Planning Commission ADOPT Resolution No. 2021-44, attached hereto, RECOMMENDING that the City Council:

1. APPROVE Plot Plan PEN19-0193 based on the Recitals, Evidence contained in the Administrative Records and Findings as set forth in Resolution No. 2021-44.

F. That the Planning Commission ADOPT Resolution No. 2021-45, attached hereto, RECOMMENDING that the City Council:

1. APPROVE Resolution No. 2021-45 making 145 units available through the City’s Density Bonus Program for SB330 based on the Recitals, Evidence contained in the Administrative Records and Findings as set forth in the Resolution.

G. RECOMMEND the City Council accept the Community Benefits offered by the Applicant.

F.2.h
Packet Pg. 606 Attachment: Planning Commission October 28, 2022 Staff Report Without Attachments (All attachments may be obtained at

Prepared by: Approved by:

Gabriel Diaz Sean P Kelleher
Associate Planner Planning Division Manager

ATTACHMENTS

1. Resolution 2021-40 Final Environmental Impact Report EIR

2. Exhibit A to Resolution No. 2021-40 Final Environmental Impact Report

3. Appendix A - Initial Study, NOP, and Written Comments on the NOP

4. Appendix B1 - Air Quality Impact Analysis - Warehouse

5. Appendix B2 - Air Quality Impact Analysis - E-Commerce

6. Appendix B3 - Mobile Source Health Risk Assessment - Warehouse

7. Appendix B4 - Mobile Source Health Risk Assessment - E-Commerce

8. Appendix B5 - Supplemental Air Quality Analysis Memo - Warehouse

9. Appendix B6 - Supplemental Air Quality Analysis Memo - E-Commerce

10.Appendix C1 - Biological Technical Report

11.Appendix C2 - Jurisdictional Delineation

12.Appendix C3 - Determination Biologically Equivalent or Superior Preservation

13.Appendix D - Cultural Resources

14.Appendix E1 - Energy Analysis - Warehouse

15.Appendix E2 - Energy Analysis - E-Commerce

16.Appendix F - Geotechnical Report

17.Appendix G - Paleontological Report

18.Appendix H1 - Greenhouse Gas Emissions Report - Warehouse

19.Appendix H2 - Greenhouse Gas Emissions Report - E-Commerce

20.Appendix I - Phase I Environmental Site Assessment

21.Appendix J1 - Hydrology Report - Warehouse

22.Appendix J2 - Preliminary WQMP - Warehouse

23.Appendix J3 - Hydrology Report - E-Commerce

24.Appendix J4 - Preliminary WQMP - E-Commerce

25.Appendix J5 - Supplemental Hydrology Memorandum

26.Appendix K1 - Noise Report - Warehouse

27.Appendix K2 - Noise Report - E-Commerce

28.Appendix L1 - Traffic Impact Analysis - Warehouse

29.Appendix L2 - Traffic Impact Analysis - E-Commerce

30.Appendix L3 - Trip Generation Comparison - Warehouse

31.Appendix L4 - Trip Generation Comparison - E-Commerce

32.Appendix M - Water Supply Assessment

33.Exhibit B - Mitigation Monitoring and Reporting Program

34.Exhibit C - Statement of Overriding Considerations
F.2.h
Packet Pg. 607 Attachment: Planning Commission October 28, 2022 Staff Report Without Attachments (All attachments may be obtained at

35.Resolution No. 2021-41 General Plan Amendment

36.Resolution No. 2021-42 Change of Zone

37.Resolution No. 2021-43 Parcel Map

38.Resolution No. 2021-44 Plot Plan

39.Resolution No. 2021-45 No Net Loss

40.Site Plan and Elevations Plans

41.Colored Elevations

42.Preliminary Grading Plan

43.Tentative Parcel Map 37836

44.Preliminary Landscape Plan

45.600 Foot Public Hearing Notice

46.600 foot Radius Map

47.Project Public Comments

48.MVTC Community Benefits Letter
F.2.h
Packet Pg. 608 Attachment: Planning Commission October 28, 2022 Staff Report Without Attachments (All attachments may be obtained at 1 RESOLUTION NUMBER 2021-41

A RESOLUTION OF THE PLANNING COMMISSION OF THE CITY OF

MORENO VALLEY, CALIFORNIA, DENYING GENERAL PLAN
AMENDMENT PEN19-0191 TO AMEND THE GENERAL PLAN LAND

USE MAP, CHANGING THE LAND USE DESIGNATION FROM
RESIDENTIAL (R2) TO BUSINESS PARK/LIGHT INDUSTRIAL (BP) FOR

THE PROPERTY LOCATED SOUTH OF EUCALYPTUS AVENUE, WEST

OF REDLANDS BOULEVARD, NORTH OF ENCELIA AVENUE, AND
EAST OF QUINCY CHANNEL (APN’S 488-340-002 THROUGH 488-340- 012) AND THE NECESSARY AND CORRESPONDING AMENDMENTS
TO THE CITY’S ZONING ATLAS
WHEREAS, the City of Moreno Valley (“City”) is a general law city and a municipal corporation of the State of California, and has the authority to approve amendments to the City’s General Plan and the City’s Zoning Atlas and; WHEREAS, MVTC, LLC a Delaware limited liability company (the “Applicant”) is proposing the development of a 1,328,853 square-foot, modern light industrial building to be used as a warehouse distribution/logistics center, or, in the alternative, as an ecommerce facility, commonly known as the Moreno Valley Trade Center (the “Project”), which includes associated site improvements, such as but not limited to, drive aisles, landscaping, utility infrastructure, water quality basins, exterior lighting, walls/fencing, and signage, as more fully described in the Draft Environmental Impact Report (DEIR), a copy of which is incorporated herein by this reference as though set forth in full; and WHEREAS, the proposal is to construct the Project on land situated on Eucalyptus Avenue, west of Redlands Boulevard, north of Encelia Avenue, and east of Quincy Channel (APN’S 488-340-002 through 488-340-012) (“Project Site”); and WHEREAS, The Applicant has filed an application for the approval of General Plan Amendment PEN19-0191 (“Application”) to amend the Moreno Valley General Plan to change the land use designation of the Project Site from Residential (R2) to Business Park/Light Industrial (BP), which shall also require any necessary and corresponding amendments to the City’s Zoning Atlas to reflect that zoning classification and/or redistricting of the Project Site shall retain consistency between the Zoning Atlas and the General Plan land use designations; and
WHEREAS, pursuant to the provisions of Section 9.02.200 (Public Hearing and Notification Procedures) of the Moreno Valley Municipal Code and Government Code section 65905, a public hearing was scheduled for October 28, 2021, and notice thereof was duly published and posted, and mailed to all property owners of record within 600 feet of the Site; and
WHEREAS, on October 28, 2021, the public hearing to consider the Application was duly conducted by the Planning Commission at which time all interested persons were provided with an opportunity to testify and to present evidence; and F.2.i
Packet Pg. 609 Attachment: Adopted Planning Commission Resolution No. 2021-41 General Plan Amendment (6209 : Moreno Valley Trade Center/Park) 2 WHEREAS, on October 28, 2021, in accordance with the provisions of the California Environmental Quality Act (CEQA) and CEQA Guidelines, the Planning Commission denied the Project.

NOW, THEREFORE, THE PLANNING COMMISSION OF THE CITY OF
MORENO VALLEY, CALIFORNIA, DOES HEREBY RESOLVE AS FOLLOWS:

Section 1. Recitals and Exhibits
That the foregoing Recitals and attached exhibits are true and correct and are hereby incorporated by this reference.

Section 2. Notice Pursuant to Government Code Section 66020 That pursuant to Government Code section 66020(d)(1), notice is hereby given that the proposed Project is subject to certain fees, dedications, reservations and other exactions as provided herein.

Section 3. Evidence
That the Planning Commission has considered all of the evidence submitted into the Administrative Record related to the Project on file with the Community Development Department, including, but not limited to, the following:
(a) Moreno Valley General Plan and all other relevant provisions contained therein;
(b) City’s Zoning Atlas and Title 9 (Planning and Zoning) of the Moreno Valley Municipal Code and all other relevant provisions referenced therein; (c) Application for General Plan Amendment PEN19-0191 to amend the Moreno Valley General Plan to change the land use designation of the Project Site from Residential (R2) to Business Park/Light Industrial (BP); (d) Draft EIR and all related notices, studies, reports, public comments and responses thereto;
(e) Proposed Mitigation Monitoring and Reporting Program (MMRP) and the findings and determinations contained therein;
(f) Proposed Statement of Overriding Considerations and the findings and determinations contained therein;
(g) Planning Commission Staff Report and all exhibits, attachments, documents, records and references related thereto and the findings and determinations contained therein;
(h) Presentation and comments submitted at the Planning Commission Public Hearing by City staff and consultants;
(i) Testimony and/or comments submitted at the Planning Commission Public Hearing by the Applicant and its representatives; and
(j) Testimony and/or comments submitted at the Planning Commission Public Hearing by all persons that was provided in written format or correspondence, at, or prior to, the Planning Commission Public Hearing.

Section 4. Findings
F.2.i
Packet Pg. 610 Attachment: Adopted Planning Commission Resolution No. 2021-41 General Plan Amendment (6209 : Moreno Valley Trade Center/Park) 3 That based on the foregoing Recitals and the Evidence contained in the Administrative Record as set forth above, the Planning Commission hereby recommends the City Council finds as follows:
(a) The requested GPA is inconsistent with the existing goals, objectives, policies and programs of the current general plan; and
(b) The proposed amendment will adversely affect the public health, safety or general welfare in that after the application of all feasible mitigation measures, the Project would result in a few significant and unavoidable environmental effects, as identified in the Final EIR, which includes 1) Aesthetics: Substantial Adverse Effect on a Scenic Vista; 2) Air Quality: Air Quality Management Plan Conflict; 3) Air Quality: Criteria Pollutant Emissions; and 4) Greenhouse Gas Emissions: GHG Emissions Generation.

Section 5. Severability
That the Planning Commission declares that, should any provision, section, paragraph, sentence or word of this Resolution be rendered or declared invalid by any final court action in a court of competent jurisdiction or by reason of any preemptive legislation, the remaining provisions, sections, paragraphs, sentences or words of this Resolution as hereby adopted shall remain in full force and effect.

Section 6. Effective Date
That this Resolution shall take effect immediately upon the date of adoption.

Section 7. Certification
That the Secretary of the Planning Commission shall certify to the passage of this Resolution.
[REMAINDER OF PAGE INTENTIONALLY LEFT BLANK]
F.2.i
Packet Pg. 611 Attachment: Adopted Planning Commission Resolution No. 2021-41 General Plan Amendment (6209 : Moreno Valley Trade Center/Park) 4 PASSED AND ADOPTED THIS 28th day of October, 2021

CITY OF MORENO VALLEY

PLANNING COMMISSION
_________________________
Patricia Korzec, Chairperson
ATTEST:
_________________________
Sean P. Kelleher,
Planning Official
APPROVED AS TO FORM:
_________________________
Steven B. Quintanilla,
Interim City Attorney
F.2.i
Packet Pg. 612 Attachment: Adopted Planning Commission Resolution No. 2021-41 General Plan Amendment (6209 : Moreno Valley Trade Center/Park)

OFFICIAL MINUTES OF THE

PLANNING COMMISSION

OF THE CITY OF MORENO VALLEY
REGULAR MEETING - 7:00 PM
October 28,2021

CALL TO ORDER
This regular meeting of the Planning Commission of the City of Moreno Valley was called to order at 7:03 p.m., by Chairperson Korzec in the Council Chambers located at 14177 F rederick Street, Moreno Valley, California.

ROLL CALL
Planning Commission: Patricia Korzec
Alvin DeJohnette
Jeffrey Sims
Rafael Brugueras
Omar Cobiarr
Chairperson
Vice Chairperson
Commissioner
Commissioner
Commissioner
Present
Present
Present
Present
Present
Motion to approve the Agenda was made by Commissioner Brugueras and seconded Commissioner Sims.

Vote: 5-0
Ayes: Commissioner Brugueras, Commissioner Sims, Commissioner Cobian, Vice Chairperson DeJohnette, and Chairperson Korzec
Action: Approved

PUBLIC COMMENTS PROCEDURE

PUBLIC COMMENTS
No Public Comments

CONSENT CALENDAR
Planning Commission - Regular Meeting - Oct 14, 2021 7.00 PM Motion to approve the Agenda was made by Commissioner Cobian and seconded Commissioner Brugueras.

Vote: 5-0
Ayes: Commissioner Cobian, Commissioner Brugueras, Commissioner Sims, Vice Chairperson DeJohnette, and Chairperson Korzec
-1-
'ALL PLANNING COMMISSION t/EETINGS ARE VIDEO/AUDIO RECORDED THIS RECORO lS AVAILABLE FOR REVIEW 1 BUSINESS DAY AF-rER EACH MEETTNG AND CAN 8E ACCESSED VIA THE FOLLOWING LINK hlto /hroienovalrevca iam2 com/Crizens/Calendar astx

PLEDGE OF ALLEGIANCE
The Pledge of Allegiance was led by Commissioner Brugueras.

APPROVAL OF AGENDA

1. F.2.j
Packet Pg. 613 Attachment: Planning Commission Minutes of October 28, 2021 (6209 : Moreno Valley Trade Center/Park) Action. Approved
NON.PUBLIC HEARING ITEMS
No items for discussion.

PUBLIC HEARING ITEMS
Public Hearing Opened: 7:04 PM.

Motion to deny Resolution Number 2021-41 regarding the proposed General Plan Amendment was made by Commissioner Sims and seconded by Commissioner DeJohnette.

Vote: 4-0
Noes: Commissioner Sims, Vice Chairperson DeJohnette, Commissioner Brugueras and Chairperson Korzec.

Recused: Commissioner Cobian
Action: Approved \
Public Speaker:

Joe Bunker, opposes item.

Nathaly Oztiz, opposes item
Emma Pacheco, opposes item.

Janet Bernabe, opposes item.

Alex Zamora, supports item.

Susan Zeitz, opposes item.

Lindsay Robinson, opposes item
Bianca Blua, opposes item.

David Zeilz, opposes item.

OTHER COMMISSION BUSINESS
No items for d iscussion
No items for discussion.
-2-
. ALL PLANNING COMMISSION MEETINGS ARE VIDEO/AUDIO RECORDED, THIS RECORD IS AVAILABLE FOR REVIEW 1 BUSINESS OAY AFTER EACH MEETING AND CAN BE ACCESSED VIA THE FOLLOWING LINK httr:/hrorenovallevca ,om2 comlcitizens/Calendar.aspx 1 MORENO VALLEY TRADE CENTER, A PROPOSED GENERAL PLAN
AMENDMENT, CHANGE OF ZONE, TENTATIVE PARCEL MAP 37836 TO MERGE ,I ,1 PARCELS IN-I'O 1 PARCEL, AND PLOT PLAN FOR AN APPROXIIMATELY 1,328,853 SQUARE FOOT WAREHOUSE/DISTRIBUTION BUILDING (Report of: Planning Commission)
Public Hearing Closed: 9:28 PM.

STAFF COMMENTS
F.2.j
Packet Pg. 614 Attachment: Planning Commission Minutes of October 28, 2021 (6209 : Moreno Valley Trade Center/Park)

PLANNING COMMISSIONER COMMENTS
Chairperson Korzec thank our City Attorney for moving us through this process and helping us stay on target.

ADJOURNMENT
There being no further business to come before the Planning Commission, Chairperson Korzec adjourned the meeting at 9:30 PM.

Submitted by:
tu- 6-- Naudia Samuels ricia Korze
Planning Commission Secretary Chairperson
-3-
" ALL PLANNING COMMISSION MEETINGS ARE VIDEO/AUDIO RECORDEO THIS RECORD IS AVAILAALE FOR REVIEW 1 EUSINESS OAY AFTER EACH MEETING AND CAN BE ACCESSED VIA THE FOLLOWNG LINK hto:/hraienovaltevca ,om2 com/Cnrzens/Calendar asox Approved by:

F.2.j
Packet Pg. 615 Attachment: Planning Commission Minutes of October 28, 2021 (6209 : Moreno Valley Trade Center/Park) F.2.k
Packet Pg. 616 Attachment: Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley Trade Center/Park) F.2.k
Packet Pg. 617 Attachment: Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley Trade Center/Park) F.2.k
Packet Pg. 618 Attachment: Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley Trade F.2.k
Packet Pg. 619 Attachment: Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley Trade F.2.k
Packet Pg. 620 Attachment: Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley Trade Center/Park) F.2.k
Packet Pg. 621 Attachment: Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley Trade Center/Park) F.2.k
Packet Pg. 622 Attachment: Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley Trade Center/Park) F.2.k
Packet Pg. 623 Attachment: Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley Trade Center/Park) F.2.k
Packet Pg. 624 Attachment: Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley Trade Center/Park) F.2.k
Packet Pg. 625 Attachment: Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley Trade Center/Park) F.2.k
Packet Pg. 626 Attachment: Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley Trade Center/Park) Thienes Engineering, Inc.

CIVIL ENGINEERING  LAND SURVEYING

PRELIMINARY HYDROLOGY CALCULATIONS
FOR

MORENO VALLEY TRADE CENTER
OPTION 1-HIGH CUBE LOGISTICS SITE PLAN
EUCALYPTUS AVENUE AND REDLANDS BLVD.

MORENO VALLEY, CALIFORNIA

PREPARED FOR

HILWOOD INVESTMENTS
901 VIA PIEMONTE, STE 1775
ONTARIO, CA 91764
PH. (949) 382-0033
APRIL 5, 2022
JOB NO. 3828

PREPARED BY

THIENES ENGINEERING
14349 FIRESTONE BOULEVARD
LA MIRADA, CALIFORNIA 90638
PHONE: (714) 521-4811
FAX: (714) 521-4173

F.2.l
Packet Pg. 627 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley

HYDROLOGY AND HYDRAULIC

CALCULATIONS

FOR

MORENO VALLEY TRADE CENTER

PREPARED

UNDER THE SUPERVISION OF

____________________________________
REINHARD STENZEL DATE:

R.C.E. 56155
EXP. : 12/31/22

F.2.l
Packet Pg. 628 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley

TABLE OF CONTENTS
INTRODUCTION ....................................................................................................................................... 1 VICINITY MAP.......................................................................................................................................... 2 MASTER DRAINAGE PLAN ................................................................................................................... 3 EXISTING CONDITION .......................................................................................................................... 4 PROPOSED CONDITION HYDROLOGY ............................................................................................ 4 DETENTION .............................................................................................................................................. 6 METHODOLOGY .................................................................................................................................... 7 SUMMARY ................................................................................................................................................ 7 F.2.l
Packet Pg. 629 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 1 INTRODUCTION
A: PROJECT LOCATION
The project site is located at southwest corner of Eucalyptus Avenue and Redlands Boulevard in the City of Moreno Valley. Encelia Avenue is adjacent to the southerly property line. Please see the next page for vicinity map.

B: STUDY PURPOSE
The purpose of this study is to determine the existing and proposed condition peak flow rates for various storm events for the site. Discharge from the project site ultimately drains to an existing storm drain in Redlands Boulevard.

C: PROJECT STAFF:

Thienes Engineering staff involved in this study include:

Reinhard Stenzel
Kristie Ferronato
Brian Weil
F.2.l
Packet Pg. 630 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley F.2.l
Packet Pg. 631
Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project 3 DISCUSSION

The project site encompasses approximately 72.73 acres. However, several acres along the westerly property line are within an existing drainage channel (Quincy Wash) and will not be disturbed. Here, sheet piles will be constructed within the property site to protect the site from the Wash. Proposed improvements include one warehouse type building with approximately 1,328,853 square feet. There are truck yard areas on the northerly and southerly sides of the building. Vehicle parking is primarily on the easterly side of the property with some additional parking areas along the westerly drive aisle. There is a water quality/detention basin located along the southerly side of the side adjacent to Encelia Avenue. Additional landscaped areas are located adjacent to the streets and smaller areas throughout the project site.

Master Drainage Plan
The project site is tabled to a storm drain system in Redlands Boulevard (Moreno MDP Line F-2). At this time, only portions of the Master Plan Storm Drain system are constructed. Recent improvements to the north of the project site (Aldi Foods) constructed a portion of the ultimate storm drain in Redlands Boulevard. This is a 60”-72” storm drain (plans prepared by Huitt-Zollars) that connects to an existing 51” storm drain in Redlands Boulevard approximately 200’ north of Eucalyptus Avenue and continues approximately 350’ south of Eucalyptus Avenue to where it daylights into an existing unimproved earthen channel. This storm drain and channel is located at the easterly portion of the project site.

Runoff continues southerly in the unimproved earthen channel to an existing headwall located northerly of Dracaea Avenue. This is the upstream portion of Riverside County Flood Control and Water Conservation District storm drain Line “F-2”. This is an existing 42” storm drain system that does not appear to be adequately sized for the peak flow rates specified in the recently constructed upstream storm drain system. The existing storm drain continues southerly past Brodiaea Avenue and discharges into an existing earthen channel (Line “F”).

The Master Drainage Plan indicates a storm drain system in Eucalyptus Avenue (Lateral F-16). The necessary portions of this storm drain system was constructed with the Aldi Foods development to the north. In a memo dated December 23, 2020, Riverside County Flood Control and Water Conservation District (R.C.F.C.&W.C.D.) acknowledges that the “existing facility is functionally equivalent to Line F-16, and the remaining unconstructed portion is not necessary to provide flood protection.” See Appendix “A” for a copy of this memo.

The Master Drainage Plan also indicates a storm drain system in Encelia Avenue (Lateral F-17) ranging from 42” to 60”. The development of the project site will utilize a detention basin and onsite storm drain systems that will greatly reduce flow to Encelia Avenue such that only a shorter and smaller storm drain will be necessary in the street. In the same memo, R.C.F.C.&W.C.D. states “Since these facilities together collect and convey the F.2.l
Packet Pg. 632 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 4 same area that was tabled to Line F-17, it is our opinion that the existing facility is functionally equivalent to Line F-17”.

See Appendix “A” for reference existing storm drain plans and a portion of the Master Drainage Plan.

Existing Condition
The project site is generally a vacant lot with natural grasses and weeds. The southeasterly portion of the site is an existing plant nursery. The nursery has a few small structures and appears unpaved. The westerly portion of the property is an unimproved drainage channel (Quincy Wash) and is not tributary to the project site.

Runoff from the site generally drains from north to south to Encelia Avenue at several locations (nodes 103, 105, 106, and 107 on existing condition hydrology map). Encelia Avenue drains from west to east to Redlands Boulevard ultimately to the existing channel adjacent to Redlands Boulevard.

Runoff from Redlands Boulevard flows southerly towards the intersection with Encilia Avenue and node 107. The 100-year Rational Method peak flow rate from the project site and adjacent streets approximately 108.4 cfs.

Runoff in Eucalyptus flows west to east and is intercepted by several riser inlet structures (nodes 112, 121, and 131). The respective 100-year Rational Method flow rates to each risers are approximately 4.2 cfs, 1.6 cfs, and 0.90 cfs.

See Appendix “B” for existing condition Rational Method calculations and Appendix “D” for existing condition hydrology map.

Existing condition hydrographs were established for various storm events. These peak flow rates and volumes are summarized below in the Detention discussion.

Proposed Condition Hydrology
Runoff from the northerly portion of the building, northerly truckyard and easterly parking lots (Nodes 100-115) will be captured in a proposed onsite storm drain system and conveyed southerly to an underground CMP detention system. Runoff from the southerly and westerly portions of the site (Nodes 200-219) will be conveyed to the southerly truck yard and confluenced with the runoff from the north.

Runoff from the detention basin in the southeasterly corner of the site (Node 220) will be confluenced in the proposed system and conveyed easterly. The 100-year peak flow rate from the project site is approximately 154.7 cfs.

F.2.l
Packet Pg. 633 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 5 Discharge from the basin will be conveyed easterly through the project site in a proposed storm drain and connect to the proposed extension of the public storm drain system in Redlands Boulevard. This will eliminate runoff to Encelia Avenue as well as the need for Master Drainage Plan Lateral “F-17”, as previously mentioned in R.C.F.C.&W.C.D. memo dated December 23, 2020. The proposed public storm drain will be sized to include the ultimate peak flow rates upstream as well as the discharge from the detention basin. Final design will dictate exact pipe sizes. The public storm drain will continue south in place of the open earth channel to the existing 42” storm drain near Dracaea Avenue. The existing headwall will be removed and the proposed drain will connect to the existing system.

The existing 42” downstream storm drain system does not have the same capacity as the proposed 78” storm drain system. To avoid overburdening the existing 42” storm drain, a relief system will be designed to ensure that flow not allowed into the existing facility can discharge to the street. This will emulate existing conditions where runoff that is not currently allowed into the storm drain (via existing headwall adjacent to the Redlands Avenue) can then drain to the street. Regardless of how the storm drain systems connect, runoff exceeding the capacity of the 42” storm drain system remains on westerly surface of Redlands Avenue. The final design shall be to the satisfaction of the City Manager or City Engineer.

The landscaped areas adjacent to Encelia Avenue will sheet flow to the street and join the street runoff flowing easterly towards the intersection with Redlands Boulevard (nodes 600-604). The runoff will be intercepted by a catch basin in Encilia Avenue and will enter the proposed public storm drain in Redlands Boulevard. The 100-year Rational Method peak runoff from these areas is approximately 7.1 cfs. With the proposed onsite improvements, this is the only drainage system required in Encilia Avenue.

The landscaped frontage along Eucalyptus Avenue will also drain to the street. Catch Basins at nodes 502 and 511 will intercept street and landscape runoff and convey it to the existing 54” storm drain in Eucalyptus Avenue. The 100-year Rational Method peak runoff to these nodes will be approximately 4.4 cfs and 2.8 cfs respectively.

Runoff from Redlands Boulevard and the adjacent project frontage will flow southerly within Redlands Boulevard to a catch basin near the intersection with Encilia Avenue (nodes 520-522). The 100-year Rational Method peak runoff to node 522 will be approximately 4.9 cfs.

Approximately 2.50 acres of area adjacent to the Quincy Wash at the westerly portion of the site will remain undisturbed. The landscaped frontage along Redlands Boulevard will produce a similar amount of runoff as the existing condition and will drain directly to the street.

See Appendix “B” for proposed condition hydrology calculations and Appendix “D” for proposed condition hydrology map.

F.2.l
Packet Pg. 634 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 6 Detention
Since downstream facilities do not appear to have capacity for the increase in peak flow and volume from the proposed commercial project, detention will be required to limit runoff to no more than that under existing conditions. Detention analysis is considered for the 2-, 5-, 10- and 100-year storm events. Riverside County allows “preliminary sizing of increased runoff basin may be based on the difference in volume between the developed condition and the pre-developed condition for the 24-hour duration event for the 10-year return frequency.”
1-, 3-, 6-, and 24-hour hydrographs were established for all areas tributary to the detention basin for the 2-, 5-, 10- and 100-year events for both existing (undeveloped) and proposed conditions. For existing conditions, the land use is considered “open brush, poor cover”.

Proposed conditions assume all commercial development. Rainfall values are taken from the Riverside County Hydrology Manual. For the 2- and 5-year events, the loss rate is determined using an AMC I condition. For the 10-year event, AMC II was used and for the 100-year event AMC III was used.

Note that not all area of the project site drains to the detention basin, thus the areas used for the detention analysis are slightly smaller than the total project site. Areas not tributary to the detention basin are the areas to the west and south of the site. It is assumed that the landscaped areas produce about the same runoff rates and volumes as the undeveloped site.

The following table summarizes existing and proposed condition peak flow rates and volumes associated with the area to the detention basin. From the table, the largest difference in volume is approximately 12.25 acre-feet (10-year 24-hour event). The largest difference in peak flow rate is about 46.3 cfs (5-year 1-hour event). For preliminary sizing, the detention basin will be sized to detain the largest difference in volume. The preliminary underground CMP system will be sized to match this volume. The southeasterly basin meets the surface area and volume requirements necessary for water quality purposes per separate Water Quality Management Plan.

Final design will dictate the outlet features that will limit runoff from all of the above events to less than existing conditions. The landscaped areas tributary to the street would yield peak flow rates similar to existing condition and are not included in the hydrographs.

See Appendix “C” for existing and proposed condition hydrographs.

The following table summarizes existing and proposed condition hydrographs:

BASIN SUMMARY TABLE

Return Storm Existing Total Proposed Total Peak Flow Volume Event Duration Flow Volume Flow Volume Difference Difference (year) (hour) (cfs) (ac-ft) (cfs) (ac-ft) (cfs) (ac-ft) 100 1 131.5 5.89 177.0 6.38 45.5 0.49
F.2.l
Packet Pg. 635 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 7 100 3 88.3 7.96 103.5 9.62 15.2 1.66
100 6 77.8 9.16 89.8 12.81 12.0 3.65
100 24 31.9 12.27 37.9 22.68 6.0 10.41
10 1 73.5 2.78 113.0 4.06 39.5 1.28
10 3 45.5 2.67 65.2 6.24 19.7 3.57
10 6 40.1 2.93 57.8 8.59 17.7 5.66
10 24 8.8 2.25 23.8 14.50 15.0 12.25
5 1 47.0 1.38 93.3 3.38 46.3 2.00
5 3 23.8 1.20 54.5 5.27 30.7 4.07
5 6 19.9 1.31 49.5 7.38 29.6 6.07
5 24 2.2 1.34 19.7 12.05 17.5 10.71
2 1 29.8 0.87 69.2 2.53 39.4 1.66
2 3 12.1 0.67 41.6 4.02 29.5 3.35
2 6 10.1 0.80 38.8 5.79 28.7 4.99
2 24 1.6 0.98 14.4 8.81 12.8 7.83
Methodology
Hydrology calculations were computed using Riverside County Rational Method program (by AES software). Hydrograph were computed using CIVILD software. The soil type is “B” per Riverside County Hydrology Manual. See Appendix “A” for reference material from the Riverside County Hydrology Manual.

F.2.l
Packet Pg. 636 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley F.2.l
Packet Pg. 637 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley F.2.l
Packet Pg. 638 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley F.2.l
Packet Pg. 639 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley F.2.l
Packet Pg. 640 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley F.2.l
Packet Pg. 641 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley F.2.l
Packet Pg. 642 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley F.2.l
Packet Pg. 643 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley F.2.l
Packet Pg. 644 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley F.2.l
Packet Pg. 645 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley F.2.l
Packet Pg. 646 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley F.2.l
Packet Pg. 647 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley F.2.l
Packet Pg. 648 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley F.2.l
Packet Pg. 649 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley F.2.l
Packet Pg. 650 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley F.2.l
Packet Pg. 651 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley F.2.l
Packet Pg. 652 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley F.2.l
Packet Pg. 653 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley F.2.l
Packet Pg. 654 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley F.2.l
Packet Pg. 655 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley F.2.l
Packet Pg. 656 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley F.2.l
Packet Pg. 657 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 100XX
____________________________________________________________________________ ****************************************************************************

RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON

RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982-2016 Advanced Engineering Software (aes) (Rational Tabling Version 23.0)
Release Date: 07/01/2016 License ID 1435
Analysis prepared by:

THIENES ENGINEERING, INC.
14349 FIRESTONE BLVD
LA MIRADA, CA 90638
714-521-4811
************************** DESCRIPTION OF STUDY ************************** * TEI JOB 3828 *
* 100-YEAR STORM EVENT *
* EXISTING CONDITION (NODES 100-107) *
************************************************************************** FILE NAME: W:\3828\100XX.DAT
TIME/DATE OF STUDY: 08:36 03/25/2021
---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.010
10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.820
100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.940
100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.200
SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.5003939
SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5001161
COMPUTED RAINFALL INTENSITY DATA:

STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.200 SLOPE OF INTENSITY DURATION CURVE = 0.5001
RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS

FOR ALL DOWNSTREAM ANALYSES
*USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:

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

2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
**************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================

ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH POOR COVER
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 410.00
UPSTREAM ELEVATION(FEET) = 1752.00
DOWNSTREAM ELEVATION(FEET) = 1741.50
ELEVATION DIFFERENCE(FEET) = 10.50
TC = 0.533*[( 410.00**3)/( 10.50)]**.2 = 12.298
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.651
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6451
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 4.87
TOTAL AREA(ACRES) = 2.85 TOTAL RUNOFF(CFS) = 4.87
**************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 51

F.2.l
Packet Pg. 658 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 100XX
---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1741.50 DOWNSTREAM(FEET) = 1732.00 CHANNEL LENGTH THRU SUBAREA(FEET) = 400.00 CHANNEL SLOPE = 0.0237 CHANNEL BASE(FEET) = 100.00 "Z" FACTOR = 99.990
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 1.00
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.186
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6085
SOIL CLASSIFICATION IS "B"
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 7.84
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.15 AVERAGE FLOW DEPTH(FEET) = 0.06 TRAVEL TIME(MIN.) = 5.78 Tc(MIN.) = 18.08
SUBAREA AREA(ACRES) = 4.40 SUBAREA RUNOFF(CFS) = 5.85
TOTAL AREA(ACRES) = 7.2 PEAK FLOW RATE(CFS) = 10.73
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.07 FLOW VELOCITY(FEET/SEC.) = 1.36
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 810.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1732.00 DOWNSTREAM(FEET) = 1722.60 CHANNEL LENGTH THRU SUBAREA(FEET) = 410.00 CHANNEL SLOPE = 0.0229 CHANNEL BASE(FEET) = 100.00 "Z" FACTOR = 99.900
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 1.00
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.957
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5862
SOIL CLASSIFICATION IS "B"
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 16.05
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.52 AVERAGE FLOW DEPTH(FEET) = 0.10 TRAVEL TIME(MIN.) = 4.50 Tc(MIN.) = 22.57
SUBAREA AREA(ACRES) = 9.25 SUBAREA RUNOFF(CFS) = 10.61
TOTAL AREA(ACRES) = 16.5 PEAK FLOW RATE(CFS) = 21.34
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.12 FLOW VELOCITY(FEET/SEC.) = 1.63
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 1220.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1723.00 DOWNSTREAM ELEVATION(FEET) = 1722.00 STREET LENGTH(FEET) = 275.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 32.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 16.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 21.87 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.

THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED.

STREET FLOW DEPTH(FEET) = 0.73
HALFSTREET FLOOD WIDTH(FEET) = 28.63
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.61
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.91
STREET FLOW TRAVEL TIME(MIN.) = 1.76 Tc(MIN.) = 24.33
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.885
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8678
SOIL CLASSIFICATION IS "B"

F.2.l
Packet Pg. 659 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 100XX
SUBAREA AREA(ACRES) = 0.65 SUBAREA RUNOFF(CFS) = 1.06
TOTAL AREA(ACRES) = 17.1 PEAK FLOW RATE(CFS) = 22.40
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.74 HALFSTREET FLOOD WIDTH(FEET) = 28.87 FLOW VELOCITY(FEET/SEC.) = 2.63 DEPTH*VELOCITY(FT*FT/SEC.) = 1.93 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 1495.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1722.00 DOWNSTREAM ELEVATION(FEET) = 1715.80 STREET LENGTH(FEET) = 755.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 32.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 16.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 22.93 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.66
HALFSTREET FLOOD WIDTH(FEET) = 24.94
AVERAGE FLOW VELOCITY(FEET/SEC.) = 3.58
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 2.35
STREET FLOW TRAVEL TIME(MIN.) = 3.52 Tc(MIN.) = 27.85
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.762
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8664
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 1.07
TOTAL AREA(ACRES) = 17.9 PEAK FLOW RATE(CFS) = 23.47
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.66 HALFSTREET FLOOD WIDTH(FEET) = 25.12 FLOW VELOCITY(FEET/SEC.) = 3.61 DEPTH*VELOCITY(FT*FT/SEC.) = 2.39 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 2250.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.762
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8664
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 17.25 SUBAREA RUNOFF(CFS) = 26.33 TOTAL AREA(ACRES) = 35.1 TOTAL RUNOFF(CFS) = 49.80
TC(MIN.) = 27.85
**************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1715.80 DOWNSTREAM ELEVATION(FEET) = 1709.80 STREET LENGTH(FEET) = 620.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 32.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 16.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 50.24 ***STREET FLOW SPLITS OVER STREET-CROWN***
FULL DEPTH(FEET) = 0.80 FLOOD WIDTH(FEET) = 32.00
FULL HALF-STREET VELOCITY(FEET/SEC.) = 4.58
SPLIT DEPTH(FEET) = 0.35 SPLIT FLOOD WIDTH(FEET) = 9.53

F.2.l
Packet Pg. 660 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 100XX
SPLIT FLOW(CFS) = 2.48 SPLIT VELOCITY(FEET/SEC.) = 2.26 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.

THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED.

STREET FLOW DEPTH(FEET) = 0.80
HALFSTREET FLOOD WIDTH(FEET) = 32.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.58
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.65
STREET FLOW TRAVEL TIME(MIN.) = 2.26 Tc(MIN.) = 30.10
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.694
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8656
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 0.88
TOTAL AREA(ACRES) = 35.7 PEAK FLOW RATE(CFS) = 50.68
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.80 HALFSTREET FLOOD WIDTH(FEET) = 32.00 FLOW VELOCITY(FEET/SEC.) = 4.58 DEPTH*VELOCITY(FT*FT/SEC.) = 3.65 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 106.00 = 2870.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.694
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8656
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 21.50 SUBAREA RUNOFF(CFS) = 31.53 TOTAL AREA(ACRES) = 57.2 TOTAL RUNOFF(CFS) = 82.21
TC(MIN.) = 30.10
**************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1709.80 DOWNSTREAM ELEVATION(FEET) = 1706.00 STREET LENGTH(FEET) = 445.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 32.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 16.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 82.64 ***STREET FLOW SPLITS OVER STREET-CROWN***
FULL DEPTH(FEET) = 0.80 FLOOD WIDTH(FEET) = 32.00
FULL HALF-STREET VELOCITY(FEET/SEC.) = 4.30
SPLIT DEPTH(FEET) = 0.76 SPLIT FLOOD WIDTH(FEET) = 29.98 SPLIT FLOW(CFS) = 37.78 SPLIT VELOCITY(FEET/SEC.) = 4.12 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

NOTE: STREET FLOW EXCEEDS TOP OF CURB.

THE FOLLOWING STREET FLOW RESULTS ARE BASED ON THE ASSUMPTION THAT NEGLIBLE FLOW OCCURS OUTSIDE OF THE STREET CHANNEL.

THAT IS, ALL FLOW ALONG THE PARKWAY, ETC., IS NEGLECTED.

STREET FLOW DEPTH(FEET) = 0.80
HALFSTREET FLOOD WIDTH(FEET) = 32.00
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.30
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 3.43
STREET FLOW TRAVEL TIME(MIN.) = 1.72 Tc(MIN.) = 31.83
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.648
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8650
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 0.86
TOTAL AREA(ACRES) = 57.8 PEAK FLOW RATE(CFS) = 83.06
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.80 HALFSTREET FLOOD WIDTH(FEET) = 32.00 FLOW VELOCITY(FEET/SEC.) = 4.30 DEPTH*VELOCITY(FT*FT/SEC.) = 3.43 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 107.00 = 3315.00 FEET.

F.2.l
Packet Pg. 661 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 100XX
**************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.648
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8650
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 16.00 SUBAREA RUNOFF(CFS) = 22.80 TOTAL AREA(ACRES) = 73.8 TOTAL RUNOFF(CFS) = 105.87
TC(MIN.) = 31.83
**************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.648
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8650
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.80 SUBAREA RUNOFF(CFS) = 2.57
TOTAL AREA(ACRES) = 75.6 TOTAL RUNOFF(CFS) = 108.43
TC(MIN.) = 31.83
============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 75.6 TC(MIN.) = 31.83
PEAK FLOW RATE(CFS) = 108.43
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

F.2.l
Packet Pg. 662 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 110XX
____________________________________________________________________________ ****************************************************************************

RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON

RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982-2016 Advanced Engineering Software (aes) (Rational Tabling Version 23.0)
Release Date: 07/01/2016 License ID 1435
Analysis prepared by:

THIENES ENGINEERING, INC.
14349 FIRESTONE BLVD
LA MIRADA, CA 90638
714-521-4811
************************** DESCRIPTION OF STUDY ************************** * TEI JOB 3828 *
* 100-YEAR STORM EVENT *
* EXISTING CONDITION (NODES 110-112) *
************************************************************************** FILE NAME: W:\3828\110XX.DAT
TIME/DATE OF STUDY: 09:40 03/25/2021
---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.010
10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.820
100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.940
100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.200
SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.5003939
SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5001161
COMPUTED RAINFALL INTENSITY DATA:

STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.200 SLOPE OF INTENSITY DURATION CURVE = 0.5001
RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS

FOR ALL DOWNSTREAM ANALYSES
*USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:

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

2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
**************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 111.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================

ASSUMED INITIAL SUBAREA UNIFORM

DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 875.00
UPSTREAM ELEVATION(FEET) = 1755.15
DOWNSTREAM ELEVATION(FEET) = 1747.00
ELEVATION DIFFERENCE(FEET) = 8.15
TC = 0.303*[( 875.00**3)/( 8.15)]**.2 = 11.603
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.729
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8750
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 2.39
TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 2.39
**************************************************************************** FLOW PROCESS FROM NODE 111.00 TO NODE 112.00 IS CODE = 61

F.2.l
Packet Pg. 663 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 110XX
---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1747.00 DOWNSTREAM ELEVATION(FEET) = 1737.88 STREET LENGTH(FEET) = 875.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 38.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 19.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.31 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.37
HALFSTREET FLOOD WIDTH(FEET) = 10.68
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.49
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.92
STREET FLOW TRAVEL TIME(MIN.) = 5.86 Tc(MIN.) = 17.47
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.224
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8712
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.95 SUBAREA RUNOFF(CFS) = 1.84
TOTAL AREA(ACRES) = 2.0 PEAK FLOW RATE(CFS) = 4.23
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 11.95 FLOW VELOCITY(FEET/SEC.) = 2.61 DEPTH*VELOCITY(FT*FT/SEC.) = 1.04 LONGEST FLOWPATH FROM NODE 110.00 TO NODE 112.00 = 1750.00 FEET. ============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 2.0 TC(MIN.) = 17.47
PEAK FLOW RATE(CFS) = 4.23
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

F.2.l
Packet Pg. 664 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 120XX
____________________________________________________________________________ ****************************************************************************

RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON

RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982-2016 Advanced Engineering Software (aes) (Rational Tabling Version 23.0)
Release Date: 07/01/2016 License ID 1435
Analysis prepared by:

THIENES ENGINEERING, INC.
14349 FIRESTONE BLVD
LA MIRADA, CA 90638
714-521-4811
************************** DESCRIPTION OF STUDY ************************** * TEI JOB 3828 *
* 100-YEAR STORM EVENT *
* EXISTING CONDITION (NODES 120-121) *
************************************************************************** FILE NAME: W:\3828\120XX.DAT
TIME/DATE OF STUDY: 10:39 03/25/2021
---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.010
10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.820
100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.940
100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.200
SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.5003939
SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5001161
COMPUTED RAINFALL INTENSITY DATA:

STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.200 SLOPE OF INTENSITY DURATION CURVE = 0.5001
RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS

FOR ALL DOWNSTREAM ANALYSES
*USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:

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

2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
**************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 121.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================

ASSUMED INITIAL SUBAREA UNIFORM

DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 390.00
UPSTREAM ELEVATION(FEET) = 1740.00
DOWNSTREAM ELEVATION(FEET) = 1734.82
ELEVATION DIFFERENCE(FEET) = 5.18
TC = 0.303*[( 390.00**3)/( 5.18)]**.2 = 7.823
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.324
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8784
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1.61
TOTAL AREA(ACRES) = 0.55 TOTAL RUNOFF(CFS) = 1.61
============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 0.6 TC(MIN.) = 7.82

F.2.l
Packet Pg. 665 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 120XX
PEAK FLOW RATE(CFS) = 1.61
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

F.2.l
Packet Pg. 666 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 130XX
____________________________________________________________________________ ****************************************************************************

RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON

RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982-2016 Advanced Engineering Software (aes) (Rational Tabling Version 23.0)
Release Date: 07/01/2016 License ID 1435
Analysis prepared by:

THIENES ENGINEERING, INC.
14349 FIRESTONE BLVD
LA MIRADA, CA 90638
714-521-4811
************************** DESCRIPTION OF STUDY ************************** * TEI JOB 3828 *
* 100-YEAR STORM EVENT *
* EXISTING CONDITION (NODES 130-131) *
************************************************************************** FILE NAME: W:\3828\130XX.DAT
TIME/DATE OF STUDY: 11:50 03/25/2021
---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.010
10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.820
100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.940
100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.200
SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.5003939
SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5001161
COMPUTED RAINFALL INTENSITY DATA:

STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.200 SLOPE OF INTENSITY DURATION CURVE = 0.5001
RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS

FOR ALL DOWNSTREAM ANALYSES
*USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:

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

2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
**************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 131.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================

ASSUMED INITIAL SUBAREA UNIFORM

DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 175.00
UPSTREAM ELEVATION(FEET) = 1737.80
DOWNSTREAM ELEVATION(FEET) = 1734.83
ELEVATION DIFFERENCE(FEET) = 2.97
TC = 0.303*[( 175.00**3)/( 2.97)]**.2 = 5.406
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.999
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8813
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 0.88
TOTAL AREA(ACRES) = 0.25 TOTAL RUNOFF(CFS) = 0.88
============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 0.2 TC(MIN.) = 5.41

F.2.l
Packet Pg. 667 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 130XX
PEAK FLOW RATE(CFS) = 0.88
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

F.2.l
Packet Pg. 668 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley F.2.l
Packet Pg. 669 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley ____________________________________________________________________________ ****************************************************************************

RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON

RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982-2016 Advanced Engineering Software (aes) (Rational Tabling Version 23.0)
Release Date: 07/01/2016 License ID 1435
Analysis prepared by:

THIENES ENGINEERING, INC.
14349 FIRESTONE BLVD
LA MIRIADA, CA 90638
714-521-4811
************************** DESCRIPTION OF STUDY ************************** * TEI JOB NUMBER 3828 *
* PROPOSED CONDITIONS *
* 100-YEAR STORM EVENT *
************************************************************************** FILE NAME: W:\3828\P100.DAT
TIME/DATE OF STUDY: 09:52 04/05/2022
---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.010
10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.820
100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.940
100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.200
SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.5003939
SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5001161
COMPUTED RAINFALL INTENSITY DATA:

STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.200 SLOPE OF INTENSITY DURATION CURVE = 0.5001
RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS

FOR ALL DOWNSTREAM ANALYSES
*USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:

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

2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
**************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 101.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================

ASSUMED INITIAL SUBAREA UNIFORM

DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 620.00
UPSTREAM ELEVATION(FEET) = 1754.90
DOWNSTREAM ELEVATION(FEET) = 1727.54
ELEVATION DIFFERENCE(FEET) = 27.36
TC = 0.303*[( 620.00**3)/( 27.36)]**.2 = 7.406
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.416
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8789
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 18.29
TOTAL AREA(ACRES) = 6.09 TOTAL RUNOFF(CFS) = 18.29
**************************************************************************** FLOW PROCESS FROM NODE 101.00 TO NODE 102.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
F.2.l
Packet Pg. 670 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley >>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1724.00 DOWNSTREAM(FEET) = 1723.67 FLOW LENGTH(FEET) = 193.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.31
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 18.29
PIPE TRAVEL TIME(MIN.) = 0.75 Tc(MIN.) = 8.15
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 102.00 = 813.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 102.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.256
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8781
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 2.01 SUBAREA RUNOFF(CFS) = 5.75
TOTAL AREA(ACRES) = 8.1 TOTAL RUNOFF(CFS) = 24.03
TC(MIN.) = 8.15
**************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 103.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1723.67 DOWNSTREAM(FEET) = 1723.22 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.70
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 24.03
PIPE TRAVEL TIME(MIN.) = 0.44 Tc(MIN.) = 8.59
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 103.00 = 963.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 103.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.172
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8777
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 2.01 SUBAREA RUNOFF(CFS) = 5.60
TOTAL AREA(ACRES) = 10.1 TOTAL RUNOFF(CFS) = 29.63
TC(MIN.) = 8.59
**************************************************************************** FLOW PROCESS FROM NODE 103.00 TO NODE 104.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1723.22 DOWNSTREAM(FEET) = 1722.57 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 33.0 INCH PIPE IS 22.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.88
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 29.63
PIPE TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = 8.95
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 104.00 = 1113.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 104.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.107
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8773
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 2.01 SUBAREA RUNOFF(CFS) = 5.48
TOTAL AREA(ACRES) = 12.1 TOTAL RUNOFF(CFS) = 35.11
TC(MIN.) = 8.95
**************************************************************************** FLOW PROCESS FROM NODE 104.00 TO NODE 105.00 IS CODE = 31 F.2.l
Packet Pg. 671 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1722.57 DOWNSTREAM(FEET) = 1721.94 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 33.0 INCH PIPE IS 26.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.94
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 35.11
PIPE TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = 9.31
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 105.00 = 1263.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 105.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.046
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8770
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.59 SUBAREA RUNOFF(CFS) = 4.25
TOTAL AREA(ACRES) = 13.7 TOTAL RUNOFF(CFS) = 39.36
TC(MIN.) = 9.31
**************************************************************************** FLOW PROCESS FROM NODE 105.00 TO NODE 106.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1721.94 DOWNSTREAM(FEET) = 1721.22 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 36.0 INCH PIPE IS 24.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.68
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 39.36
PIPE TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 9.64
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 106.00 = 1413.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 106.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.994
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8767
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 5.25
TOTAL AREA(ACRES) = 15.7 TOTAL RUNOFF(CFS) = 44.61
TC(MIN.) = 9.64
**************************************************************************** FLOW PROCESS FROM NODE 106.00 TO NODE 107.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1721.22 DOWNSTREAM(FEET) = 1720.51 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 36.0 INCH PIPE IS 27.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.78
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 44.61
PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 9.96
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 107.00 = 1563.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 107.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.946
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8764
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 2.01 SUBAREA RUNOFF(CFS) = 5.19
TOTAL AREA(ACRES) = 17.7 TOTAL RUNOFF(CFS) = 49.79
TC(MIN.) = 9.96
F.2.l
Packet Pg. 672 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley **************************************************************************** FLOW PROCESS FROM NODE 107.00 TO NODE 108.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1720.51 DOWNSTREAM(FEET) = 1719.76 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 36.0 INCH PIPE IS 29.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.03
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 49.79
PIPE TRAVEL TIME(MIN.) = 0.31 Tc(MIN.) = 10.27
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 108.00 = 1713.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 108.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.901
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8761
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.59 SUBAREA RUNOFF(CFS) = 4.04
TOTAL AREA(ACRES) = 19.3 TOTAL RUNOFF(CFS) = 53.84
TC(MIN.) = 10.27
**************************************************************************** FLOW PROCESS FROM NODE 108.00 TO NODE 109.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1719.76 DOWNSTREAM(FEET) = 1719.01 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.38
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 53.84
PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 10.57
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 109.00 = 1863.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 109.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.860
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8759
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 2.02 SUBAREA RUNOFF(CFS) = 5.06
TOTAL AREA(ACRES) = 21.3 TOTAL RUNOFF(CFS) = 58.89
TC(MIN.) = 10.57
**************************************************************************** FLOW PROCESS FROM NODE 109.00 TO NODE 110.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1719.01 DOWNSTREAM(FEET) = 1718.27 FLOW LENGTH(FEET) = 150.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 39.0 INCH PIPE IS 30.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.41
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 58.89
PIPE TRAVEL TIME(MIN.) = 0.30 Tc(MIN.) = 10.87
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 110.00 = 2013.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.820
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8756
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 4.41 SUBAREA RUNOFF(CFS) = 10.89
TOTAL AREA(ACRES) = 25.7 TOTAL RUNOFF(CFS) = 69.78
F.2.l
Packet Pg. 673 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley TC(MIN.) = 10.87
**************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 111.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1718.27 DOWNSTREAM(FEET) = 1712.62 FLOW LENGTH(FEET) = 758.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 39.0 INCH PIPE IS 29.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 10.30
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 69.78
PIPE TRAVEL TIME(MIN.) = 1.23 Tc(MIN.) = 12.09
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 111.00 = 2771.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 111.00 TO NODE 111.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.673
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8747
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 3.27 SUBAREA RUNOFF(CFS) = 7.65
TOTAL AREA(ACRES) = 29.0 TOTAL RUNOFF(CFS) = 77.43
TC(MIN.) = 12.09
**************************************************************************** FLOW PROCESS FROM NODE 111.00 TO NODE 111.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.673
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8747
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.68 SUBAREA RUNOFF(CFS) = 1.59
TOTAL AREA(ACRES) = 29.7 TOTAL RUNOFF(CFS) = 79.02
TC(MIN.) = 12.09
**************************************************************************** FLOW PROCESS FROM NODE 111.00 TO NODE 112.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1712.62 DOWNSTREAM(FEET) = 1708.53 FLOW LENGTH(FEET) = 381.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 12.28
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 79.02
PIPE TRAVEL TIME(MIN.) = 0.52 Tc(MIN.) = 12.61
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 112.00 = 3152.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 112.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.618
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8743
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.87 SUBAREA RUNOFF(CFS) = 4.28
TOTAL AREA(ACRES) = 31.6 TOTAL RUNOFF(CFS) = 83.30
TC(MIN.) = 12.61
**************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 112.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.618
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8743
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 2.20 SUBAREA RUNOFF(CFS) = 5.04
TOTAL AREA(ACRES) = 33.8 TOTAL RUNOFF(CFS) = 88.34
TC(MIN.) = 12.61
F.2.l
Packet Pg. 674 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley **************************************************************************** FLOW PROCESS FROM NODE 112.00 TO NODE 113.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1708.53 DOWNSTREAM(FEET) = 1707.12 FLOW LENGTH(FEET) = 285.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 45.0 INCH PIPE IS 36.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.27
ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 88.34
PIPE TRAVEL TIME(MIN.) = 0.51 Tc(MIN.) = 13.12
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 113.00 = 3437.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 113.00 TO NODE 113.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.566
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8739
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.24 SUBAREA RUNOFF(CFS) = 0.54
TOTAL AREA(ACRES) = 34.0 TOTAL RUNOFF(CFS) = 88.87
TC(MIN.) = 13.12
**************************************************************************** FLOW PROCESS FROM NODE 113.00 TO NODE 114.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1707.12 DOWNSTREAM(FEET) = 1706.91 FLOW LENGTH(FEET) = 41.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 45.0 INCH PIPE IS 35.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.43
ESTIMATED PIPE DIAMETER(INCH) = 45.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 88.87
PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 13.20
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 114.00 = 3478.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 114.00 TO NODE 114.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.559
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8739
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 2.22 SUBAREA RUNOFF(CFS) = 4.96
TOTAL AREA(ACRES) = 36.2 TOTAL RUNOFF(CFS) = 93.84
TC(MIN.) = 13.20
**************************************************************************** FLOW PROCESS FROM NODE 114.00 TO NODE 115.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1706.91 DOWNSTREAM(FEET) = 1706.46 FLOW LENGTH(FEET) = 90.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 48.0 INCH PIPE IS 34.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.62
ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 93.84
PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 13.35
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 115.00 = 3568.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 115.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.544
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8738
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.69 SUBAREA RUNOFF(CFS) = 3.76
F.2.l
Packet Pg. 675 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley TOTAL AREA(ACRES) = 37.9 TOTAL RUNOFF(CFS) = 97.60
TC(MIN.) = 13.35
**************************************************************************** FLOW PROCESS FROM NODE 115.00 TO NODE 219.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1706.46 DOWNSTREAM(FEET) = 1706.30 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 48.0 INCH PIPE IS 35.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.94
ESTIMATED PIPE DIAMETER(INCH) = 48.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 97.60
PIPE TRAVEL TIME(MIN.) = 0.05 Tc(MIN.) = 13.40
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 219.00 = 3598.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 219.00 TO NODE 219.00 IS CODE = 10 ---------------------------------------------------------------------------- >>>>>MAIN-STREAM MEMORY COPIED ONTO MEMORY BANK # 1 <<<<< ============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 200.00 TO NODE 201.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================

ASSUMED INITIAL SUBAREA UNIFORM

DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 364.00
UPSTREAM ELEVATION(FEET) = 1731.47
DOWNSTREAM ELEVATION(FEET) = 1729.87
ELEVATION DIFFERENCE(FEET) = 1.60
TC = 0.303*[( 364.00**3)/( 1.60)]**.2 = 9.493
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.017
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8768
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 2.94
TOTAL AREA(ACRES) = 1.11 TOTAL RUNOFF(CFS) = 2.94
**************************************************************************** FLOW PROCESS FROM NODE 201.00 TO NODE 202.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1725.87 DOWNSTREAM(FEET) = 1724.98 FLOW LENGTH(FEET) = 368.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 15.0 INCH PIPE IS 10.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 3.08
ESTIMATED PIPE DIAMETER(INCH) = 15.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 2.94
PIPE TRAVEL TIME(MIN.) = 1.99 Tc(MIN.) = 11.49
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 202.00 = 732.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 202.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.743
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8751
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.03 SUBAREA RUNOFF(CFS) = 2.47
TOTAL AREA(ACRES) = 2.1 TOTAL RUNOFF(CFS) = 5.41
TC(MIN.) = 11.49
**************************************************************************** FLOW PROCESS FROM NODE 202.00 TO NODE 203.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1724.98 DOWNSTREAM(FEET) = 1723.86 FLOW LENGTH(FEET) = 224.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 18.0 INCH PIPE IS 11.0 INCHES
F.2.l
Packet Pg. 676 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley PIPE-FLOW VELOCITY(FEET/SEC.) = 4.79
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 5.41
PIPE TRAVEL TIME(MIN.) = 0.78 Tc(MIN.) = 12.26
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 203.00 = 956.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 203.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.655
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8745
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.69 SUBAREA RUNOFF(CFS) = 1.60
TOTAL AREA(ACRES) = 2.8 TOTAL RUNOFF(CFS) = 7.01
TC(MIN.) = 12.26
**************************************************************************** FLOW PROCESS FROM NODE 203.00 TO NODE 204.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1723.86 DOWNSTREAM(FEET) = 1723.67 FLOW LENGTH(FEET) = 44.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 18.0 INCH PIPE IS 14.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 4.69
ESTIMATED PIPE DIAMETER(INCH) = 18.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 7.01
PIPE TRAVEL TIME(MIN.) = 0.16 Tc(MIN.) = 12.42
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 204.00 = 1000.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 204.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.638
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8744
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 4.27 SUBAREA RUNOFF(CFS) = 9.85
TOTAL AREA(ACRES) = 7.1 TOTAL RUNOFF(CFS) = 16.86
TC(MIN.) = 12.42
**************************************************************************** FLOW PROCESS FROM NODE 204.00 TO NODE 205.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1723.67 DOWNSTREAM(FEET) = 1722.94 FLOW LENGTH(FEET) = 143.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 24.0 INCH PIPE IS 19.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.19
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 16.86
PIPE TRAVEL TIME(MIN.) = 0.38 Tc(MIN.) = 12.81
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 205.00 = 1143.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 205.00 TO NODE 205.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.598
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8741
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 3.86
TOTAL AREA(ACRES) = 8.8 TOTAL RUNOFF(CFS) = 20.72
TC(MIN.) = 12.81
**************************************************************************** FLOW PROCESS FROM NODE 205.00 TO NODE 206.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1722.94 DOWNSTREAM(FEET) = 1722.75 F.2.l
Packet Pg. 677 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley FLOW LENGTH(FEET) = 40.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.43
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.72
PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 12.91
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 206.00 = 1183.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 206.00 TO NODE 206.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.587
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8741
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 1.58
TOTAL AREA(ACRES) = 9.5 TOTAL RUNOFF(CFS) = 22.30
TC(MIN.) = 12.91
**************************************************************************** FLOW PROCESS FROM NODE 206.00 TO NODE 207.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1722.75 DOWNSTREAM(FEET) = 1722.22 FLOW LENGTH(FEET) = 106.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.63
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 22.30
PIPE TRAVEL TIME(MIN.) = 0.27 Tc(MIN.) = 13.18
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 207.00 = 1289.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 207.00 TO NODE 207.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.561
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8739
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.34 SUBAREA RUNOFF(CFS) = 3.00
TOTAL AREA(ACRES) = 10.8 TOTAL RUNOFF(CFS) = 25.30
TC(MIN.) = 13.18
**************************************************************************** FLOW PROCESS FROM NODE 207.00 TO NODE 208.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1722.22 DOWNSTREAM(FEET) = 1721.63 FLOW LENGTH(FEET) = 117.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.99
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 25.30
PIPE TRAVEL TIME(MIN.) = 0.28 Tc(MIN.) = 13.46
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 208.00 = 1406.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 208.00 TO NODE 208.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.534
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8737
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 1.55
TOTAL AREA(ACRES) = 11.5 TOTAL RUNOFF(CFS) = 26.85
TC(MIN.) = 13.46
**************************************************************************** FLOW PROCESS FROM NODE 208.00 TO NODE 209.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< F.2.l
Packet Pg. 678 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1721.63 DOWNSTREAM(FEET) = 1721.50 FLOW LENGTH(FEET) = 28.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.81
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 26.85
PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 13.52
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 209.00 = 1434.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 209.00 TO NODE 209.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.528
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8736
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.69 SUBAREA RUNOFF(CFS) = 3.73
TOTAL AREA(ACRES) = 13.2 TOTAL RUNOFF(CFS) = 30.59
TC(MIN.) = 13.52
**************************************************************************** FLOW PROCESS FROM NODE 209.00 TO NODE 210.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1721.50 DOWNSTREAM(FEET) = 1720.78 FLOW LENGTH(FEET) = 145.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 33.0 INCH PIPE IS 21.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.32
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 30.59
PIPE TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 13.85
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 210.00 = 1579.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 210.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.498
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8734
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.34 SUBAREA RUNOFF(CFS) = 2.92
TOTAL AREA(ACRES) = 14.6 TOTAL RUNOFF(CFS) = 33.51
TC(MIN.) = 13.85
**************************************************************************** FLOW PROCESS FROM NODE 210.00 TO NODE 211.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1720.78 DOWNSTREAM(FEET) = 1720.16 FLOW LENGTH(FEET) = 51.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 10.30
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 33.51
PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 13.94
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 211.00 = 1630.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 211.00 TO NODE 211.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.490
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8734
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 1.52
TOTAL AREA(ACRES) = 15.3 TOTAL RUNOFF(CFS) = 35.03
TC(MIN.) = 13.94
**************************************************************************** FLOW PROCESS FROM NODE 211.00 TO NODE 212.00 IS CODE = 31 ---------------------------------------------------------------------------- F.2.l
Packet Pg. 679 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1720.16 DOWNSTREAM(FEET) = 1719.04 FLOW LENGTH(FEET) = 94.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 10.23
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 35.03
PIPE TRAVEL TIME(MIN.) = 0.15 Tc(MIN.) = 14.09
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 212.00 = 1724.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 212.00 TO NODE 212.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.477
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8732
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 3.68
TOTAL AREA(ACRES) = 17.0 TOTAL RUNOFF(CFS) = 38.71
TC(MIN.) = 14.09
**************************************************************************** FLOW PROCESS FROM NODE 212.00 TO NODE 213.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1719.04 DOWNSTREAM(FEET) = 1717.49 FLOW LENGTH(FEET) = 136.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 10.55
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 38.71
PIPE TRAVEL TIME(MIN.) = 0.21 Tc(MIN.) = 14.30
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 213.00 = 1860.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 213.00 TO NODE 213.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.458
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8731
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.71 SUBAREA RUNOFF(CFS) = 1.52
TOTAL AREA(ACRES) = 17.7 TOTAL RUNOFF(CFS) = 40.23
TC(MIN.) = 14.30
**************************************************************************** FLOW PROCESS FROM NODE 213.00 TO NODE 214.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1717.49 DOWNSTREAM(FEET) = 1717.36 FLOW LENGTH(FEET) = 15.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 30.0 INCH PIPE IS 24.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 9.36
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 40.23
PIPE TRAVEL TIME(MIN.) = 0.03 Tc(MIN.) = 14.33
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 214.00 = 1875.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 214.00 TO NODE 214.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.456
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8731
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 3.64
TOTAL AREA(ACRES) = 19.4 TOTAL RUNOFF(CFS) = 43.88
TC(MIN.) = 14.33
**************************************************************************** F.2.l
Packet Pg. 680 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley FLOW PROCESS FROM NODE 214.00 TO NODE 215.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1717.36 DOWNSTREAM(FEET) = 1714.31 FLOW LENGTH(FEET) = 145.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.5 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 13.54
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 43.88
PIPE TRAVEL TIME(MIN.) = 0.18 Tc(MIN.) = 14.51
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 215.00 = 2020.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 215.00 TO NODE 215.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.441
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8730
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.34 SUBAREA RUNOFF(CFS) = 2.86
TOTAL AREA(ACRES) = 20.7 TOTAL RUNOFF(CFS) = 46.73
TC(MIN.) = 14.51
**************************************************************************** FLOW PROCESS FROM NODE 215.00 TO NODE 216.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1714.31 DOWNSTREAM(FEET) = 1712.96 FLOW LENGTH(FEET) = 64.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 13.62
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 46.73
PIPE TRAVEL TIME(MIN.) = 0.08 Tc(MIN.) = 14.59
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 216.00 = 2084.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 216.00 TO NODE 216.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.434
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8729
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.71 SUBAREA RUNOFF(CFS) = 1.51
TOTAL AREA(ACRES) = 21.4 TOTAL RUNOFF(CFS) = 48.24
TC(MIN.) = 14.59
**************************************************************************** FLOW PROCESS FROM NODE 216.00 TO NODE 217.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1712.96 DOWNSTREAM(FEET) = 1711.30 FLOW LENGTH(FEET) = 81.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 30.0 INCH PIPE IS 19.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 13.96
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 48.24
PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 14.68
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 217.00 = 2165.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 217.00 TO NODE 217.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.426
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8729
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.68 SUBAREA RUNOFF(CFS) = 3.56
TOTAL AREA(ACRES) = 23.1 TOTAL RUNOFF(CFS) = 51.80
TC(MIN.) = 14.68
F.2.l
Packet Pg. 681 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley **************************************************************************** FLOW PROCESS FROM NODE 217.00 TO NODE 218.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1711.30 DOWNSTREAM(FEET) = 1708.20 FLOW LENGTH(FEET) = 145.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 14.39
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 51.80
PIPE TRAVEL TIME(MIN.) = 0.17 Tc(MIN.) = 14.85
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 218.00 = 2310.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 218.00 TO NODE 218.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.412
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8727
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.78 SUBAREA RUNOFF(CFS) = 1.64
TOTAL AREA(ACRES) = 23.9 TOTAL RUNOFF(CFS) = 53.44
TC(MIN.) = 14.85
**************************************************************************** FLOW PROCESS FROM NODE 218.00 TO NODE 218.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.412
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8727
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.34 SUBAREA RUNOFF(CFS) = 2.82
TOTAL AREA(ACRES) = 25.2 TOTAL RUNOFF(CFS) = 56.26
TC(MIN.) = 14.85
**************************************************************************** FLOW PROCESS FROM NODE 218.00 TO NODE 219.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1708.20 DOWNSTREAM(FEET) = 1706.30 FLOW LENGTH(FEET) = 87.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 14.71
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 56.26
PIPE TRAVEL TIME(MIN.) = 0.10 Tc(MIN.) = 14.95
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 219.00 = 2397.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 219.00 TO NODE 219.00 IS CODE = 11 ---------------------------------------------------------------------------- >>>>>CONFLUENCE MEMORY BANK # 1 WITH THE MAIN-STREAM MEMORY<<<<< ============================================================================ ** MAIN STREAM CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 56.26 14.95 2.404 25.23
LONGEST FLOWPATH FROM NODE 200.00 TO NODE 219.00 = 2397.00 FEET. ** MEMORY BANK # 1 CONFLUENCE DATA **
STREAM RUNOFF Tc INTENSITY AREA
NUMBER (CFS) (MIN.) (INCH/HOUR) (ACRE)
1 97.60 13.40 2.539 37.91
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 219.00 = 3598.00 FEET. ** PEAK FLOW RATE TABLE **
STREAM RUNOFF Tc INTENSITY
NUMBER (CFS) (MIN.) (INCH/HOUR)
1 148.03 13.40 2.539
2 148.66 14.95 2.404
F.2.l
Packet Pg. 682 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley COMPUTED CONFLUENCE ESTIMATES ARE AS FOLLOWS:

PEAK FLOW RATE(CFS) = 148.66 Tc(MIN.) = 14.95
TOTAL AREA(ACRES) = 63.1
**************************************************************************** FLOW PROCESS FROM NODE 219.00 TO NODE 219.00 IS CODE = 12 ---------------------------------------------------------------------------- >>>>>CLEAR MEMORY BANK # 1 <<<<<
============================================================================ **************************************************************************** FLOW PROCESS FROM NODE 219.00 TO NODE 220.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 1706.30 DOWNSTREAM(FEET) = 1702.77 FLOW LENGTH(FEET) = 706.00 MANNING'S N = 0.012
DEPTH OF FLOW IN 57.0 INCH PIPE IS 41.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 10.79
ESTIMATED PIPE DIAMETER(INCH) = 57.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 148.66
PIPE TRAVEL TIME(MIN.) = 1.09 Tc(MIN.) = 16.04
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 220.00 = 4304.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 220.00 TO NODE 220.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.321
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8720
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 2.96 SUBAREA RUNOFF(CFS) = 5.99
TOTAL AREA(ACRES) = 66.1 TOTAL RUNOFF(CFS) = 154.66
TC(MIN.) = 16.04
============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 66.1 TC(MIN.) = 16.04
PEAK FLOW RATE(CFS) = 154.66
*** PEAK FLOW RATE TABLE ***
Q(CFS) Tc(MIN.)
1 154.34 14.49
2 154.66 16.04
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

F.2.l
Packet Pg. 683 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 500P
____________________________________________________________________________ ****************************************************************************

RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON

RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982-2016 Advanced Engineering Software (aes) (Rational Tabling Version 23.0)
Release Date: 07/01/2016 License ID 1435
Analysis prepared by:

THIENES ENGINEERING, INC.
14349 FIRESTONE BLVD
LA MIRADA, CA 90638
714-521-4811
************************** DESCRIPTION OF STUDY ************************** * TEI JOB 3828 *
* 100-YEAR STORM EVENT *
* STREET FLOW (NODES 500-502) *
************************************************************************** FILE NAME: W:\3828\500P.DAT
TIME/DATE OF STUDY: 08:59 03/22/2021
---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.010
10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.820
100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.940
100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.200
SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.5003939
SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5001161
COMPUTED RAINFALL INTENSITY DATA:

STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.200 SLOPE OF INTENSITY DURATION CURVE = 0.5001
RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS

FOR ALL DOWNSTREAM ANALYSES
*USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:

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

2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
**************************************************************************** FLOW PROCESS FROM NODE 500.00 TO NODE 501.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================

ASSUMED INITIAL SUBAREA UNIFORM

DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 860.00
UPSTREAM ELEVATION(FEET) = 1754.80
DOWNSTREAM ELEVATION(FEET) = 1749.00
ELEVATION DIFFERENCE(FEET) = 5.80
TC = 0.303*[( 860.00**3)/( 5.80)]**.2 = 12.291
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.652
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8745
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 2.43
TOTAL AREA(ACRES) = 1.05 TOTAL RUNOFF(CFS) = 2.43
**************************************************************************** FLOW PROCESS FROM NODE 501.00 TO NODE 502.00 IS CODE = 61

F.2.l
Packet Pg. 684 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 500P
---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1748.80 DOWNSTREAM ELEVATION(FEET) = 1739.70 STREET LENGTH(FEET) = 885.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 38.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.43 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.38
HALFSTREET FLOOD WIDTH(FEET) = 10.89
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.49
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.94
STREET FLOW TRAVEL TIME(MIN.) = 5.92 Tc(MIN.) = 18.21
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.179
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8708
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.05 SUBAREA RUNOFF(CFS) = 1.99
TOTAL AREA(ACRES) = 2.1 PEAK FLOW RATE(CFS) = 4.43
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 12.23 FLOW VELOCITY(FEET/SEC.) = 2.63 DEPTH*VELOCITY(FT*FT/SEC.) = 1.06 LONGEST FLOWPATH FROM NODE 500.00 TO NODE 502.00 = 1745.00 FEET. ============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 2.1 TC(MIN.) = 18.21
PEAK FLOW RATE(CFS) = 4.43
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

F.2.l
Packet Pg. 685 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 510P
____________________________________________________________________________ ****************************************************************************

RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON

RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982-2016 Advanced Engineering Software (aes) (Rational Tabling Version 23.0)
Release Date: 07/01/2016 License ID 1435
Analysis prepared by:

THIENES ENGINEERING, INC.
14349 FIRESTONE BLVD
LA MIRADA, CA 90638
714-521-4811
************************** DESCRIPTION OF STUDY ************************** * TEI JOB 3828 *
* 100-YEAR STORM EVENT *
* STREET FLOW (NODES 510-511) *
************************************************************************** FILE NAME: W:\3828\510P.DAT
TIME/DATE OF STUDY: 09:09 03/22/2021
---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.010
10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.820
100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.940
100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.200
SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.5003939
SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5001161
COMPUTED RAINFALL INTENSITY DATA:

STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.200 SLOPE OF INTENSITY DURATION CURVE = 0.5001
RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS

FOR ALL DOWNSTREAM ANALYSES
*USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:

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

2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
**************************************************************************** FLOW PROCESS FROM NODE 510.00 TO NODE 511.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================

ASSUMED INITIAL SUBAREA UNIFORM

DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 395.00
UPSTREAM ELEVATION(FEET) = 1740.00
DOWNSTREAM ELEVATION(FEET) = 1736.25
ELEVATION DIFFERENCE(FEET) = 3.75
TC = 0.303*[( 395.00**3)/( 3.75)]**.2 = 8.409
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.206
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8778
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 2.81
TOTAL AREA(ACRES) = 1.00 TOTAL RUNOFF(CFS) = 2.81
============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 1.0 TC(MIN.) = 8.41

F.2.l
Packet Pg. 686 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 510P
PEAK FLOW RATE(CFS) = 2.81
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

F.2.l
Packet Pg. 687 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 520P
____________________________________________________________________________ ****************************************************************************

RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON

RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982-2016 Advanced Engineering Software (aes) (Rational Tabling Version 23.0)
Release Date: 07/01/2016 License ID 1435
Analysis prepared by:

THIENES ENGINEERING, INC.
14349 FIRESTONE BLVD
LA MIRADA, CA 90638
714-521-4811
************************** DESCRIPTION OF STUDY ************************** * TEI JOB 3828 *
* 100-YEAR STORM EVENT *
* STREET FLOW (NODES 520-522) *
************************************************************************** FILE NAME: W:\3828\520P.DAT
TIME/DATE OF STUDY: 09:29 03/22/2021
---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.010
10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.820
100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.940
100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.200
SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.5003939
SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5001161
COMPUTED RAINFALL INTENSITY DATA:

STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.200 SLOPE OF INTENSITY DURATION CURVE = 0.5001
RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS

FOR ALL DOWNSTREAM ANALYSES
*USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:

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

2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
**************************************************************************** FLOW PROCESS FROM NODE 520.00 TO NODE 521.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================

ASSUMED INITIAL SUBAREA UNIFORM

DEVELOPMENT IS COMMERCIAL
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 755.00
UPSTREAM ELEVATION(FEET) = 1737.10
DOWNSTREAM ELEVATION(FEET) = 1724.20
ELEVATION DIFFERENCE(FEET) = 12.90
TC = 0.303*[( 755.00**3)/( 12.90)]**.2 = 9.688
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.987
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8766
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 2.49
TOTAL AREA(ACRES) = 0.95 TOTAL RUNOFF(CFS) = 2.49
**************************************************************************** FLOW PROCESS FROM NODE 521.00 TO NODE 522.00 IS CODE = 61

F.2.l
Packet Pg. 688 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 520P
---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1724.20 DOWNSTREAM ELEVATION(FEET) = 1696.30 STREET LENGTH(FEET) = 755.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 43.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 15.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0149 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.69 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.33
HALFSTREET FLOOD WIDTH(FEET) = 8.37
AVERAGE FLOW VELOCITY(FEET/SEC.) = 4.14
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.35
STREET FLOW TRAVEL TIME(MIN.) = 3.04 Tc(MIN.) = 12.72
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.606
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8742
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 1.05 SUBAREA RUNOFF(CFS) = 2.39
TOTAL AREA(ACRES) = 2.0 PEAK FLOW RATE(CFS) = 4.88
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.35 HALFSTREET FLOOD WIDTH(FEET) = 9.57
FLOW VELOCITY(FEET/SEC.) = 4.42 DEPTH*VELOCITY(FT*FT/SEC.) = 1.54 LONGEST FLOWPATH FROM NODE 520.00 TO NODE 522.00 = 1510.00 FEET. ============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 2.0 TC(MIN.) = 12.72
PEAK FLOW RATE(CFS) = 4.88
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

F.2.l
Packet Pg. 689 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley ____________________________________________________________________________ ****************************************************************************

RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM BASED ON

RIVERSIDE COUNTY FLOOD CONTROL & WATER CONSERVATION DISTRICT (RCFC&WCD) 1978 HYDROLOGY MANUAL
(c) Copyright 1982-2016 Advanced Engineering Software (aes) (Rational Tabling Version 23.0)
Release Date: 07/01/2016 License ID 1435
Analysis prepared by:

THIENES ENGINEERING, INC.
14349 FIRESTONE BLVD
LA MIRIADA, CA 90638
714-521-4811
************************** DESCRIPTION OF STUDY ************************** * TEI JOB NUMBER 3828 *
* PROPOSED CONDITIONS *
* 100-YEAR STORM EVENT *
************************************************************************** FILE NAME: W:\3828\P600.DAT
TIME/DATE OF STUDY: 12:18 04/05/2022
---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------- USER SPECIFIED STORM EVENT(YEAR) = 100.00
SPECIFIED MINIMUM PIPE SIZE(INCH) = 12.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.95 10-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.010
10-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 0.820
100-YEAR STORM 10-MINUTE INTENSITY(INCH/HOUR) = 2.940
100-YEAR STORM 60-MINUTE INTENSITY(INCH/HOUR) = 1.200
SLOPE OF 10-YEAR INTENSITY-DURATION CURVE = 0.5003939
SLOPE OF 100-YEAR INTENSITY-DURATION CURVE = 0.5001161
COMPUTED RAINFALL INTENSITY DATA:

STORM EVENT = 100.00 1-HOUR INTENSITY(INCH/HOUR) = 1.200 SLOPE OF INTENSITY DURATION CURVE = 0.5001
RCFC&WCD HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: CONSIDER ALL CONFLUENCE STREAM COMBINATIONS

FOR ALL DOWNSTREAM ANALYSES
*USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:

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

2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
**************************************************************************** FLOW PROCESS FROM NODE 600.00 TO NODE 601.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================

ASSUMED INITIAL SUBAREA UNIFORM
DEVELOPMENT IS: UNDEVELOPED WITH GOOD COVER
TC = K*[(LENGTH**3)/(ELEVATION CHANGE)]**.2
INITIAL SUBAREA FLOW-LENGTH(FEET) = 150.00
UPSTREAM ELEVATION(FEET) = 1728.00
DOWNSTREAM ELEVATION(FEET) = 1723.00
ELEVATION DIFFERENCE(FEET) = 5.00
TC = 0.937*[( 150.00**3)/( 5.00)]**.2 = 13.734
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.509
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .6349
SOIL CLASSIFICATION IS "B"
SUBAREA RUNOFF(CFS) = 1.27
TOTAL AREA(ACRES) = 0.80 TOTAL RUNOFF(CFS) = 1.27
**************************************************************************** FLOW PROCESS FROM NODE 601.00 TO NODE 602.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
F.2.l
Packet Pg. 690 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley >>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1723.00 DOWNSTREAM ELEVATION(FEET) = 1718.00 STREET LENGTH(FEET) = 840.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 32.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0149 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 1.92 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.35
HALFSTREET FLOOD WIDTH(FEET) = 9.46
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.77
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.62
STREET FLOW TRAVEL TIME(MIN.) = 7.89 Tc(MIN.) = 21.63
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.999
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8691
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.75 SUBAREA RUNOFF(CFS) = 1.30
TOTAL AREA(ACRES) = 1.5 PEAK FLOW RATE(CFS) = 2.58
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.38 HALFSTREET FLOOD WIDTH(FEET) = 10.87 FLOW VELOCITY(FEET/SEC.) = 1.88 DEPTH*VELOCITY(FT*FT/SEC.) = 0.71 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 602.00 = 990.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 602.00 TO NODE 602.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.999
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5905
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.40 SUBAREA RUNOFF(CFS) = 0.47
TOTAL AREA(ACRES) = 1.9 TOTAL RUNOFF(CFS) = 3.05
TC(MIN.) = 21.63
**************************************************************************** FLOW PROCESS FROM NODE 602.00 TO NODE 603.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1718.00 DOWNSTREAM ELEVATION(FEET) = 1712.50 STREET LENGTH(FEET) = 840.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 32.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0149 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.62 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.41
HALFSTREET FLOOD WIDTH(FEET) = 12.35
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.11
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.85
STREET FLOW TRAVEL TIME(MIN.) = 6.64 Tc(MIN.) = 28.26
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.749
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8663
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.75 SUBAREA RUNOFF(CFS) = 1.14
TOTAL AREA(ACRES) = 2.7 PEAK FLOW RATE(CFS) = 4.19
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.42 HALFSTREET FLOOD WIDTH(FEET) = 13.13 F.2.l
Packet Pg. 691 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley FLOW VELOCITY(FEET/SEC.) = 2.19 DEPTH*VELOCITY(FT*FT/SEC.) = 0.92 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 603.00 = 1830.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 603.00 TO NODE 604.00 IS CODE = 61 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STANDARD CURB SECTION USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 1712.50 DOWNSTREAM ELEVATION(FEET) = 1706.00 STREET LENGTH(FEET) = 840.00 CURB HEIGHT(INCHES) = 8.0
STREET HALFWIDTH(FEET) = 32.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 20.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 1
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0149 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 4.74 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.43
HALFSTREET FLOOD WIDTH(FEET) = 13.37
AVERAGE FLOW VELOCITY(FEET/SEC.) = 2.40
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 1.02
STREET FLOW TRAVEL TIME(MIN.) = 5.84 Tc(MIN.) = 34.11
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.592
COMMERCIAL DEVELOPMENT RUNOFF COEFFICIENT = .8643
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 1.10
TOTAL AREA(ACRES) = 3.5 PEAK FLOW RATE(CFS) = 5.29
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 13.99 FLOW VELOCITY(FEET/SEC.) = 2.46 DEPTH*VELOCITY(FT*FT/SEC.) = 1.08 LONGEST FLOWPATH FROM NODE 600.00 TO NODE 604.00 = 2670.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 604.00 TO NODE 604.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.592
UNDEVELOPED WATERSHED RUNOFF COEFFICIENT = .5428
SOIL CLASSIFICATION IS "B"
SUBAREA AREA(ACRES) = 2.15 SUBAREA RUNOFF(CFS) = 1.86
TOTAL AREA(ACRES) = 5.6 TOTAL RUNOFF(CFS) = 7.14
TC(MIN.) = 34.11
============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 5.6 TC(MIN.) = 34.11
PEAK FLOW RATE(CFS) = 7.14
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

F.2.l
Packet Pg. 692 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley F.2.l
Packet Pg. 693 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley Return Storm Peak Flow Volume
Event Duration Flow Volume Flow Volume Difference Difference (year) (hour) (cfs) (ac-ft) (cfs) (ac-ft) (cfs) (ac-ft) 100 1 131.5 5.89 177.0 6.38 45.5 0.49
100 3 88.3 7.96 103.5 9.62 15.2 1.66
100 6 77.8 9.16 89.8 12.81 12.0 3.65
100 24 31.9 12.27 37.9 22.68 6.0 10.41
10 1 73.5 2.78 113.0 4.06 39.5 1.28
10 3 45.5 2.67 65.2 6.24 19.7 3.57
10 6 40.1 2.93 57.8 8.59 17.7 5.66
10 24 8.8 2.25 23.8 14.50 15.0 12.25
5 1 47.0 1.38 93.3 3.38 46.3 2.00
5 3 23.8 1.20 54.5 5.27 30.7 4.07
5 6 19.9 1.31 49.5 7.38 29.6 6.07
5 24 2.2 1.34 19.7 12.05 17.5 10.71
2 1 29.8 0.87 69.2 2.53 39.4 1.66
2 3 12.1 0.67 41.6 4.02 29.5 3.35
2 6 10.1 0.80 38.8 5.79 28.7 4.99
2 24 1.6 0.98 14.4 8.81 12.8 7.83
Existing Total Proposed Total

HYDROGRAPH RESULTS
F.2.l
Packet Pg. 694 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley Elevation Depth Area Volume S Volume S Volume
(feet) (sq. ft.) (c.f.) (c.f.) (ac-ft)
1706.80 0.00 124,765
25,132 25,132 0.58
1707.00 0.20 126,554
25,490 50,622 1.16
1707.20 0.40 128,350
25,850 76,472 1.76
1707.40 0.60 130,150
26,211 102,683 2.36
1707.60 0.80 131,960
26,573 129,256 2.97
1707.80 1.00 133,770
26,936 156,192 3.59
1708.00 1.20 135,590
27,301 183,493 4.21
1708.20 1.40 137,420
27,667 211,160 4.85
1708.40 1.60 139,250
28,034 239,194 5.49
1708.60 1.80 141,090
28,403 267,597 6.14
1708.80 2.00 142,935
28,773 296,369 6.80
1709.00 2.20 144,790
29,143 325,512 7.47
1709.20 2.40 146,640
29,514 355,026 8.15
1709.40 2.60 148,500
29,888 384,914 8.84
1709.60 2.80 150,375
30,263 415,176 9.53
1709.80 3.00 152,250
30,638 445,814 10.23
1710.00 3.20 154,130
31,015 476,829 10.95
1710.20 3.40 156,020
31,393 508,222 11.67
1710.40 3.60 157,910
31,772 539,994 12.40
1710.60 3.80 159,810
32,152 572,147 13.13
1710.80 4.00 161,714
32,534 604,681 13.88
1711.00 4.20 163,625
32,917 637,597 14.64
1711.20 4.40 165,540
33,300 670,897 15.40
1711.40 4.60 167,460
33,686 704,583 16.18
1711.60 4.80 169,400

DETENTION BASIN STAGED STORAGE
F.2.l
Packet Pg. 695 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley F.2.l
Packet Pg. 696 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX212
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 - 2014, Version 9.0 Study date 07/31/20 File: 3828EX212.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 6400
--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
--------------------------------------------------------------------- TEI JOB 3828
OPTION 1 - HIGH CUBE
EXISTING CONDITION 2-YEAR STORM EVENT
-------------------------------------------------------------------- Drainage Area = 67.10(Ac.) = 0.105 Sq. Mi.

Drainage Area for Depth-Area Areal Adjustment = 67.10(Ac.) = 0.105 Sq. Mi.

Length along longest watercourse = 3400.00(Ft.)
Length along longest watercourse measured to centroid = 1280.00(Ft.) Length along longest watercourse = 0.644 Mi.

Length along longest watercourse measured to centroid = 0.242 Mi.

Difference in elevation = 44.00(Ft.)
Slope along watercourse = 68.3294 Ft./Mi.

Average Manning's 'N' = 0.030
Lag time = 0.159 Hr.

Lag time = 9.56 Min.
25% of lag time = 2.39 Min.
40% of lag time = 3.82 Min.

Unit time = 5.00 Min.

Duration of storm = 1 Hour(s)
User Entered Base Flow = 0.00(CFS)
2 YEAR Area rainfall data:

Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]

0.00 0.50 0.00

0.00 0.01 0.00

0.00 0.01 0.00

0.00 0.01 0.00

0.00 0.01 0.00

0.00 0.01 0.00

0.00 0.01 0.00

0.00 0.01 0.00

0.00 0.01 0.00

0.00 0.01 0.00

0.00 0.01 0.00

0.00 0.01 0.00

67.10 0.50 33.55
100 YEAR Area rainfall data:

Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]

67.10 1.20 80.52
STORM EVENT (YEAR) = 2.00
Area Averaged 2-Year Rainfall = 0.500(In)
Area Averaged 100-Year Rainfall = 1.200(In)
Point rain (area averaged) = 0.500(In)
Areal adjustment factor = 99.94 %

F.2.l
Packet Pg. 697 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX212
Adjusted average point rain = 0.500(In)
Sub-Area Data:

Area(Ac.) Runoff Index Impervious %

67.100 76.00 0.000
Total Area Entered = 67.10(Ac.)
RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F
AMC2 AMC-1 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)

76.0 58.2 0.488 0.000 0.488 1.000 0.488
Sum (F) = 0.488
Area averaged mean soil loss (F) (In/Hr) = 0.488
Minimum soil loss rate ((In/Hr)) = 0.244
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.900
--------------------------------------------------------------------- Slope of intensity-duration curve for a 1 hour storm =0.5000 ---------------------------------------------------------------------- U n i t H y d r o g r a p h
VALLEY S-Curve
-------------------------------------------------------------------- Unit Hydrograph Data
--------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS)
--------------------------------------------------------------------- 1 0.083 52.307 6.571 4.443
2 0.167 104.614 28.083 18.991
3 0.250 156.922 28.549 19.306
4 0.333 209.229 12.179 8.236
5 0.417 261.536 6.595 4.460
6 0.500 313.843 4.589 3.103
7 0.583 366.151 3.296 2.229
8 0.667 418.458 2.462 1.665
9 0.750 470.765 1.797 1.215
10 0.833 523.072 1.548 1.047
11 0.917 575.380 1.191 0.806
12 1.000 627.687 0.940 0.636
13 1.083 679.994 0.721 0.488
14 1.167 732.301 0.542 0.367
15 1.250 784.608 0.523 0.354
16 1.333 836.916 0.415 0.281
Sum = 100.000 Sum= 67.624
----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr)
1 0.08 4.20 0.252 ( 0.488) 0.227 0.025
2 0.17 4.30 0.258 ( 0.488) 0.232 0.026
3 0.25 5.00 0.300 ( 0.488) 0.270 0.030
4 0.33 5.00 0.300 ( 0.488) 0.270 0.030
5 0.42 5.80 0.348 ( 0.488) 0.313 0.035
6 0.50 6.50 0.390 ( 0.488) 0.351 0.039
7 0.58 7.40 0.444 ( 0.488) 0.399 0.044
8 0.67 8.60 0.516 ( 0.488) 0.464 0.052
9 0.75 12.30 0.738 0.488 ( 0.664) 0.249
10 0.83 29.10 1.745 0.488 ( 1.570) 1.257
11 0.92 6.80 0.408 ( 0.488) 0.367 0.041
12 1.00 5.00 0.300 ( 0.488) 0.270 0.030
(Loss Rate Not Used)
Sum = 100.0 Sum = 1.9
Flood volume = Effective rainfall 0.15(In)
times area 67.1(Ac.)/[(In)/(Ft.)] = 0.9(Ac.Ft)
Total soil loss = 0.34(In)
Total soil loss = 1.929(Ac.Ft)
Total rainfall = 0.50(In)
Flood volume = 37696.1 Cubic Feet
Total soil loss = 84016.4 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 29.826(CFS)
--------------------------------------------------------------------

F.2.l
Packet Pg. 698 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX212
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 1 - 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 7.5 15.0 22.5 30.0
----------------------------------------------------------------------- 0+ 5 0.0008 0.11 Q | | | |
0+10 0.0049 0.59 Q | | | |
0+15 0.0125 1.11 VQ | | | |
0+20 0.0222 1.41 |Q | | | |
0+25 0.0334 1.63 |VQ | | | |
0+30 0.0462 1.85 | Q | | | |
0+35 0.0608 2.13 | Q | | | |
0+40 0.0776 2.44 | Q | | | |
0+45 0.1028 3.65 | Q | | | |
0+50 0.1864 12.14 | V | Q | | |
0+55 0.3918 29.83 | | V | | Q|
1+ 0 0.5836 27.85 | | | V | Q |
1+ 5 0.6750 13.27 | | Q | |V |
1+10 0.7276 7.63 | Q | | V |
1+15 0.7630 5.15 | Q | | | V |
1+20 0.7884 3.68 | Q | | | V |
1+25 0.8073 2.74 | Q | | | V |
1+30 0.8214 2.04 | Q | | | V |
1+35 0.8331 1.71 | Q | | | V |
1+40 0.8422 1.32 |Q | | | V |
1+45 0.8493 1.03 |Q | | | V|
1+50 0.8547 0.79 |Q | | | V|
1+55 0.8588 0.60 Q | | | V|
2+ 0 0.8626 0.54 Q | | | V|
2+ 5 0.8652 0.38 Q | | | V|
2+10 0.8653 0.02 Q | | | V|
2+15 0.8654 0.01 Q | | | V
-----------------------------------------------------------------------

F.2.l
Packet Pg. 699 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX232
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 - 2014, Version 9.0 Study date 07/31/20 File: 3828EX232.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 6400
--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
--------------------------------------------------------------------- TEI JOB 3828
OPTION 1 - HIGH CUBE
EXISTING CONDITION 2-YEAR STORM EVENT
-------------------------------------------------------------------- Drainage Area = 67.10(Ac.) = 0.105 Sq. Mi.

Drainage Area for Depth-Area Areal Adjustment = 67.10(Ac.) = 0.105 Sq. Mi.

Length along longest watercourse = 3400.00(Ft.)
Length along longest watercourse measured to centroid = 1280.00(Ft.) Length along longest watercourse = 0.644 Mi.

Length along longest watercourse measured to centroid = 0.242 Mi.

Difference in elevation = 44.00(Ft.)
Slope along watercourse = 68.3294 Ft./Mi.

Average Manning's 'N' = 0.030
Lag time = 0.159 Hr.

Lag time = 9.56 Min.
25% of lag time = 2.39 Min.
40% of lag time = 3.82 Min.

Unit time = 5.00 Min.

Duration of storm = 3 Hour(s)
User Entered Base Flow = 0.00(CFS)
2 YEAR Area rainfall data:

Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]

67.10 0.80 53.68
100 YEAR Area rainfall data:

Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]

67.10 1.86 124.81
STORM EVENT (YEAR) = 2.00
Area Averaged 2-Year Rainfall = 0.800(In)
Area Averaged 100-Year Rainfall = 1.860(In)
Point rain (area averaged) = 0.800(In)
Areal adjustment factor = 99.97 %
Adjusted average point rain = 0.800(In)
Sub-Area Data:

Area(Ac.) Runoff Index Impervious %

67.100 76.00 0.000
Total Area Entered = 67.10(Ac.)
RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F
AMC2 AMC-1 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)

76.0 58.2 0.488 0.000 0.488 1.000 0.488
Sum (F) = 0.488

F.2.l
Packet Pg. 700 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX232
Area averaged mean soil loss (F) (In/Hr) = 0.488
Minimum soil loss rate ((In/Hr)) = 0.244
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.900
--------------------------------------------------------------------- U n i t H y d r o g r a p h
VALLEY S-Curve
-------------------------------------------------------------------- Unit Hydrograph Data
--------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS)
--------------------------------------------------------------------- 1 0.083 52.307 6.571 4.443
2 0.167 104.614 28.083 18.991
3 0.250 156.922 28.549 19.306
4 0.333 209.229 12.179 8.236
5 0.417 261.536 6.595 4.460
6 0.500 313.843 4.589 3.103
7 0.583 366.151 3.296 2.229
8 0.667 418.458 2.462 1.665
9 0.750 470.765 1.797 1.215
10 0.833 523.072 1.548 1.047
11 0.917 575.380 1.191 0.806
12 1.000 627.687 0.940 0.636
13 1.083 679.994 0.721 0.488
14 1.167 732.301 0.542 0.367
15 1.250 784.608 0.523 0.354
16 1.333 836.916 0.415 0.281
Sum = 100.000 Sum= 67.624
----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr)
1 0.08 1.30 0.125 ( 0.488) 0.112 0.012
2 0.17 1.30 0.125 ( 0.488) 0.112 0.012
3 0.25 1.10 0.106 ( 0.488) 0.095 0.011
4 0.33 1.50 0.144 ( 0.488) 0.130 0.014
5 0.42 1.50 0.144 ( 0.488) 0.130 0.014
6 0.50 1.80 0.173 ( 0.488) 0.155 0.017
7 0.58 1.50 0.144 ( 0.488) 0.130 0.014
8 0.67 1.80 0.173 ( 0.488) 0.155 0.017
9 0.75 1.80 0.173 ( 0.488) 0.155 0.017
10 0.83 1.50 0.144 ( 0.488) 0.130 0.014
11 0.92 1.60 0.154 ( 0.488) 0.138 0.015
12 1.00 1.80 0.173 ( 0.488) 0.155 0.017
13 1.08 2.20 0.211 ( 0.488) 0.190 0.021
14 1.17 2.20 0.211 ( 0.488) 0.190 0.021
15 1.25 2.20 0.211 ( 0.488) 0.190 0.021
16 1.33 2.00 0.192 ( 0.488) 0.173 0.019
17 1.42 2.60 0.250 ( 0.488) 0.225 0.025
18 1.50 2.70 0.259 ( 0.488) 0.233 0.026
19 1.58 2.40 0.230 ( 0.488) 0.207 0.023
20 1.67 2.70 0.259 ( 0.488) 0.233 0.026
21 1.75 3.30 0.317 ( 0.488) 0.285 0.032
22 1.83 3.10 0.298 ( 0.488) 0.268 0.030
23 1.92 2.90 0.278 ( 0.488) 0.250 0.028
24 2.00 3.00 0.288 ( 0.488) 0.259 0.029
25 2.08 3.10 0.298 ( 0.488) 0.268 0.030
26 2.17 4.20 0.403 ( 0.488) 0.363 0.040
27 2.25 5.00 0.480 ( 0.488) 0.432 0.048
28 2.33 3.50 0.336 ( 0.488) 0.302 0.034
29 2.42 6.80 0.653 0.488 ( 0.587) 0.164
30 2.50 7.30 0.701 0.488 ( 0.631) 0.212
31 2.58 8.20 0.787 0.488 ( 0.708) 0.299
32 2.67 5.90 0.566 0.488 ( 0.510) 0.078
33 2.75 2.00 0.192 ( 0.488) 0.173 0.019
34 2.83 1.80 0.173 ( 0.488) 0.155 0.017
35 2.92 1.80 0.173 ( 0.488) 0.155 0.017
36 3.00 0.60 0.058 ( 0.488) 0.052 0.006
(Loss Rate Not Used)
Sum = 100.0 Sum = 1.4

F.2.l
Packet Pg. 701 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX232
Flood volume = Effective rainfall 0.12(In)
times area 67.1(Ac.)/[(In)/(Ft.)] = 0.7(Ac.Ft)
Total soil loss = 0.68(In)
Total soil loss = 3.800(Ac.Ft)
Total rainfall = 0.80(In)
Flood volume = 29270.2 Cubic Feet
Total soil loss = 165531.0 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 12.057(CFS)
-------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 3 - 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 0.0004 0.06 Q | | | |
0+10 0.0024 0.29 Q | | | |
0+15 0.0060 0.52 VQ | | | |
0+20 0.0102 0.61 VQ | | | |
0+25 0.0150 0.70 VQ | | | |
0+30 0.0206 0.81 |Q | | | |
0+35 0.0268 0.90 |Q | | | |
0+40 0.0333 0.95 |Q | | | |
0+45 0.0402 0.99 |QV | | | |
0+50 0.0474 1.04 | Q | | | |
0+55 0.0545 1.03 | QV | | | |
1+ 0 0.0615 1.02 | QV | | | |
1+ 5 0.0689 1.08 | Q V | | | |
1+10 0.0772 1.20 | Q V | | | |
1+15 0.0861 1.30 | Q V | | | |
1+20 0.0953 1.33 | Q V | | | |
1+25 0.1046 1.34 | Q V | | | |
1+30 0.1145 1.44 | Q V | | | |
1+35 0.1252 1.55 | Q V | | | |
1+40 0.1360 1.58 | Q V | | | |
1+45 0.1473 1.63 | Q V | | | |
1+50 0.1596 1.79 | Q V| | | |
1+55 0.1726 1.88 | Q V | | |
2+ 0 0.1855 1.88 | Q |V | | |
2+ 5 0.1985 1.89 | Q |V | | |
2+10 0.2121 1.97 | Q | V | | |
2+15 0.2275 2.24 | Q | V | | |
2+20 0.2450 2.54 | Q | V | | |
2+25 0.2663 3.09 | Q | V | | |
2+30 0.3051 5.63 | |Q V | | |
2+35 0.3699 9.40 | | Q | V | |
2+40 0.4529 12.06 | | | Q V | |
2+45 0.5235 10.24 | | Q |V |
2+50 0.5660 6.18 | | Q | | V |
2+55 0.5937 4.02 | Q | | | V |
3+ 0 0.6147 3.05 | Q | | | V |
3+ 5 0.6304 2.27 | Q | | | V |
3+10 0.6414 1.60 | Q | | | V |
3+15 0.6493 1.15 | Q | | | V |
3+20 0.6554 0.89 |Q | | | V|
3+25 0.6601 0.69 |Q | | | V|
3+30 0.6637 0.52 |Q | | | V|
3+35 0.6665 0.40 Q | | | V|
3+40 0.6687 0.32 Q | | | V|
3+45 0.6704 0.23 Q | | | V|
3+50 0.6713 0.14 Q | | | V|
3+55 0.6717 0.05 Q | | | V|
4+ 0 0.6718 0.02 Q | | | V|
4+ 5 0.6719 0.01 Q | | | V|
4+10 0.6719 0.01 Q | | | V|
4+15 0.6720 0.00 Q | | | V|
-----------------------------------------------------------------------

F.2.l
Packet Pg. 702 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX262
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 - 2014, Version 9.0 Study date 07/31/20 File: 3828EX262.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 6400
--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
--------------------------------------------------------------------- TEI JOB 3828
OPTION 1 - HIGH CUBE
EXISTING CONDITION 2-YEAR STORM EVENT
-------------------------------------------------------------------- Drainage Area = 67.10(Ac.) = 0.105 Sq. Mi.

Drainage Area for Depth-Area Areal Adjustment = 67.10(Ac.) = 0.105 Sq. Mi.

Length along longest watercourse = 3400.00(Ft.)
Length along longest watercourse measured to centroid = 1280.00(Ft.) Length along longest watercourse = 0.644 Mi.

Length along longest watercourse measured to centroid = 0.242 Mi.

Difference in elevation = 44.00(Ft.)
Slope along watercourse = 68.3294 Ft./Mi.

Average Manning's 'N' = 0.030
Lag time = 0.159 Hr.

Lag time = 9.56 Min.
25% of lag time = 2.39 Min.
40% of lag time = 3.82 Min.

Unit time = 5.00 Min.

Duration of storm = 6 Hour(s)
User Entered Base Flow = 0.00(CFS)
2 YEAR Area rainfall data:

Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]

67.10 1.15 77.16
100 YEAR Area rainfall data:

Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]

67.10 2.50 167.75
STORM EVENT (YEAR) = 2.00
Area Averaged 2-Year Rainfall = 1.150(In)
Area Averaged 100-Year Rainfall = 2.500(In)
Point rain (area averaged) = 1.150(In)
Areal adjustment factor = 99.98 %
Adjusted average point rain = 1.150(In)
Sub-Area Data:

Area(Ac.) Runoff Index Impervious %

67.100 76.00 0.000
Total Area Entered = 67.10(Ac.)
RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F
AMC2 AMC-1 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)

76.0 58.2 0.488 0.000 0.488 1.000 0.488
Sum (F) = 0.488

F.2.l
Packet Pg. 703 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX262
Area averaged mean soil loss (F) (In/Hr) = 0.488
Minimum soil loss rate ((In/Hr)) = 0.244
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.900
--------------------------------------------------------------------- U n i t H y d r o g r a p h
VALLEY S-Curve
-------------------------------------------------------------------- Unit Hydrograph Data
--------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS)
--------------------------------------------------------------------- 1 0.083 52.307 6.571 4.443
2 0.167 104.614 28.083 18.991
3 0.250 156.922 28.549 19.306
4 0.333 209.229 12.179 8.236
5 0.417 261.536 6.595 4.460
6 0.500 313.843 4.589 3.103
7 0.583 366.151 3.296 2.229
8 0.667 418.458 2.462 1.665
9 0.750 470.765 1.797 1.215
10 0.833 523.072 1.548 1.047
11 0.917 575.380 1.191 0.806
12 1.000 627.687 0.940 0.636
13 1.083 679.994 0.721 0.488
14 1.167 732.301 0.542 0.367
15 1.250 784.608 0.523 0.354
16 1.333 836.916 0.415 0.281
Sum = 100.000 Sum= 67.624
----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr)
1 0.08 0.50 0.069 ( 0.488) 0.062 0.007
2 0.17 0.60 0.083 ( 0.488) 0.075 0.008
3 0.25 0.60 0.083 ( 0.488) 0.075 0.008
4 0.33 0.60 0.083 ( 0.488) 0.075 0.008
5 0.42 0.60 0.083 ( 0.488) 0.075 0.008
6 0.50 0.70 0.097 ( 0.488) 0.087 0.010
7 0.58 0.70 0.097 ( 0.488) 0.087 0.010
8 0.67 0.70 0.097 ( 0.488) 0.087 0.010
9 0.75 0.70 0.097 ( 0.488) 0.087 0.010
10 0.83 0.70 0.097 ( 0.488) 0.087 0.010
11 0.92 0.70 0.097 ( 0.488) 0.087 0.010
12 1.00 0.80 0.110 ( 0.488) 0.099 0.011
13 1.08 0.80 0.110 ( 0.488) 0.099 0.011
14 1.17 0.80 0.110 ( 0.488) 0.099 0.011
15 1.25 0.80 0.110 ( 0.488) 0.099 0.011
16 1.33 0.80 0.110 ( 0.488) 0.099 0.011
17 1.42 0.80 0.110 ( 0.488) 0.099 0.011
18 1.50 0.80 0.110 ( 0.488) 0.099 0.011
19 1.58 0.80 0.110 ( 0.488) 0.099 0.011
20 1.67 0.80 0.110 ( 0.488) 0.099 0.011
21 1.75 0.80 0.110 ( 0.488) 0.099 0.011
22 1.83 0.80 0.110 ( 0.488) 0.099 0.011
23 1.92 0.80 0.110 ( 0.488) 0.099 0.011
24 2.00 0.90 0.124 ( 0.488) 0.112 0.012
25 2.08 0.80 0.110 ( 0.488) 0.099 0.011
26 2.17 0.90 0.124 ( 0.488) 0.112 0.012
27 2.25 0.90 0.124 ( 0.488) 0.112 0.012
28 2.33 0.90 0.124 ( 0.488) 0.112 0.012
29 2.42 0.90 0.124 ( 0.488) 0.112 0.012
30 2.50 0.90 0.124 ( 0.488) 0.112 0.012
31 2.58 0.90 0.124 ( 0.488) 0.112 0.012
32 2.67 0.90 0.124 ( 0.488) 0.112 0.012
33 2.75 1.00 0.138 ( 0.488) 0.124 0.014
34 2.83 1.00 0.138 ( 0.488) 0.124 0.014
35 2.92 1.00 0.138 ( 0.488) 0.124 0.014
36 3.00 1.00 0.138 ( 0.488) 0.124 0.014
37 3.08 1.00 0.138 ( 0.488) 0.124 0.014
38 3.17 1.10 0.152 ( 0.488) 0.137 0.015

F.2.l
Packet Pg. 704 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX262
39 3.25 1.10 0.152 ( 0.488) 0.137 0.015
40 3.33 1.10 0.152 ( 0.488) 0.137 0.015
41 3.42 1.20 0.166 ( 0.488) 0.149 0.017
42 3.50 1.30 0.179 ( 0.488) 0.161 0.018
43 3.58 1.40 0.193 ( 0.488) 0.174 0.019
44 3.67 1.40 0.193 ( 0.488) 0.174 0.019
45 3.75 1.50 0.207 ( 0.488) 0.186 0.021
46 3.83 1.50 0.207 ( 0.488) 0.186 0.021
47 3.92 1.60 0.221 ( 0.488) 0.199 0.022
48 4.00 1.60 0.221 ( 0.488) 0.199 0.022
49 4.08 1.70 0.235 ( 0.488) 0.211 0.023
50 4.17 1.80 0.248 ( 0.488) 0.224 0.025
51 4.25 1.90 0.262 ( 0.488) 0.236 0.026
52 4.33 2.00 0.276 ( 0.488) 0.248 0.028
53 4.42 2.10 0.290 ( 0.488) 0.261 0.029
54 4.50 2.10 0.290 ( 0.488) 0.261 0.029
55 4.58 2.20 0.304 ( 0.488) 0.273 0.030
56 4.67 2.30 0.317 ( 0.488) 0.286 0.032
57 4.75 2.40 0.331 ( 0.488) 0.298 0.033
58 4.83 2.40 0.331 ( 0.488) 0.298 0.033
59 4.92 2.50 0.345 ( 0.488) 0.310 0.034
60 5.00 2.60 0.359 ( 0.488) 0.323 0.036
61 5.08 3.10 0.428 ( 0.488) 0.385 0.043
62 5.17 3.60 0.497 ( 0.488) 0.447 0.050
63 5.25 3.90 0.538 ( 0.488) 0.484 0.054
64 5.33 4.20 0.579 0.488 ( 0.522) 0.091
65 5.42 4.70 0.648 0.488 ( 0.584) 0.160
66 5.50 5.60 0.773 0.488 ( 0.695) 0.284
67 5.58 1.90 0.262 ( 0.488) 0.236 0.026
68 5.67 0.90 0.124 ( 0.488) 0.112 0.012
69 5.75 0.60 0.083 ( 0.488) 0.075 0.008
70 5.83 0.50 0.069 ( 0.488) 0.062 0.007
71 5.92 0.30 0.041 ( 0.488) 0.037 0.004
72 6.00 0.20 0.028 ( 0.488) 0.025 0.003
(Loss Rate Not Used)
Sum = 100.0 Sum = 1.7
Flood volume = Effective rainfall 0.14(In)
times area 67.1(Ac.)/[(In)/(Ft.)] = 0.8(Ac.Ft)
Total soil loss = 1.01(In)
Total soil loss = 5.630(Ac.Ft)
Total rainfall = 1.15(In)
Flood volume = 34812.4 Cubic Feet
Total soil loss = 245231.9 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 10.077(CFS)
-------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 6 - 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 0.0002 0.03 Q | | | |
0+10 0.0014 0.17 Q | | | |
0+15 0.0036 0.33 Q | | | |
0+20 0.0065 0.41 Q | | | |
0+25 0.0096 0.45 Q | | | |
0+30 0.0129 0.49 Q | | | |
0+35 0.0166 0.53 VQ | | | |
0+40 0.0205 0.57 |Q | | | |
0+45 0.0246 0.60 |Q | | | |
0+50 0.0289 0.61 |Q | | | |
0+55 0.0331 0.62 |Q | | | |
1+ 0 0.0375 0.64 |Q | | | |
1+ 5 0.0421 0.67 |QV | | | |
1+10 0.0470 0.70 |QV | | | |
1+15 0.0519 0.72 |QV | | | |
1+20 0.0569 0.73 |QV | | | |
1+25 0.0620 0.73 |Q V | | | |
1+30 0.0670 0.74 |Q V | | | |
1+35 0.0721 0.74 |Q V | | | |
1+40 0.0772 0.74 |Q V | | | |
1+45 0.0823 0.74 |Q V | | | |
1+50 0.0874 0.74 |Q V | | | |

F.2.l
Packet Pg. 705 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX262
1+55 0.0926 0.74 |Q V | | | |
2+ 0 0.0978 0.75 |Q V | | | |
2+ 5 0.1031 0.77 |Q V | | | |
2+10 0.1084 0.78 |Q V | | | |
2+15 0.1139 0.79 |Q V | | | |
2+20 0.1195 0.81 |Q V | | | |
2+25 0.1251 0.82 |Q V | | | |
2+30 0.1308 0.83 |Q V | | | |
2+35 0.1365 0.83 |Q V | | | |
2+40 0.1423 0.83 |Q V | | | |
2+45 0.1481 0.84 |Q V | | | |
2+50 0.1540 0.87 |Q V | | | |
2+55 0.1602 0.90 |Q V | | | |
3+ 0 0.1665 0.91 |Q V | | | |
3+ 5 0.1728 0.92 |Q V | | | |
3+10 0.1791 0.93 |Q V | | | |
3+15 0.1857 0.96 |Q V| | | |
3+20 0.1925 0.98 |Q V| | | |
3+25 0.1994 1.00 | Q V| | | |
3+30 0.2066 1.04 | Q V | | |
3+35 0.2143 1.11 | Q V | | |
3+40 0.2224 1.18 | Q |V | | |
3+45 0.2308 1.23 | Q |V | | |
3+50 0.2397 1.28 | Q |V | | |
3+55 0.2488 1.33 | Q | V | | |
4+ 0 0.2583 1.38 | Q | V | | |
4+ 5 0.2681 1.42 | Q | V | | |
4+10 0.2783 1.48 | Q | V | | |
4+15 0.2890 1.55 | Q | V | | |
4+20 0.3002 1.63 | Q | V | | |
4+25 0.3120 1.72 | Q | V | | |
4+30 0.3244 1.80 | Q | V | | |
4+35 0.3372 1.86 | Q | V | | |
4+40 0.3505 1.92 | Q | V | | |
4+45 0.3642 2.00 | Q | V | | |
4+50 0.3786 2.08 | Q | V | | |
4+55 0.3933 2.14 | Q | V| | |
5+ 0 0.4085 2.20 | Q | V | |
5+ 5 0.4244 2.31 | Q | |V | |
5+10 0.4418 2.52 | Q | | V | |
5+15 0.4613 2.83 | Q | | V | |
5+20 0.4839 3.29 | Q | | V | |
5+25 0.5148 4.48 | Q | | V | |
5+30 0.5641 7.16 | | Q | V | |
5+35 0.6335 10.08 | | Q |V |
5+40 0.6906 8.29 | | Q | | V |
5+45 0.7216 4.51 | Q| | | V |
5+50 0.7416 2.91 | Q | | | V |
5+55 0.7564 2.14 | Q | | | V |
6+ 0 0.7675 1.62 | Q | | | V |
6+ 5 0.7759 1.22 | Q | | | V |
6+10 0.7821 0.90 |Q | | | V|
6+15 0.7868 0.69 |Q | | | V|
6+20 0.7904 0.52 |Q | | | V|
6+25 0.7932 0.40 Q | | | V|
6+30 0.7953 0.30 Q | | | V|
6+35 0.7968 0.23 Q | | | V|
6+40 0.7981 0.18 Q | | | V|
6+45 0.7988 0.11 Q | | | V|
6+50 0.7990 0.02 Q | | | V|
6+55 0.7991 0.01 Q | | | V|
7+ 0 0.7991 0.01 Q | | | V|
7+ 5 0.7992 0.00 Q | | | V|
7+10 0.7992 0.00 Q | | | V|
7+15 0.7992 0.00 Q | | | V|
-----------------------------------------------------------------------

F.2.l
Packet Pg. 706 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX224
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 - 2014, Version 9.0 Study date 07/31/20 File: 3828EX2242.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 6400
--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
--------------------------------------------------------------------- TEI JOB 3828
OPTION 1 - HIGH CUBE
EXISTING CONDITION 2-YEAR STORM EVENT
-------------------------------------------------------------------- Drainage Area = 67.10(Ac.) = 0.105 Sq. Mi.

Drainage Area for Depth-Area Areal Adjustment = 67.10(Ac.) = 0.105 Sq. Mi.

Length along longest watercourse = 3400.00(Ft.)
Length along longest watercourse measured to centroid = 1280.00(Ft.) Length along longest watercourse = 0.644 Mi.

Length along longest watercourse measured to centroid = 0.242 Mi.

Difference in elevation = 44.00(Ft.)
Slope along watercourse = 68.3294 Ft./Mi.

Average Manning's 'N' = 0.030
Lag time = 0.159 Hr.

Lag time = 9.56 Min.
25% of lag time = 2.39 Min.
40% of lag time = 3.82 Min.

Unit time = 5.00 Min.

Duration of storm = 24 Hour(s)
User Entered Base Flow = 0.00(CFS)
2 YEAR Area rainfall data:

Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]

67.10 1.75 117.42
100 YEAR Area rainfall data:

Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]

67.10 4.50 301.95
STORM EVENT (YEAR) = 2.00
Area Averaged 2-Year Rainfall = 1.750(In)
Area Averaged 100-Year Rainfall = 4.500(In)
Point rain (area averaged) = 1.750(In)
Areal adjustment factor = 99.99 %
Adjusted average point rain = 1.750(In)
Sub-Area Data:

Area(Ac.) Runoff Index Impervious %

67.100 76.00 0.000
Total Area Entered = 67.10(Ac.)
RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F
AMC2 AMC-1 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)

76.0 58.2 0.488 0.000 0.488 1.000 0.488
Sum (F) = 0.488

F.2.l
Packet Pg. 707 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX224
Area averaged mean soil loss (F) (In/Hr) = 0.488
Minimum soil loss rate ((In/Hr)) = 0.244
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.900
--------------------------------------------------------------------- U n i t H y d r o g r a p h
VALLEY S-Curve
-------------------------------------------------------------------- Unit Hydrograph Data
--------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS)
--------------------------------------------------------------------- 1 0.083 52.307 6.571 4.443
2 0.167 104.614 28.083 18.991
3 0.250 156.922 28.549 19.306
4 0.333 209.229 12.179 8.236
5 0.417 261.536 6.595 4.460
6 0.500 313.843 4.589 3.103
7 0.583 366.151 3.296 2.229
8 0.667 418.458 2.462 1.665
9 0.750 470.765 1.797 1.215
10 0.833 523.072 1.548 1.047
11 0.917 575.380 1.191 0.806
12 1.000 627.687 0.940 0.636
13 1.083 679.994 0.721 0.488
14 1.167 732.301 0.542 0.367
15 1.250 784.608 0.523 0.354
16 1.333 836.916 0.415 0.281
Sum = 100.000 Sum= 67.624
----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr)
1 0.08 0.07 0.014 ( 0.866) 0.013 0.001
2 0.17 0.07 0.014 ( 0.862) 0.013 0.001
3 0.25 0.07 0.014 ( 0.859) 0.013 0.001
4 0.33 0.10 0.021 ( 0.856) 0.019 0.002
5 0.42 0.10 0.021 ( 0.852) 0.019 0.002
6 0.50 0.10 0.021 ( 0.849) 0.019 0.002
7 0.58 0.10 0.021 ( 0.846) 0.019 0.002
8 0.67 0.10 0.021 ( 0.842) 0.019 0.002
9 0.75 0.10 0.021 ( 0.839) 0.019 0.002
10 0.83 0.13 0.028 ( 0.836) 0.025 0.003
11 0.92 0.13 0.028 ( 0.833) 0.025 0.003
12 1.00 0.13 0.028 ( 0.829) 0.025 0.003
13 1.08 0.10 0.021 ( 0.826) 0.019 0.002
14 1.17 0.10 0.021 ( 0.823) 0.019 0.002
15 1.25 0.10 0.021 ( 0.819) 0.019 0.002
16 1.33 0.10 0.021 ( 0.816) 0.019 0.002
17 1.42 0.10 0.021 ( 0.813) 0.019 0.002
18 1.50 0.10 0.021 ( 0.810) 0.019 0.002
19 1.58 0.10 0.021 ( 0.806) 0.019 0.002
20 1.67 0.10 0.021 ( 0.803) 0.019 0.002
21 1.75 0.10 0.021 ( 0.800) 0.019 0.002
22 1.83 0.13 0.028 ( 0.797) 0.025 0.003
23 1.92 0.13 0.028 ( 0.794) 0.025 0.003
24 2.00 0.13 0.028 ( 0.790) 0.025 0.003
25 2.08 0.13 0.028 ( 0.787) 0.025 0.003
26 2.17 0.13 0.028 ( 0.784) 0.025 0.003
27 2.25 0.13 0.028 ( 0.781) 0.025 0.003
28 2.33 0.13 0.028 ( 0.778) 0.025 0.003
29 2.42 0.13 0.028 ( 0.774) 0.025 0.003
30 2.50 0.13 0.028 ( 0.771) 0.025 0.003
31 2.58 0.17 0.035 ( 0.768) 0.031 0.003
32 2.67 0.17 0.035 ( 0.765) 0.031 0.003
33 2.75 0.17 0.035 ( 0.762) 0.031 0.003
34 2.83 0.17 0.035 ( 0.759) 0.031 0.003
35 2.92 0.17 0.035 ( 0.756) 0.031 0.003
36 3.00 0.17 0.035 ( 0.752) 0.031 0.003
37 3.08 0.17 0.035 ( 0.749) 0.031 0.003
38 3.17 0.17 0.035 ( 0.746) 0.031 0.003

F.2.l
Packet Pg. 708 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX224
39 3.25 0.17 0.035 ( 0.743) 0.031 0.003
40 3.33 0.17 0.035 ( 0.740) 0.031 0.003
41 3.42 0.17 0.035 ( 0.737) 0.031 0.003
42 3.50 0.17 0.035 ( 0.734) 0.031 0.003
43 3.58 0.17 0.035 ( 0.731) 0.031 0.003
44 3.67 0.17 0.035 ( 0.728) 0.031 0.003
45 3.75 0.17 0.035 ( 0.725) 0.031 0.003
46 3.83 0.20 0.042 ( 0.722) 0.038 0.004
47 3.92 0.20 0.042 ( 0.719) 0.038 0.004
48 4.00 0.20 0.042 ( 0.715) 0.038 0.004
49 4.08 0.20 0.042 ( 0.712) 0.038 0.004
50 4.17 0.20 0.042 ( 0.709) 0.038 0.004
51 4.25 0.20 0.042 ( 0.706) 0.038 0.004
52 4.33 0.23 0.049 ( 0.703) 0.044 0.005
53 4.42 0.23 0.049 ( 0.700) 0.044 0.005
54 4.50 0.23 0.049 ( 0.697) 0.044 0.005
55 4.58 0.23 0.049 ( 0.694) 0.044 0.005
56 4.67 0.23 0.049 ( 0.691) 0.044 0.005
57 4.75 0.23 0.049 ( 0.688) 0.044 0.005
58 4.83 0.27 0.056 ( 0.685) 0.050 0.006
59 4.92 0.27 0.056 ( 0.683) 0.050 0.006
60 5.00 0.27 0.056 ( 0.680) 0.050 0.006
61 5.08 0.20 0.042 ( 0.677) 0.038 0.004
62 5.17 0.20 0.042 ( 0.674) 0.038 0.004
63 5.25 0.20 0.042 ( 0.671) 0.038 0.004
64 5.33 0.23 0.049 ( 0.668) 0.044 0.005
65 5.42 0.23 0.049 ( 0.665) 0.044 0.005
66 5.50 0.23 0.049 ( 0.662) 0.044 0.005
67 5.58 0.27 0.056 ( 0.659) 0.050 0.006
68 5.67 0.27 0.056 ( 0.656) 0.050 0.006
69 5.75 0.27 0.056 ( 0.653) 0.050 0.006
70 5.83 0.27 0.056 ( 0.650) 0.050 0.006
71 5.92 0.27 0.056 ( 0.647) 0.050 0.006
72 6.00 0.27 0.056 ( 0.645) 0.050 0.006
73 6.08 0.30 0.063 ( 0.642) 0.057 0.006
74 6.17 0.30 0.063 ( 0.639) 0.057 0.006
75 6.25 0.30 0.063 ( 0.636) 0.057 0.006
76 6.33 0.30 0.063 ( 0.633) 0.057 0.006
77 6.42 0.30 0.063 ( 0.630) 0.057 0.006
78 6.50 0.30 0.063 ( 0.628) 0.057 0.006
79 6.58 0.33 0.070 ( 0.625) 0.063 0.007
80 6.67 0.33 0.070 ( 0.622) 0.063 0.007
81 6.75 0.33 0.070 ( 0.619) 0.063 0.007
82 6.83 0.33 0.070 ( 0.616) 0.063 0.007
83 6.92 0.33 0.070 ( 0.614) 0.063 0.007
84 7.00 0.33 0.070 ( 0.611) 0.063 0.007
85 7.08 0.33 0.070 ( 0.608) 0.063 0.007
86 7.17 0.33 0.070 ( 0.605) 0.063 0.007
87 7.25 0.33 0.070 ( 0.602) 0.063 0.007
88 7.33 0.37 0.077 ( 0.600) 0.069 0.008
89 7.42 0.37 0.077 ( 0.597) 0.069 0.008
90 7.50 0.37 0.077 ( 0.594) 0.069 0.008
91 7.58 0.40 0.084 ( 0.591) 0.076 0.008
92 7.67 0.40 0.084 ( 0.589) 0.076 0.008
93 7.75 0.40 0.084 ( 0.586) 0.076 0.008
94 7.83 0.43 0.091 ( 0.583) 0.082 0.009
95 7.92 0.43 0.091 ( 0.581) 0.082 0.009
96 8.00 0.43 0.091 ( 0.578) 0.082 0.009
97 8.08 0.50 0.105 ( 0.575) 0.094 0.010
98 8.17 0.50 0.105 ( 0.573) 0.094 0.010
99 8.25 0.50 0.105 ( 0.570) 0.094 0.010
100 8.33 0.50 0.105 ( 0.567) 0.094 0.010
101 8.42 0.50 0.105 ( 0.565) 0.094 0.010
102 8.50 0.50 0.105 ( 0.562) 0.094 0.010
103 8.58 0.53 0.112 ( 0.559) 0.101 0.011
104 8.67 0.53 0.112 ( 0.557) 0.101 0.011
105 8.75 0.53 0.112 ( 0.554) 0.101 0.011
106 8.83 0.57 0.119 ( 0.551) 0.107 0.012
107 8.92 0.57 0.119 ( 0.549) 0.107 0.012
108 9.00 0.57 0.119 ( 0.546) 0.107 0.012
109 9.08 0.63 0.133 ( 0.544) 0.120 0.013
110 9.17 0.63 0.133 ( 0.541) 0.120 0.013
111 9.25 0.63 0.133 ( 0.539) 0.120 0.013
112 9.33 0.67 0.140 ( 0.536) 0.126 0.014
113 9.42 0.67 0.140 ( 0.533) 0.126 0.014
114 9.50 0.67 0.140 ( 0.531) 0.126 0.014
115 9.58 0.70 0.147 ( 0.528) 0.132 0.015

F.2.l
Packet Pg. 709 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX224
116 9.67 0.70 0.147 ( 0.526) 0.132 0.015
117 9.75 0.70 0.147 ( 0.523) 0.132 0.015
118 9.83 0.73 0.154 ( 0.521) 0.139 0.015
119 9.92 0.73 0.154 ( 0.518) 0.139 0.015
120 10.00 0.73 0.154 ( 0.516) 0.139 0.015
121 10.08 0.50 0.105 ( 0.513) 0.094 0.010
122 10.17 0.50 0.105 ( 0.511) 0.094 0.010
123 10.25 0.50 0.105 ( 0.508) 0.094 0.010
124 10.33 0.50 0.105 ( 0.506) 0.094 0.010
125 10.42 0.50 0.105 ( 0.503) 0.094 0.010
126 10.50 0.50 0.105 ( 0.501) 0.094 0.010
127 10.58 0.67 0.140 ( 0.498) 0.126 0.014
128 10.67 0.67 0.140 ( 0.496) 0.126 0.014
129 10.75 0.67 0.140 ( 0.494) 0.126 0.014
130 10.83 0.67 0.140 ( 0.491) 0.126 0.014
131 10.92 0.67 0.140 ( 0.489) 0.126 0.014
132 11.00 0.67 0.140 ( 0.486) 0.126 0.014
133 11.08 0.63 0.133 ( 0.484) 0.120 0.013
134 11.17 0.63 0.133 ( 0.482) 0.120 0.013
135 11.25 0.63 0.133 ( 0.479) 0.120 0.013
136 11.33 0.63 0.133 ( 0.477) 0.120 0.013
137 11.42 0.63 0.133 ( 0.474) 0.120 0.013
138 11.50 0.63 0.133 ( 0.472) 0.120 0.013
139 11.58 0.57 0.119 ( 0.470) 0.107 0.012
140 11.67 0.57 0.119 ( 0.467) 0.107 0.012
141 11.75 0.57 0.119 ( 0.465) 0.107 0.012
142 11.83 0.60 0.126 ( 0.463) 0.113 0.013
143 11.92 0.60 0.126 ( 0.460) 0.113 0.013
144 12.00 0.60 0.126 ( 0.458) 0.113 0.013
145 12.08 0.83 0.175 ( 0.456) 0.157 0.017
146 12.17 0.83 0.175 ( 0.454) 0.157 0.017
147 12.25 0.83 0.175 ( 0.451) 0.157 0.017
148 12.33 0.87 0.182 ( 0.449) 0.164 0.018
149 12.42 0.87 0.182 ( 0.447) 0.164 0.018
150 12.50 0.87 0.182 ( 0.445) 0.164 0.018
151 12.58 0.93 0.196 ( 0.442) 0.176 0.020
152 12.67 0.93 0.196 ( 0.440) 0.176 0.020
153 12.75 0.93 0.196 ( 0.438) 0.176 0.020
154 12.83 0.97 0.203 ( 0.436) 0.183 0.020
155 12.92 0.97 0.203 ( 0.433) 0.183 0.020
156 13.00 0.97 0.203 ( 0.431) 0.183 0.020
157 13.08 1.13 0.238 ( 0.429) 0.214 0.024
158 13.17 1.13 0.238 ( 0.427) 0.214 0.024
159 13.25 1.13 0.238 ( 0.425) 0.214 0.024
160 13.33 1.13 0.238 ( 0.423) 0.214 0.024
161 13.42 1.13 0.238 ( 0.420) 0.214 0.024
162 13.50 1.13 0.238 ( 0.418) 0.214 0.024
163 13.58 0.77 0.161 ( 0.416) 0.145 0.016
164 13.67 0.77 0.161 ( 0.414) 0.145 0.016
165 13.75 0.77 0.161 ( 0.412) 0.145 0.016
166 13.83 0.77 0.161 ( 0.410) 0.145 0.016
167 13.92 0.77 0.161 ( 0.408) 0.145 0.016
168 14.00 0.77 0.161 ( 0.406) 0.145 0.016
169 14.08 0.90 0.189 ( 0.404) 0.170 0.019
170 14.17 0.90 0.189 ( 0.402) 0.170 0.019
171 14.25 0.90 0.189 ( 0.399) 0.170 0.019
172 14.33 0.87 0.182 ( 0.397) 0.164 0.018
173 14.42 0.87 0.182 ( 0.395) 0.164 0.018
174 14.50 0.87 0.182 ( 0.393) 0.164 0.018
175 14.58 0.87 0.182 ( 0.391) 0.164 0.018
176 14.67 0.87 0.182 ( 0.389) 0.164 0.018
177 14.75 0.87 0.182 ( 0.387) 0.164 0.018
178 14.83 0.83 0.175 ( 0.385) 0.157 0.017
179 14.92 0.83 0.175 ( 0.383) 0.157 0.017
180 15.00 0.83 0.175 ( 0.381) 0.157 0.017
181 15.08 0.80 0.168 ( 0.379) 0.151 0.017
182 15.17 0.80 0.168 ( 0.378) 0.151 0.017
183 15.25 0.80 0.168 ( 0.376) 0.151 0.017
184 15.33 0.77 0.161 ( 0.374) 0.145 0.016
185 15.42 0.77 0.161 ( 0.372) 0.145 0.016
186 15.50 0.77 0.161 ( 0.370) 0.145 0.016
187 15.58 0.63 0.133 ( 0.368) 0.120 0.013
188 15.67 0.63 0.133 ( 0.366) 0.120 0.013
189 15.75 0.63 0.133 ( 0.364) 0.120 0.013
190 15.83 0.63 0.133 ( 0.362) 0.120 0.013
191 15.92 0.63 0.133 ( 0.360) 0.120 0.013
192 16.00 0.63 0.133 ( 0.359) 0.120 0.013

F.2.l
Packet Pg. 710 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX224
193 16.08 0.13 0.028 ( 0.357) 0.025 0.003
194 16.17 0.13 0.028 ( 0.355) 0.025 0.003
195 16.25 0.13 0.028 ( 0.353) 0.025 0.003
196 16.33 0.13 0.028 ( 0.351) 0.025 0.003
197 16.42 0.13 0.028 ( 0.350) 0.025 0.003
198 16.50 0.13 0.028 ( 0.348) 0.025 0.003
199 16.58 0.10 0.021 ( 0.346) 0.019 0.002
200 16.67 0.10 0.021 ( 0.344) 0.019 0.002
201 16.75 0.10 0.021 ( 0.343) 0.019 0.002
202 16.83 0.10 0.021 ( 0.341) 0.019 0.002
203 16.92 0.10 0.021 ( 0.339) 0.019 0.002
204 17.00 0.10 0.021 ( 0.337) 0.019 0.002
205 17.08 0.17 0.035 ( 0.336) 0.031 0.003
206 17.17 0.17 0.035 ( 0.334) 0.031 0.003
207 17.25 0.17 0.035 ( 0.332) 0.031 0.003
208 17.33 0.17 0.035 ( 0.331) 0.031 0.003
209 17.42 0.17 0.035 ( 0.329) 0.031 0.003
210 17.50 0.17 0.035 ( 0.327) 0.031 0.003
211 17.58 0.17 0.035 ( 0.326) 0.031 0.003
212 17.67 0.17 0.035 ( 0.324) 0.031 0.003
213 17.75 0.17 0.035 ( 0.322) 0.031 0.003
214 17.83 0.13 0.028 ( 0.321) 0.025 0.003
215 17.92 0.13 0.028 ( 0.319) 0.025 0.003
216 18.00 0.13 0.028 ( 0.318) 0.025 0.003
217 18.08 0.13 0.028 ( 0.316) 0.025 0.003
218 18.17 0.13 0.028 ( 0.315) 0.025 0.003
219 18.25 0.13 0.028 ( 0.313) 0.025 0.003
220 18.33 0.13 0.028 ( 0.311) 0.025 0.003
221 18.42 0.13 0.028 ( 0.310) 0.025 0.003
222 18.50 0.13 0.028 ( 0.308) 0.025 0.003
223 18.58 0.10 0.021 ( 0.307) 0.019 0.002
224 18.67 0.10 0.021 ( 0.305) 0.019 0.002
225 18.75 0.10 0.021 ( 0.304) 0.019 0.002
226 18.83 0.07 0.014 ( 0.303) 0.013 0.001
227 18.92 0.07 0.014 ( 0.301) 0.013 0.001
228 19.00 0.07 0.014 ( 0.300) 0.013 0.001
229 19.08 0.10 0.021 ( 0.298) 0.019 0.002
230 19.17 0.10 0.021 ( 0.297) 0.019 0.002
231 19.25 0.10 0.021 ( 0.295) 0.019 0.002
232 19.33 0.13 0.028 ( 0.294) 0.025 0.003
233 19.42 0.13 0.028 ( 0.293) 0.025 0.003
234 19.50 0.13 0.028 ( 0.291) 0.025 0.003
235 19.58 0.10 0.021 ( 0.290) 0.019 0.002
236 19.67 0.10 0.021 ( 0.289) 0.019 0.002
237 19.75 0.10 0.021 ( 0.287) 0.019 0.002
238 19.83 0.07 0.014 ( 0.286) 0.013 0.001
239 19.92 0.07 0.014 ( 0.285) 0.013 0.001
240 20.00 0.07 0.014 ( 0.284) 0.013 0.001
241 20.08 0.10 0.021 ( 0.282) 0.019 0.002
242 20.17 0.10 0.021 ( 0.281) 0.019 0.002
243 20.25 0.10 0.021 ( 0.280) 0.019 0.002
244 20.33 0.10 0.021 ( 0.279) 0.019 0.002
245 20.42 0.10 0.021 ( 0.277) 0.019 0.002
246 20.50 0.10 0.021 ( 0.276) 0.019 0.002
247 20.58 0.10 0.021 ( 0.275) 0.019 0.002
248 20.67 0.10 0.021 ( 0.274) 0.019 0.002
249 20.75 0.10 0.021 ( 0.273) 0.019 0.002
250 20.83 0.07 0.014 ( 0.272) 0.013 0.001
251 20.92 0.07 0.014 ( 0.271) 0.013 0.001
252 21.00 0.07 0.014 ( 0.270) 0.013 0.001
253 21.08 0.10 0.021 ( 0.268) 0.019 0.002
254 21.17 0.10 0.021 ( 0.267) 0.019 0.002
255 21.25 0.10 0.021 ( 0.266) 0.019 0.002
256 21.33 0.07 0.014 ( 0.265) 0.013 0.001
257 21.42 0.07 0.014 ( 0.264) 0.013 0.001
258 21.50 0.07 0.014 ( 0.263) 0.013 0.001
259 21.58 0.10 0.021 ( 0.262) 0.019 0.002
260 21.67 0.10 0.021 ( 0.261) 0.019 0.002
261 21.75 0.10 0.021 ( 0.261) 0.019 0.002
262 21.83 0.07 0.014 ( 0.260) 0.013 0.001
263 21.92 0.07 0.014 ( 0.259) 0.013 0.001
264 22.00 0.07 0.014 ( 0.258) 0.013 0.001
265 22.08 0.10 0.021 ( 0.257) 0.019 0.002
266 22.17 0.10 0.021 ( 0.256) 0.019 0.002
267 22.25 0.10 0.021 ( 0.255) 0.019 0.002
268 22.33 0.07 0.014 ( 0.255) 0.013 0.001
269 22.42 0.07 0.014 ( 0.254) 0.013 0.001

F.2.l
Packet Pg. 711 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX224
270 22.50 0.07 0.014 ( 0.253) 0.013 0.001
271 22.58 0.07 0.014 ( 0.252) 0.013 0.001
272 22.67 0.07 0.014 ( 0.252) 0.013 0.001
273 22.75 0.07 0.014 ( 0.251) 0.013 0.001
274 22.83 0.07 0.014 ( 0.250) 0.013 0.001
275 22.92 0.07 0.014 ( 0.250) 0.013 0.001
276 23.00 0.07 0.014 ( 0.249) 0.013 0.001
277 23.08 0.07 0.014 ( 0.248) 0.013 0.001
278 23.17 0.07 0.014 ( 0.248) 0.013 0.001
279 23.25 0.07 0.014 ( 0.247) 0.013 0.001
280 23.33 0.07 0.014 ( 0.247) 0.013 0.001
281 23.42 0.07 0.014 ( 0.246) 0.013 0.001
282 23.50 0.07 0.014 ( 0.246) 0.013 0.001
283 23.58 0.07 0.014 ( 0.246) 0.013 0.001
284 23.67 0.07 0.014 ( 0.245) 0.013 0.001
285 23.75 0.07 0.014 ( 0.245) 0.013 0.001
286 23.83 0.07 0.014 ( 0.245) 0.013 0.001
287 23.92 0.07 0.014 ( 0.244) 0.013 0.001
288 24.00 0.07 0.014 ( 0.244) 0.013 0.001
(Loss Rate Not Used)
Sum = 100.0 Sum = 2.1
Flood volume = Effective rainfall 0.17(In)
times area 67.1(Ac.)/[(In)/(Ft.)] = 1.0(Ac.Ft)
Total soil loss = 1.57(In)
Total soil loss = 8.806(Ac.Ft)
Total rainfall = 1.75(In)
Flood volume = 42619.7 Cubic Feet
Total soil loss = 383577.2 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 1.573(CFS)
-------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 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 2.5 5.0 7.5 10.0
----------------------------------------------------------------------- 0+ 5 0.0000 0.01 Q | | | |
0+10 0.0003 0.03 Q | | | |
0+15 0.0007 0.06 Q | | | |
0+20 0.0012 0.07 Q | | | |
0+25 0.0018 0.09 Q | | | |
0+30 0.0026 0.11 Q | | | |
0+35 0.0034 0.12 Q | | | |
0+40 0.0043 0.13 Q | | | |
0+45 0.0052 0.13 Q | | | |
0+50 0.0061 0.14 Q | | | |
0+55 0.0072 0.15 Q | | | |
1+ 0 0.0083 0.17 Q | | | |
1+ 5 0.0095 0.17 Q | | | |
1+10 0.0106 0.16 Q | | | |
1+15 0.0117 0.15 Q | | | |
1+20 0.0127 0.15 Q | | | |
1+25 0.0137 0.15 Q | | | |
1+30 0.0147 0.15 Q | | | |
1+35 0.0157 0.14 Q | | | |
1+40 0.0167 0.14 Q | | | |
1+45 0.0177 0.14 Q | | | |
1+50 0.0187 0.15 Q | | | |
1+55 0.0198 0.16 Q | | | |
2+ 0 0.0210 0.17 Q | | | |
2+ 5 0.0222 0.18 Q | | | |
2+10 0.0235 0.18 Q | | | |
2+15 0.0247 0.18 QV | | | |
2+20 0.0260 0.18 QV | | | |
2+25 0.0273 0.19 QV | | | |
2+30 0.0286 0.19 QV | | | |
2+35 0.0299 0.19 QV | | | |
2+40 0.0313 0.20 QV | | | |
2+45 0.0328 0.22 QV | | | |
2+50 0.0343 0.22 QV | | | |
2+55 0.0359 0.23 QV | | | |
3+ 0 0.0375 0.23 QV | | | |
3+ 5 0.0391 0.23 QV | | | |

F.2.l
Packet Pg. 712 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX224
3+10 0.0407 0.23 QV | | | |
3+15 0.0423 0.23 QV | | | |
3+20 0.0439 0.23 QV | | | |
3+25 0.0455 0.24 QV | | | |
3+30 0.0472 0.24 QV | | | |
3+35 0.0488 0.24 QV | | | |
3+40 0.0504 0.24 Q V | | | |
3+45 0.0521 0.24 Q V | | | |
3+50 0.0537 0.24 Q V | | | |
3+55 0.0554 0.25 |QV | | | |
4+ 0 0.0573 0.27 |QV | | | |
4+ 5 0.0592 0.27 |QV | | | |
4+10 0.0611 0.28 |QV | | | |
4+15 0.0630 0.28 |QV | | | |
4+20 0.0649 0.28 |QV | | | |
4+25 0.0670 0.30 |QV | | | |
4+30 0.0691 0.31 |QV | | | |
4+35 0.0713 0.32 |QV | | | |
4+40 0.0735 0.32 |Q V | | | |
4+45 0.0757 0.32 |Q V | | | |
4+50 0.0780 0.33 |Q V | | | |
4+55 0.0804 0.34 |Q V | | | |
5+ 0 0.0828 0.36 |Q V | | | |
5+ 5 0.0853 0.36 |Q V | | | |
5+10 0.0876 0.34 |Q V | | | |
5+15 0.0898 0.31 |Q V | | | |
5+20 0.0919 0.31 |Q V | | | |
5+25 0.0940 0.31 |Q V | | | |
5+30 0.0963 0.32 |Q V | | | |
5+35 0.0985 0.33 |Q V | | | |
5+40 0.1009 0.35 |Q V | | | |
5+45 0.1034 0.36 |Q V | | | |
5+50 0.1059 0.37 |Q V | | | |
5+55 0.1085 0.37 |Q V | | | |
6+ 0 0.1110 0.37 |Q V | | | |
6+ 5 0.1136 0.38 |Q V | | | |
6+10 0.1163 0.39 |Q V | | | |
6+15 0.1191 0.41 |Q V | | | |
6+20 0.1219 0.41 |Q V | | | |
6+25 0.1248 0.42 |Q V | | | |
6+30 0.1277 0.42 |Q V | | | |
6+35 0.1306 0.42 |Q V | | | |
6+40 0.1336 0.44 |Q V | | | |
6+45 0.1367 0.45 |Q V | | | |
6+50 0.1399 0.46 |Q V | | | |
6+55 0.1431 0.46 |Q V | | | |
7+ 0 0.1463 0.47 |Q V | | | |
7+ 5 0.1495 0.47 |Q V | | | |
7+10 0.1528 0.47 |Q V | | | |
7+15 0.1560 0.47 |Q V | | | |
7+20 0.1593 0.47 |Q V | | | |
7+25 0.1626 0.49 |Q V | | | |
7+30 0.1661 0.50 | Q V | | | |
7+35 0.1696 0.51 | Q V | | | |
7+40 0.1733 0.53 | Q V | | | |
7+45 0.1770 0.54 | Q V | | | |
7+50 0.1808 0.55 | Q V | | | |
7+55 0.1848 0.57 | Q V | | | |
8+ 0 0.1888 0.59 | Q V | | | |
8+ 5 0.1930 0.60 | Q V | | | |
8+10 0.1974 0.63 | Q V | | | |
8+15 0.2019 0.67 | Q V | | | |
8+20 0.2066 0.68 | Q V | | | |
8+25 0.2114 0.69 | Q V | | | |
8+30 0.2161 0.69 | Q V | | | |
8+35 0.2210 0.70 | Q V| | | |
8+40 0.2259 0.72 | Q V| | | |
8+45 0.2310 0.73 | Q V| | | |
8+50 0.2361 0.74 | Q V| | | |
8+55 0.2413 0.76 | Q V| | | |
9+ 0 0.2467 0.78 | Q V | | |
9+ 5 0.2522 0.79 | Q V | | |
9+10 0.2578 0.82 | Q V | | |
9+15 0.2637 0.86 | Q V | | |
9+20 0.2697 0.87 | Q |V | | |
9+25 0.2759 0.89 | Q |V | | |
9+30 0.2822 0.91 | Q |V | | |

F.2.l
Packet Pg. 713 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX224
9+35 0.2886 0.93 | Q |V | | |
9+40 0.2951 0.95 | Q | V | | |
9+45 0.3017 0.96 | Q | V | | |
9+50 0.3084 0.98 | Q | V | | |
9+55 0.3153 1.00 | Q | V | | |
10+ 0 0.3223 1.01 | Q | V | | |
10+ 5 0.3292 1.00 | Q | V | | |
10+10 0.3354 0.91 | Q | V | | |
10+15 0.3411 0.82 | Q | V | | |
10+20 0.3465 0.78 | Q | V | | |
10+25 0.3518 0.76 | Q | V | | |
10+30 0.3569 0.75 | Q | V | | |
10+35 0.3621 0.76 | Q | V | | |
10+40 0.3678 0.82 | Q | V | | |
10+45 0.3738 0.88 | Q | V | | |
10+50 0.3800 0.90 | Q | V | | |
10+55 0.3863 0.91 | Q | V | | |
11+ 0 0.3927 0.92 | Q | V | | |
11+ 5 0.3991 0.92 | Q | V | | |
11+10 0.4054 0.92 | Q | V | | |
11+15 0.4116 0.90 | Q | V | | |
11+20 0.4178 0.90 | Q | V | | |
11+25 0.4240 0.90 | Q | V | | |
11+30 0.4302 0.90 | Q | V | | |
11+35 0.4364 0.89 | Q | V | | |
11+40 0.4423 0.87 | Q | V | | |
11+45 0.4481 0.84 | Q | V | | |
11+50 0.4539 0.83 | Q | V | | |
11+55 0.4597 0.84 | Q | V | | |
12+ 0 0.4655 0.85 | Q | V| | |
12+ 5 0.4715 0.87 | Q | V| | |
12+10 0.4782 0.97 | Q | V| | |
12+15 0.4855 1.06 | Q | V| | |
12+20 0.4931 1.10 | Q | V | |
12+25 0.5009 1.14 | Q | V | |
12+30 0.5090 1.17 | Q | V | |
12+35 0.5172 1.19 | Q | |V | |
12+40 0.5257 1.23 | Q | |V | |
12+45 0.5344 1.26 | Q | |V | |
12+50 0.5432 1.29 | Q | | V | |
12+55 0.5523 1.31 | Q | | V | |
13+ 0 0.5614 1.33 | Q | | V | |
13+ 5 0.5708 1.36 | Q | | V | |
13+10 0.5807 1.43 | Q | | V | |
13+15 0.5911 1.51 | Q | | V | |
13+20 0.6017 1.54 | Q | | V | |
13+25 0.6125 1.56 | Q | | V | |
13+30 0.6233 1.57 | Q | | V | |
13+35 0.6340 1.55 | Q | | V | |
13+40 0.6437 1.41 | Q | | V | |
13+45 0.6524 1.27 | Q | | V | |
13+50 0.6607 1.21 | Q | | V | |
13+55 0.6688 1.18 | Q | | V | |
14+ 0 0.6767 1.15 | Q | | V | |
14+ 5 0.6846 1.15 | Q | | V | |
14+10 0.6929 1.19 | Q | | V | |
14+15 0.7014 1.24 | Q | | V | |
14+20 0.7100 1.25 | Q | | V| |
14+25 0.7186 1.24 | Q | | V| |
14+30 0.7271 1.23 | Q | | V| |
14+35 0.7356 1.23 | Q | | V |
14+40 0.7440 1.23 | Q | | V |
14+45 0.7525 1.23 | Q | | V |
14+50 0.7609 1.22 | Q | | |V |
14+55 0.7693 1.21 | Q | | |V |
15+ 0 0.7775 1.20 | Q | | |V |
15+ 5 0.7858 1.19 | Q | | | V |
15+10 0.7938 1.18 | Q | | | V |
15+15 0.8018 1.16 | Q | | | V |
15+20 0.8098 1.15 | Q | | | V |
15+25 0.8176 1.13 | Q | | | V |
15+30 0.8253 1.12 | Q | | | V |
15+35 0.8328 1.10 | Q | | | V |
15+40 0.8399 1.04 | Q | | | V |
15+45 0.8467 0.98 | Q | | | V |
15+50 0.8533 0.95 | Q | | | V |
15+55 0.8597 0.94 | Q | | | V |

F.2.l
Packet Pg. 714 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX224
16+ 0 0.8661 0.93 | Q | | | V |
16+ 5 0.8722 0.88 | Q | | | V |
16+10 0.8768 0.67 | Q | | | V |
16+15 0.8800 0.46 |Q | | | V |
16+20 0.8825 0.37 |Q | | | V |
16+25 0.8848 0.32 |Q | | | V |
16+30 0.8867 0.29 |Q | | | V |
16+35 0.8885 0.26 |Q | | | V |
16+40 0.8901 0.23 Q | | | V |
16+45 0.8915 0.20 Q | | | V |
16+50 0.8928 0.18 Q | | | V |
16+55 0.8940 0.17 Q | | | V |
17+ 0 0.8951 0.16 Q | | | V |
17+ 5 0.8962 0.16 Q | | | V |
17+10 0.8975 0.19 Q | | | V |
17+15 0.8989 0.21 Q | | | V |
17+20 0.9004 0.22 Q | | | V |
17+25 0.9020 0.22 Q | | | V |
17+30 0.9035 0.23 Q | | | V |
17+35 0.9051 0.23 Q | | | V |
17+40 0.9067 0.23 Q | | | V |
17+45 0.9082 0.23 Q | | | V |
17+50 0.9098 0.23 Q | | | V |
17+55 0.9113 0.22 Q | | | V |
18+ 0 0.9127 0.20 Q | | | V |
18+ 5 0.9141 0.20 Q | | | V |
18+10 0.9155 0.20 Q | | | V |
18+15 0.9168 0.20 Q | | | V |
18+20 0.9182 0.19 Q | | | V |
18+25 0.9195 0.19 Q | | | V |
18+30 0.9208 0.19 Q | | | V |
18+35 0.9221 0.19 Q | | | V |
18+40 0.9233 0.17 Q | | | V |
18+45 0.9244 0.16 Q | | | V |
18+50 0.9255 0.15 Q | | | V |
18+55 0.9264 0.13 Q | | | V |
19+ 0 0.9272 0.12 Q | | | V |
19+ 5 0.9280 0.11 Q | | | V |
19+10 0.9288 0.12 Q | | | V |
19+15 0.9298 0.13 Q | | | V |
19+20 0.9307 0.14 Q | | | V |
19+25 0.9318 0.16 Q | | | V |
19+30 0.9330 0.17 Q | | | V |
19+35 0.9341 0.17 Q | | | V |
19+40 0.9353 0.16 Q | | | V |
19+45 0.9363 0.15 Q | | | V |
19+50 0.9373 0.14 Q | | | V |
19+55 0.9382 0.13 Q | | | V |
20+ 0 0.9390 0.11 Q | | | V |
20+ 5 0.9398 0.11 Q | | | V |
20+10 0.9406 0.12 Q | | | V |
20+15 0.9415 0.13 Q | | | V |
20+20 0.9424 0.14 Q | | | V |
20+25 0.9434 0.14 Q | | | V |
20+30 0.9444 0.14 Q | | | V |
20+35 0.9453 0.14 Q | | | V |
20+40 0.9463 0.14 Q | | | V |
20+45 0.9473 0.14 Q | | | V |
20+50 0.9482 0.14 Q | | | V |
20+55 0.9491 0.12 Q | | | V |
21+ 0 0.9498 0.11 Q | | | V |
21+ 5 0.9506 0.11 Q | | | V |
21+10 0.9514 0.12 Q | | | V |
21+15 0.9523 0.13 Q | | | V |
21+20 0.9532 0.13 Q | | | V |
21+25 0.9540 0.12 Q | | | V|
21+30 0.9548 0.11 Q | | | V|
21+35 0.9555 0.11 Q | | | V|
21+40 0.9563 0.12 Q | | | V|
21+45 0.9572 0.13 Q | | | V|
21+50 0.9581 0.13 Q | | | V|
21+55 0.9589 0.12 Q | | | V|
22+ 0 0.9597 0.11 Q | | | V|
22+ 5 0.9604 0.11 Q | | | V|
22+10 0.9612 0.12 Q | | | V|
22+15 0.9621 0.13 Q | | | V|
22+20 0.9630 0.13 Q | | | V|

F.2.l
Packet Pg. 715 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX224
22+25 0.9638 0.12 Q | | | V|
22+30 0.9646 0.11 Q | | | V|
22+35 0.9653 0.10 Q | | | V|
22+40 0.9660 0.10 Q | | | V|
22+45 0.9667 0.10 Q | | | V|
22+50 0.9673 0.10 Q | | | V|
22+55 0.9680 0.10 Q | | | V|
23+ 0 0.9687 0.10 Q | | | V|
23+ 5 0.9693 0.10 Q | | | V|
23+10 0.9700 0.10 Q | | | V|
23+15 0.9707 0.10 Q | | | V|
23+20 0.9713 0.10 Q | | | V|
23+25 0.9720 0.10 Q | | | V|
23+30 0.9726 0.09 Q | | | V|
23+35 0.9733 0.09 Q | | | V|
23+40 0.9739 0.09 Q | | | V|
23+45 0.9746 0.09 Q | | | V|
23+50 0.9752 0.09 Q | | | V|
23+55 0.9759 0.09 Q | | | V|
24+ 0 0.9765 0.09 Q | | | V|
24+ 5 0.9771 0.09 Q | | | V|
24+10 0.9776 0.06 Q | | | V|
24+15 0.9778 0.03 Q | | | V|
24+20 0.9780 0.02 Q | | | V|
24+25 0.9781 0.02 Q | | | V|
24+30 0.9782 0.01 Q | | | V|
24+35 0.9782 0.01 Q | | | V|
24+40 0.9783 0.01 Q | | | V|
24+45 0.9783 0.01 Q | | | V|
24+50 0.9784 0.00 Q | | | V|
24+55 0.9784 0.00 Q | | | V|
25+ 0 0.9784 0.00 Q | | | V|
25+ 5 0.9784 0.00 Q | | | V|
25+10 0.9784 0.00 Q | | | V|
25+15 0.9784 0.00 Q | | | V|
-----------------------------------------------------------------------

F.2.l
Packet Pg. 716 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX515
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 - 2014, Version 9.0 Study date 07/31/20 File: 3828EX515.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 6400
--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
--------------------------------------------------------------------- TEI JOB 3828
OPTION 1 - HIGH CUBE
EXISTING CONDITION 5-YEAR STORM EVENT
-------------------------------------------------------------------- Drainage Area = 67.10(Ac.) = 0.105 Sq. Mi.

Drainage Area for Depth-Area Areal Adjustment = 67.10(Ac.) = 0.105 Sq. Mi.

Length along longest watercourse = 3400.00(Ft.)
Length along longest watercourse measured to centroid = 1280.00(Ft.) Length along longest watercourse = 0.644 Mi.

Length along longest watercourse measured to centroid = 0.242 Mi.

Difference in elevation = 44.00(Ft.)
Slope along watercourse = 68.3294 Ft./Mi.

Average Manning's 'N' = 0.030
Lag time = 0.159 Hr.

Lag time = 9.56 Min.
25% of lag time = 2.39 Min.
40% of lag time = 3.82 Min.

Unit time = 5.00 Min.

Duration of storm = 1 Hour(s)
User Entered Base Flow = 0.00(CFS)
2 YEAR Area rainfall data:

Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]

0.00 0.50 0.00

0.00 0.01 0.00

67.10 0.50 33.55
100 YEAR Area rainfall data:

Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]

67.10 1.20 80.52
STORM EVENT (YEAR) = 5.00
Area Averaged 2-Year Rainfall = 0.500(In)
Area Averaged 100-Year Rainfall = 1.200(In)
Point rain (area averaged) = 0.664(In)
Areal adjustment factor = 99.94 %
Adjusted average point rain = 0.664(In)
Sub-Area Data:

Area(Ac.) Runoff Index Impervious %

67.100 76.00 0.000
Total Area Entered = 67.10(Ac.)
RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F
AMC2 AMC-1 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)

F.2.l
Packet Pg. 717 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX515

76.0 58.2 0.488 0.000 0.488 1.000 0.488
Sum (F) = 0.488
Area averaged mean soil loss (F) (In/Hr) = 0.488
Minimum soil loss rate ((In/Hr)) = 0.244
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.900
--------------------------------------------------------------------- Slope of intensity-duration curve for a 1 hour storm =0.5000 ---------------------------------------------------------------------- U n i t H y d r o g r a p h
VALLEY S-Curve
-------------------------------------------------------------------- Unit Hydrograph Data
--------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS)
--------------------------------------------------------------------- 1 0.083 52.307 6.571 4.443
2 0.167 104.614 28.083 18.991
3 0.250 156.922 28.549 19.306
4 0.333 209.229 12.179 8.236
5 0.417 261.536 6.595 4.460
6 0.500 313.843 4.589 3.103
7 0.583 366.151 3.296 2.229
8 0.667 418.458 2.462 1.665
9 0.750 470.765 1.797 1.215
10 0.833 523.072 1.548 1.047
11 0.917 575.380 1.191 0.806
12 1.000 627.687 0.940 0.636
13 1.083 679.994 0.721 0.488
14 1.167 732.301 0.542 0.367
15 1.250 784.608 0.523 0.354
16 1.333 836.916 0.415 0.281
Sum = 100.000 Sum= 67.624
----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr)
1 0.08 4.20 0.334 ( 0.488) 0.301 0.033
2 0.17 4.30 0.342 ( 0.488) 0.308 0.034
3 0.25 5.00 0.398 ( 0.488) 0.358 0.040
4 0.33 5.00 0.398 ( 0.488) 0.358 0.040
5 0.42 5.80 0.462 ( 0.488) 0.416 0.046
6 0.50 6.50 0.518 ( 0.488) 0.466 0.052
7 0.58 7.40 0.589 0.488 ( 0.530) 0.101
8 0.67 8.60 0.685 0.488 ( 0.616) 0.196
9 0.75 12.30 0.979 0.488 ( 0.881) 0.491
10 0.83 29.10 2.317 0.488 ( 2.085) 1.829
11 0.92 6.80 0.541 ( 0.488) 0.487 0.054
12 1.00 5.00 0.398 ( 0.488) 0.358 0.040
(Loss Rate Not Used)
Sum = 100.0 Sum = 3.0
Flood volume = Effective rainfall 0.25(In)
times area 67.1(Ac.)/[(In)/(Ft.)] = 1.4(Ac.Ft)
Total soil loss = 0.42(In)
Total soil loss = 2.333(Ac.Ft)
Total rainfall = 0.66(In)
Flood volume = 60006.7 Cubic Feet
Total soil loss = 101616.9 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 46.983(CFS)
-------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 1 - 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 12.5 25.0 37.5 50.0
----------------------------------------------------------------------- 0+ 5 0.0010 0.15 Q | | | |

F.2.l
Packet Pg. 718 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX515
0+10 0.0064 0.79 Q | | | |
0+15 0.0166 1.47 VQ | | | |
0+20 0.0295 1.87 VQ | | | |
0+25 0.0444 2.16 |Q | | | |
0+30 0.0613 2.46 |Q | | | |
0+35 0.0821 3.01 | Q | | | |
0+40 0.1138 4.60 | Q | | | |
0+45 0.1744 8.81 | V Q | | | |
0+50 0.3307 22.69 | V| Q | | |
0+55 0.6543 46.98 | | V | | Q |
1+ 0 0.9442 42.10 | | | V | Q |
1+ 5 1.0830 20.15 | | Q | |V |
1+10 1.1636 11.70 | Q| | | V |
1+15 1.2183 7.95 | Q | | | V |
1+20 1.2577 5.71 | Q | | | V |
1+25 1.2871 4.27 | Q | | | V |
1+30 1.3092 3.21 | Q | | | V |
1+35 1.3275 2.66 | Q | | | V |
1+40 1.3417 2.06 |Q | | | V |
1+45 1.3528 1.61 |Q | | | V|
1+50 1.3613 1.24 Q | | | V|
1+55 1.3678 0.95 Q | | | V|
2+ 0 1.3735 0.82 Q | | | V|
2+ 5 1.3773 0.55 Q | | | V|
2+10 1.3775 0.03 Q | | | V|
2+15 1.3776 0.01 Q | | | V
-----------------------------------------------------------------------

F.2.l
Packet Pg. 719 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX535
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 - 2014, Version 9.0 Study date 07/31/20 File: 3828EX535.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 6400
--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
--------------------------------------------------------------------- TEI JOB 3828
OPTION 1 - HIGH CUBE
EXISTING CONDITION 5-YEAR STORM EVENT
-------------------------------------------------------------------- Drainage Area = 67.10(Ac.) = 0.105 Sq. Mi.

Drainage Area for Depth-Area Areal Adjustment = 67.10(Ac.) = 0.105 Sq. Mi.

Length along longest watercourse = 3400.00(Ft.)
Length along longest watercourse measured to centroid = 1280.00(Ft.) Length along longest watercourse = 0.644 Mi.

Length along longest watercourse measured to centroid = 0.242 Mi.

Difference in elevation = 44.00(Ft.)
Slope along watercourse = 68.3294 Ft./Mi.

Average Manning's 'N' = 0.030
Lag time = 0.159 Hr.

Lag time = 9.56 Min.
25% of lag time = 2.39 Min.
40% of lag time = 3.82 Min.

Unit time = 5.00 Min.

Duration of storm = 3 Hour(s)
User Entered Base Flow = 0.00(CFS)
2 YEAR Area rainfall data:

Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]

67.10 0.80 53.68
100 YEAR Area rainfall data:

Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]

67.10 1.86 124.81
STORM EVENT (YEAR) = 5.00
Area Averaged 2-Year Rainfall = 0.800(In)
Area Averaged 100-Year Rainfall = 1.860(In)
Point rain (area averaged) = 1.048(In)
Areal adjustment factor = 99.97 %
Adjusted average point rain = 1.048(In)
Sub-Area Data:

Area(Ac.) Runoff Index Impervious %

67.100 76.00 0.000
Total Area Entered = 67.10(Ac.)
RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F
AMC2 AMC-1 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)

76.0 58.2 0.488 0.000 0.488 1.000 0.488
Sum (F) = 0.488

F.2.l
Packet Pg. 720 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX535
Area averaged mean soil loss (F) (In/Hr) = 0.488
Minimum soil loss rate ((In/Hr)) = 0.244
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.900
--------------------------------------------------------------------- U n i t H y d r o g r a p h
VALLEY S-Curve
-------------------------------------------------------------------- Unit Hydrograph Data
--------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS)
--------------------------------------------------------------------- 1 0.083 52.307 6.571 4.443
2 0.167 104.614 28.083 18.991
3 0.250 156.922 28.549 19.306
4 0.333 209.229 12.179 8.236
5 0.417 261.536 6.595 4.460
6 0.500 313.843 4.589 3.103
7 0.583 366.151 3.296 2.229
8 0.667 418.458 2.462 1.665
9 0.750 470.765 1.797 1.215
10 0.833 523.072 1.548 1.047
11 0.917 575.380 1.191 0.806
12 1.000 627.687 0.940 0.636
13 1.083 679.994 0.721 0.488
14 1.167 732.301 0.542 0.367
15 1.250 784.608 0.523 0.354
16 1.333 836.916 0.415 0.281
Sum = 100.000 Sum= 67.624
----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr)
1 0.08 1.30 0.163 ( 0.488) 0.147 0.016
2 0.17 1.30 0.163 ( 0.488) 0.147 0.016
3 0.25 1.10 0.138 ( 0.488) 0.124 0.014
4 0.33 1.50 0.189 ( 0.488) 0.170 0.019
5 0.42 1.50 0.189 ( 0.488) 0.170 0.019
6 0.50 1.80 0.226 ( 0.488) 0.204 0.023
7 0.58 1.50 0.189 ( 0.488) 0.170 0.019
8 0.67 1.80 0.226 ( 0.488) 0.204 0.023
9 0.75 1.80 0.226 ( 0.488) 0.204 0.023
10 0.83 1.50 0.189 ( 0.488) 0.170 0.019
11 0.92 1.60 0.201 ( 0.488) 0.181 0.020
12 1.00 1.80 0.226 ( 0.488) 0.204 0.023
13 1.08 2.20 0.277 ( 0.488) 0.249 0.028
14 1.17 2.20 0.277 ( 0.488) 0.249 0.028
15 1.25 2.20 0.277 ( 0.488) 0.249 0.028
16 1.33 2.00 0.252 ( 0.488) 0.226 0.025
17 1.42 2.60 0.327 ( 0.488) 0.294 0.033
18 1.50 2.70 0.340 ( 0.488) 0.306 0.034
19 1.58 2.40 0.302 ( 0.488) 0.272 0.030
20 1.67 2.70 0.340 ( 0.488) 0.306 0.034
21 1.75 3.30 0.415 ( 0.488) 0.373 0.041
22 1.83 3.10 0.390 ( 0.488) 0.351 0.039
23 1.92 2.90 0.365 ( 0.488) 0.328 0.036
24 2.00 3.00 0.377 ( 0.488) 0.340 0.038
25 2.08 3.10 0.390 ( 0.488) 0.351 0.039
26 2.17 4.20 0.528 ( 0.488) 0.475 0.053
27 2.25 5.00 0.629 0.488 ( 0.566) 0.140
28 2.33 3.50 0.440 ( 0.488) 0.396 0.044
29 2.42 6.80 0.855 0.488 ( 0.770) 0.367
30 2.50 7.30 0.918 0.488 ( 0.826) 0.430
31 2.58 8.20 1.031 0.488 ( 0.928) 0.543
32 2.67 5.90 0.742 0.488 ( 0.668) 0.254
33 2.75 2.00 0.252 ( 0.488) 0.226 0.025
34 2.83 1.80 0.226 ( 0.488) 0.204 0.023
35 2.92 1.80 0.226 ( 0.488) 0.204 0.023
36 3.00 0.60 0.075 ( 0.488) 0.068 0.008
(Loss Rate Not Used)
Sum = 100.0 Sum = 2.6

F.2.l
Packet Pg. 721 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX535
Flood volume = Effective rainfall 0.21(In)
times area 67.1(Ac.)/[(In)/(Ft.)] = 1.2(Ac.Ft)
Total soil loss = 0.83(In)
Total soil loss = 4.661(Ac.Ft)
Total rainfall = 1.05(In)
Flood volume = 52233.5 Cubic Feet
Total soil loss = 203023.7 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 23.769(CFS)
-------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 3 - 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 7.5 15.0 22.5 30.0
----------------------------------------------------------------------- 0+ 5 0.0005 0.07 Q | | | |
0+10 0.0031 0.38 Q | | | |
0+15 0.0079 0.69 Q | | | |
0+20 0.0134 0.80 VQ | | | |
0+25 0.0197 0.92 VQ | | | |
0+30 0.0270 1.06 VQ | | | |
0+35 0.0351 1.18 |Q | | | |
0+40 0.0437 1.24 |Q | | | |
0+45 0.0527 1.30 |Q | | | |
0+50 0.0621 1.37 |QV | | | |
0+55 0.0714 1.35 |QV | | | |
1+ 0 0.0806 1.34 |QV | | | |
1+ 5 0.0903 1.42 |Q V | | | |
1+10 0.1012 1.57 | QV | | | |
1+15 0.1129 1.70 | QV | | | |
1+20 0.1249 1.75 | Q V | | | |
1+25 0.1370 1.76 | Q V | | | |
1+30 0.1500 1.88 | Q V | | | |
1+35 0.1640 2.03 | Q V | | | |
1+40 0.1782 2.07 | Q V | | | |
1+45 0.1930 2.14 | Q V | | | |
1+50 0.2092 2.35 | Q V | | | |
1+55 0.2262 2.47 | Q V | | | |
2+ 0 0.2431 2.46 | Q V | | | |
2+ 5 0.2601 2.47 | Q V | | | |
2+10 0.2779 2.58 | Q V| | | |
2+15 0.3005 3.28 | Q V | | |
2+20 0.3336 4.80 | Q |V | | |
2+25 0.3765 6.23 | Q | V | | |
2+30 0.4562 11.57 | | Q | | |
2+35 0.5881 19.15 | | V| Q | |
2+40 0.7518 23.77 | | | V |Q |
2+45 0.8986 21.32 | | | QV| |
2+50 0.9919 13.55 | | Q | | V |
2+55 1.0477 8.09 | Q | | V |
3+ 0 1.0878 5.82 | Q | | | V |
3+ 5 1.1173 4.29 | Q | | | V |
3+10 1.1385 3.08 | Q | | | V |
3+15 1.1540 2.26 | Q | | | V |
3+20 1.1661 1.76 | Q | | | V |
3+25 1.1756 1.38 |Q | | | V|
3+30 1.1829 1.06 |Q | | | V|
3+35 1.1885 0.81 |Q | | | V|
3+40 1.1929 0.65 Q | | | V|
3+45 1.1961 0.46 Q | | | V|
3+50 1.1980 0.28 Q | | | V|
3+55 1.1987 0.10 Q | | | V|
4+ 0 1.1989 0.03 Q | | | V|
4+ 5 1.1990 0.02 Q | | | V|
4+10 1.1991 0.01 Q | | | V|
4+15 1.1991 0.00 Q | | | V
-----------------------------------------------------------------------

F.2.l
Packet Pg. 722 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX565
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 - 2014, Version 9.0 Study date 07/31/20 File: 3828EX565.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 6400
--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
--------------------------------------------------------------------- TEI JOB 3828
OPTION 1 - HIGH CUBE
EXISTING CONDITION 5-YEAR STORM EVENT
-------------------------------------------------------------------- Drainage Area = 67.10(Ac.) = 0.105 Sq. Mi.

Drainage Area for Depth-Area Areal Adjustment = 67.10(Ac.) = 0.105 Sq. Mi.

Length along longest watercourse = 3400.00(Ft.)
Length along longest watercourse measured to centroid = 1280.00(Ft.) Length along longest watercourse = 0.644 Mi.

Length along longest watercourse measured to centroid = 0.242 Mi.

Difference in elevation = 44.00(Ft.)
Slope along watercourse = 68.3294 Ft./Mi.

Average Manning's 'N' = 0.030
Lag time = 0.159 Hr.

Lag time = 9.56 Min.
25% of lag time = 2.39 Min.
40% of lag time = 3.82 Min.

Unit time = 5.00 Min.

Duration of storm = 6 Hour(s)
User Entered Base Flow = 0.00(CFS)
2 YEAR Area rainfall data:

Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]

67.10 1.15 77.16
100 YEAR Area rainfall data:

Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]

67.10 2.50 167.75
STORM EVENT (YEAR) = 5.00
Area Averaged 2-Year Rainfall = 1.150(In)
Area Averaged 100-Year Rainfall = 2.500(In)
Point rain (area averaged) = 1.466(In)
Areal adjustment factor = 99.98 %
Adjusted average point rain = 1.466(In)
Sub-Area Data:

Area(Ac.) Runoff Index Impervious %

67.100 76.00 0.000
Total Area Entered = 67.10(Ac.)
RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F
AMC2 AMC-1 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)

76.0 58.2 0.488 0.000 0.488 1.000 0.488
Sum (F) = 0.488

F.2.l
Packet Pg. 723 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX565
Area averaged mean soil loss (F) (In/Hr) = 0.488
Minimum soil loss rate ((In/Hr)) = 0.244
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.900
--------------------------------------------------------------------- U n i t H y d r o g r a p h
VALLEY S-Curve
-------------------------------------------------------------------- Unit Hydrograph Data
--------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS)
--------------------------------------------------------------------- 1 0.083 52.307 6.571 4.443
2 0.167 104.614 28.083 18.991
3 0.250 156.922 28.549 19.306
4 0.333 209.229 12.179 8.236
5 0.417 261.536 6.595 4.460
6 0.500 313.843 4.589 3.103
7 0.583 366.151 3.296 2.229
8 0.667 418.458 2.462 1.665
9 0.750 470.765 1.797 1.215
10 0.833 523.072 1.548 1.047
11 0.917 575.380 1.191 0.806
12 1.000 627.687 0.940 0.636
13 1.083 679.994 0.721 0.488
14 1.167 732.301 0.542 0.367
15 1.250 784.608 0.523 0.354
16 1.333 836.916 0.415 0.281
Sum = 100.000 Sum= 67.624
----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr)
1 0.08 0.50 0.088 ( 0.488) 0.079 0.009
2 0.17 0.60 0.106 ( 0.488) 0.095 0.011
3 0.25 0.60 0.106 ( 0.488) 0.095 0.011
4 0.33 0.60 0.106 ( 0.488) 0.095 0.011
5 0.42 0.60 0.106 ( 0.488) 0.095 0.011
6 0.50 0.70 0.123 ( 0.488) 0.111 0.012
7 0.58 0.70 0.123 ( 0.488) 0.111 0.012
8 0.67 0.70 0.123 ( 0.488) 0.111 0.012
9 0.75 0.70 0.123 ( 0.488) 0.111 0.012
10 0.83 0.70 0.123 ( 0.488) 0.111 0.012
11 0.92 0.70 0.123 ( 0.488) 0.111 0.012
12 1.00 0.80 0.141 ( 0.488) 0.127 0.014
13 1.08 0.80 0.141 ( 0.488) 0.127 0.014
14 1.17 0.80 0.141 ( 0.488) 0.127 0.014
15 1.25 0.80 0.141 ( 0.488) 0.127 0.014
16 1.33 0.80 0.141 ( 0.488) 0.127 0.014
17 1.42 0.80 0.141 ( 0.488) 0.127 0.014
18 1.50 0.80 0.141 ( 0.488) 0.127 0.014
19 1.58 0.80 0.141 ( 0.488) 0.127 0.014
20 1.67 0.80 0.141 ( 0.488) 0.127 0.014
21 1.75 0.80 0.141 ( 0.488) 0.127 0.014
22 1.83 0.80 0.141 ( 0.488) 0.127 0.014
23 1.92 0.80 0.141 ( 0.488) 0.127 0.014
24 2.00 0.90 0.158 ( 0.488) 0.142 0.016
25 2.08 0.80 0.141 ( 0.488) 0.127 0.014
26 2.17 0.90 0.158 ( 0.488) 0.142 0.016
27 2.25 0.90 0.158 ( 0.488) 0.142 0.016
28 2.33 0.90 0.158 ( 0.488) 0.142 0.016
29 2.42 0.90 0.158 ( 0.488) 0.142 0.016
30 2.50 0.90 0.158 ( 0.488) 0.142 0.016
31 2.58 0.90 0.158 ( 0.488) 0.142 0.016
32 2.67 0.90 0.158 ( 0.488) 0.142 0.016
33 2.75 1.00 0.176 ( 0.488) 0.158 0.018
34 2.83 1.00 0.176 ( 0.488) 0.158 0.018
35 2.92 1.00 0.176 ( 0.488) 0.158 0.018
36 3.00 1.00 0.176 ( 0.488) 0.158 0.018
37 3.08 1.00 0.176 ( 0.488) 0.158 0.018
38 3.17 1.10 0.193 ( 0.488) 0.174 0.019

F.2.l
Packet Pg. 724 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX565
39 3.25 1.10 0.193 ( 0.488) 0.174 0.019
40 3.33 1.10 0.193 ( 0.488) 0.174 0.019
41 3.42 1.20 0.211 ( 0.488) 0.190 0.021
42 3.50 1.30 0.229 ( 0.488) 0.206 0.023
43 3.58 1.40 0.246 ( 0.488) 0.222 0.025
44 3.67 1.40 0.246 ( 0.488) 0.222 0.025
45 3.75 1.50 0.264 ( 0.488) 0.237 0.026
46 3.83 1.50 0.264 ( 0.488) 0.237 0.026
47 3.92 1.60 0.281 ( 0.488) 0.253 0.028
48 4.00 1.60 0.281 ( 0.488) 0.253 0.028
49 4.08 1.70 0.299 ( 0.488) 0.269 0.030
50 4.17 1.80 0.317 ( 0.488) 0.285 0.032
51 4.25 1.90 0.334 ( 0.488) 0.301 0.033
52 4.33 2.00 0.352 ( 0.488) 0.317 0.035
53 4.42 2.10 0.369 ( 0.488) 0.332 0.037
54 4.50 2.10 0.369 ( 0.488) 0.332 0.037
55 4.58 2.20 0.387 ( 0.488) 0.348 0.039
56 4.67 2.30 0.405 ( 0.488) 0.364 0.040
57 4.75 2.40 0.422 ( 0.488) 0.380 0.042
58 4.83 2.40 0.422 ( 0.488) 0.380 0.042
59 4.92 2.50 0.440 ( 0.488) 0.396 0.044
60 5.00 2.60 0.457 ( 0.488) 0.412 0.046
61 5.08 3.10 0.545 0.488 ( 0.491) 0.057
62 5.17 3.60 0.633 0.488 ( 0.570) 0.145
63 5.25 3.90 0.686 0.488 ( 0.617) 0.198
64 5.33 4.20 0.739 0.488 ( 0.665) 0.250
65 5.42 4.70 0.827 0.488 ( 0.744) 0.338
66 5.50 5.60 0.985 0.488 ( 0.887) 0.497
67 5.58 1.90 0.334 ( 0.488) 0.301 0.033
68 5.67 0.90 0.158 ( 0.488) 0.142 0.016
69 5.75 0.60 0.106 ( 0.488) 0.095 0.011
70 5.83 0.50 0.088 ( 0.488) 0.079 0.009
71 5.92 0.30 0.053 ( 0.488) 0.047 0.005
72 6.00 0.20 0.035 ( 0.488) 0.032 0.004
(Loss Rate Not Used)
Sum = 100.0 Sum = 2.8
Flood volume = Effective rainfall 0.23(In)
times area 67.1(Ac.)/[(In)/(Ft.)] = 1.3(Ac.Ft)
Total soil loss = 1.23(In)
Total soil loss = 6.891(Ac.Ft)
Total rainfall = 1.47(In)
Flood volume = 56885.3 Cubic Feet
Total soil loss = 300159.7 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 19.934(CFS)
-------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 6 - 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 0.0017 0.21 Q | | | |
0+15 0.0046 0.42 Q | | | |
0+20 0.0082 0.52 VQ | | | |
0+25 0.0122 0.58 VQ | | | |
0+30 0.0165 0.62 VQ | | | |
0+35 0.0212 0.68 VQ | | | |
0+40 0.0262 0.73 VQ | | | |
0+45 0.0314 0.76 VQ | | | |
0+50 0.0368 0.78 |Q | | | |
0+55 0.0422 0.79 |Q | | | |
1+ 0 0.0478 0.81 |Q | | | |
1+ 5 0.0537 0.85 |Q | | | |
1+10 0.0599 0.89 |Q | | | |
1+15 0.0662 0.91 |QV | | | |
1+20 0.0726 0.93 |QV | | | |
1+25 0.0790 0.93 |QV | | | |
1+30 0.0854 0.94 |QV | | | |
1+35 0.0919 0.94 |QV | | | |
1+40 0.0984 0.94 |Q V | | | |
1+45 0.1050 0.95 |Q V | | | |
1+50 0.1115 0.95 |Q V | | | |

F.2.l
Packet Pg. 725 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX565
1+55 0.1180 0.95 |Q V | | | |
2+ 0 0.1246 0.96 |Q V | | | |
2+ 5 0.1314 0.98 |Q V | | | |
2+10 0.1383 0.99 |Q V | | | |
2+15 0.1452 1.01 | Q V | | | |
2+20 0.1523 1.04 | Q V | | | |
2+25 0.1595 1.05 | Q V | | | |
2+30 0.1668 1.05 | Q V | | | |
2+35 0.1741 1.06 | Q V | | | |
2+40 0.1814 1.06 | Q V | | | |
2+45 0.1888 1.07 | Q V | | | |
2+50 0.1964 1.11 | Q V | | | |
2+55 0.2043 1.14 | Q V | | | |
3+ 0 0.2122 1.16 | Q V | | | |
3+ 5 0.2203 1.17 | Q V | | | |
3+10 0.2284 1.18 | Q V | | | |
3+15 0.2368 1.22 | Q V | | | |
3+20 0.2454 1.26 | Q V | | | |
3+25 0.2543 1.28 | Q V | | | |
3+30 0.2634 1.33 | Q V | | | |
3+35 0.2732 1.41 | Q V | | | |
3+40 0.2835 1.50 | Q V | | | |
3+45 0.2943 1.57 | Q V| | | |
3+50 0.3056 1.63 | Q V| | | |
3+55 0.3172 1.69 | Q V| | | |
4+ 0 0.3293 1.76 | Q V | | |
4+ 5 0.3418 1.82 | Q V | | |
4+10 0.3548 1.88 | Q V | | |
4+15 0.3684 1.98 | Q |V | | |
4+20 0.3828 2.08 | Q |V | | |
4+25 0.3978 2.19 | Q | V | | |
4+30 0.4136 2.29 | Q | V | | |
4+35 0.4299 2.37 | Q | V | | |
4+40 0.4468 2.45 | Q | V | | |
4+45 0.4644 2.55 | Q | V | | |
4+50 0.4827 2.65 | Q | V | | |
4+55 0.5015 2.73 | Q | V | | |
5+ 0 0.5208 2.81 | Q | V | | |
5+ 5 0.5411 2.95 | Q | V | | |
5+10 0.5661 3.62 | Q | V | | |
5+15 0.6059 5.78 | |Q V | | |
5+20 0.6668 8.83 | | Q V | |
5+25 0.7497 12.04 | | | V Q | |
5+30 0.8620 16.31 | | | V | Q |
5+35 0.9993 19.93 | | | V Q|
5+40 1.1057 15.46 | | | Q V |
5+45 1.1629 8.29 | | Q | | V |
5+50 1.1996 5.34 | Q | | V |
5+55 1.2266 3.92 | Q | | | V |
6+ 0 1.2469 2.95 | Q | | | V |
6+ 5 1.2623 2.24 | Q | | | V |
6+10 1.2739 1.68 | Q | | | V|
6+15 1.2829 1.31 | Q | | | V|
6+20 1.2898 1.00 | Q | | | V|
6+25 1.2951 0.78 |Q | | | V|
6+30 1.2991 0.58 |Q | | | V|
6+35 1.3021 0.43 Q | | | V|
6+40 1.3043 0.31 Q | | | V|
6+45 1.3055 0.18 Q | | | V|
6+50 1.3057 0.03 Q | | | V|
6+55 1.3058 0.02 Q | | | V|
7+ 0 1.3058 0.01 Q | | | V|
7+ 5 1.3059 0.01 Q | | | V|
7+10 1.3059 0.00 Q | | | V|
7+15 1.3059 0.00 Q | | | V
-----------------------------------------------------------------------

F.2.l
Packet Pg. 726 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX5245
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 - 2014, Version 9.0 Study date 07/31/20 File: 3828EX5245.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 6400
--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
--------------------------------------------------------------------- TEI JOB 3828
OPTION 1 - HIGH CUBE
EXISTING CONDITION 5-YEAR STORM EVENT
-------------------------------------------------------------------- Drainage Area = 67.10(Ac.) = 0.105 Sq. Mi.

Drainage Area for Depth-Area Areal Adjustment = 67.10(Ac.) = 0.105 Sq. Mi.

Length along longest watercourse = 3400.00(Ft.)
Length along longest watercourse measured to centroid = 1280.00(Ft.) Length along longest watercourse = 0.644 Mi.

Length along longest watercourse measured to centroid = 0.242 Mi.

Difference in elevation = 44.00(Ft.)
Slope along watercourse = 68.3294 Ft./Mi.

Average Manning's 'N' = 0.030
Lag time = 0.159 Hr.

Lag time = 9.56 Min.
25% of lag time = 2.39 Min.
40% of lag time = 3.82 Min.

Unit time = 5.00 Min.

Duration of storm = 24 Hour(s)
User Entered Base Flow = 0.00(CFS)
2 YEAR Area rainfall data:

Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]

67.10 1.75 117.42
100 YEAR Area rainfall data:

Area(Ac.)[1] Rainfall(In)[2] Weighting[1*2]

67.10 4.50 301.95
STORM EVENT (YEAR) = 5.00
Area Averaged 2-Year Rainfall = 1.750(In)
Area Averaged 100-Year Rainfall = 4.500(In)
Point rain (area averaged) = 2.394(In)
Areal adjustment factor = 99.99 %
Adjusted average point rain = 2.394(In)
Sub-Area Data:

Area(Ac.) Runoff Index Impervious %

67.100 76.00 0.000
Total Area Entered = 67.10(Ac.)
RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F
AMC2 AMC-1 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)

76.0 58.2 0.488 0.000 0.488 1.000 0.488
Sum (F) = 0.488

F.2.l
Packet Pg. 727 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX5245
Area averaged mean soil loss (F) (In/Hr) = 0.488
Minimum soil loss rate ((In/Hr)) = 0.244
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.900
--------------------------------------------------------------------- U n i t H y d r o g r a p h
VALLEY S-Curve
-------------------------------------------------------------------- Unit Hydrograph Data
--------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS)
--------------------------------------------------------------------- 1 0.083 52.307 6.571 4.443
2 0.167 104.614 28.083 18.991
3 0.250 156.922 28.549 19.306
4 0.333 209.229 12.179 8.236
5 0.417 261.536 6.595 4.460
6 0.500 313.843 4.589 3.103
7 0.583 366.151 3.296 2.229
8 0.667 418.458 2.462 1.665
9 0.750 470.765 1.797 1.215
10 0.833 523.072 1.548 1.047
11 0.917 575.380 1.191 0.806
12 1.000 627.687 0.940 0.636
13 1.083 679.994 0.721 0.488
14 1.167 732.301 0.542 0.367
15 1.250 784.608 0.523 0.354
16 1.333 836.916 0.415 0.281
Sum = 100.000 Sum= 67.624
----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr)
1 0.08 0.07 0.019 ( 0.866) 0.017 0.002
2 0.17 0.07 0.019 ( 0.862) 0.017 0.002
3 0.25 0.07 0.019 ( 0.859) 0.017 0.002
4 0.33 0.10 0.029 ( 0.856) 0.026 0.003
5 0.42 0.10 0.029 ( 0.852) 0.026 0.003
6 0.50 0.10 0.029 ( 0.849) 0.026 0.003
7 0.58 0.10 0.029 ( 0.846) 0.026 0.003
8 0.67 0.10 0.029 ( 0.842) 0.026 0.003
9 0.75 0.10 0.029 ( 0.839) 0.026 0.003
10 0.83 0.13 0.038 ( 0.836) 0.034 0.004
11 0.92 0.13 0.038 ( 0.833) 0.034 0.004
12 1.00 0.13 0.038 ( 0.829) 0.034 0.004
13 1.08 0.10 0.029 ( 0.826) 0.026 0.003
14 1.17 0.10 0.029 ( 0.823) 0.026 0.003
15 1.25 0.10 0.029 ( 0.819) 0.026 0.003
16 1.33 0.10 0.029 ( 0.816) 0.026 0.003
17 1.42 0.10 0.029 ( 0.813) 0.026 0.003
18 1.50 0.10 0.029 ( 0.810) 0.026 0.003
19 1.58 0.10 0.029 ( 0.806) 0.026 0.003
20 1.67 0.10 0.029 ( 0.803) 0.026 0.003
21 1.75 0.10 0.029 ( 0.800) 0.026 0.003
22 1.83 0.13 0.038 ( 0.797) 0.034 0.004
23 1.92 0.13 0.038 ( 0.794) 0.034 0.004
24 2.00 0.13 0.038 ( 0.790) 0.034 0.004
25 2.08 0.13 0.038 ( 0.787) 0.034 0.004
26 2.17 0.13 0.038 ( 0.784) 0.034 0.004
27 2.25 0.13 0.038 ( 0.781) 0.034 0.004
28 2.33 0.13 0.038 ( 0.778) 0.034 0.004
29 2.42 0.13 0.038 ( 0.774) 0.034 0.004
30 2.50 0.13 0.038 ( 0.771) 0.034 0.004
31 2.58 0.17 0.048 ( 0.768) 0.043 0.005
32 2.67 0.17 0.048 ( 0.765) 0.043 0.005
33 2.75 0.17 0.048 ( 0.762) 0.043 0.005
34 2.83 0.17 0.048 ( 0.759) 0.043 0.005
35 2.92 0.17 0.048 ( 0.756) 0.043 0.005
36 3.00 0.17 0.048 ( 0.752) 0.043 0.005
37 3.08 0.17 0.048 ( 0.749) 0.043 0.005
38 3.17 0.17 0.048 ( 0.746) 0.043 0.005

F.2.l
Packet Pg. 728 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX5245
39 3.25 0.17 0.048 ( 0.743) 0.043 0.005
40 3.33 0.17 0.048 ( 0.740) 0.043 0.005
41 3.42 0.17 0.048 ( 0.737) 0.043 0.005
42 3.50 0.17 0.048 ( 0.734) 0.043 0.005
43 3.58 0.17 0.048 ( 0.731) 0.043 0.005
44 3.67 0.17 0.048 ( 0.728) 0.043 0.005
45 3.75 0.17 0.048 ( 0.725) 0.043 0.005
46 3.83 0.20 0.057 ( 0.722) 0.052 0.006
47 3.92 0.20 0.057 ( 0.719) 0.052 0.006
48 4.00 0.20 0.057 ( 0.715) 0.052 0.006
49 4.08 0.20 0.057 ( 0.712) 0.052 0.006
50 4.17 0.20 0.057 ( 0.709) 0.052 0.006
51 4.25 0.20 0.057 ( 0.706) 0.052 0.006
52 4.33 0.23 0.067 ( 0.703) 0.060 0.007
53 4.42 0.23 0.067 ( 0.700) 0.060 0.007
54 4.50 0.23 0.067 ( 0.697) 0.060 0.007
55 4.58 0.23 0.067 ( 0.694) 0.060 0.007
56 4.67 0.23 0.067 ( 0.691) 0.060 0.007
57 4.75 0.23 0.067 ( 0.688) 0.060 0.007
58 4.83 0.27 0.077 ( 0.685) 0.069 0.008
59 4.92 0.27 0.077 ( 0.683) 0.069 0.008
60 5.00 0.27 0.077 ( 0.680) 0.069 0.008
61 5.08 0.20 0.057 ( 0.677) 0.052 0.006
62 5.17 0.20 0.057 ( 0.674) 0.052 0.006
63 5.25 0.20 0.057 ( 0.671) 0.052 0.006
64 5.33 0.23 0.067 ( 0.668) 0.060 0.007
65 5.42 0.23 0.067 ( 0.665) 0.060 0.007
66 5.50 0.23 0.067 ( 0.662) 0.060 0.007
67 5.58 0.27 0.077 ( 0.659) 0.069 0.008
68 5.67 0.27 0.077 ( 0.656) 0.069 0.008
69 5.75 0.27 0.077 ( 0.653) 0.069 0.008
70 5.83 0.27 0.077 ( 0.650) 0.069 0.008
71 5.92 0.27 0.077 ( 0.647) 0.069 0.008
72 6.00 0.27 0.077 ( 0.645) 0.069 0.008
73 6.08 0.30 0.086 ( 0.642) 0.078 0.009
74 6.17 0.30 0.086 ( 0.639) 0.078 0.009
75 6.25 0.30 0.086 ( 0.636) 0.078 0.009
76 6.33 0.30 0.086 ( 0.633) 0.078 0.009
77 6.42 0.30 0.086 ( 0.630) 0.078 0.009
78 6.50 0.30 0.086 ( 0.628) 0.078 0.009
79 6.58 0.33 0.096 ( 0.625) 0.086 0.010
80 6.67 0.33 0.096 ( 0.622) 0.086 0.010
81 6.75 0.33 0.096 ( 0.619) 0.086 0.010
82 6.83 0.33 0.096 ( 0.616) 0.086 0.010
83 6.92 0.33 0.096 ( 0.614) 0.086 0.010
84 7.00 0.33 0.096 ( 0.611) 0.086 0.010
85 7.08 0.33 0.096 ( 0.608) 0.086 0.010
86 7.17 0.33 0.096 ( 0.605) 0.086 0.010
87 7.25 0.33 0.096 ( 0.602) 0.086 0.010
88 7.33 0.37 0.105 ( 0.600) 0.095 0.011
89 7.42 0.37 0.105 ( 0.597) 0.095 0.011
90 7.50 0.37 0.105 ( 0.594) 0.095 0.011
91 7.58 0.40 0.115 ( 0.591) 0.103 0.011
92 7.67 0.40 0.115 ( 0.589) 0.103 0.011
93 7.75 0.40 0.115 ( 0.586) 0.103 0.011
94 7.83 0.43 0.124 ( 0.583) 0.112 0.012
95 7.92 0.43 0.124 ( 0.581) 0.112 0.012
96 8.00 0.43 0.124 ( 0.578) 0.112 0.012
97 8.08 0.50 0.144 ( 0.575) 0.129 0.014
98 8.17 0.50 0.144 ( 0.573) 0.129 0.014
99 8.25 0.50 0.144 ( 0.570) 0.129 0.014
100 8.33 0.50 0.144 ( 0.567) 0.129 0.014
101 8.42 0.50 0.144 ( 0.565) 0.129 0.014
102 8.50 0.50 0.144 ( 0.562) 0.129 0.014
103 8.58 0.53 0.153 ( 0.559) 0.138 0.015
104 8.67 0.53 0.153 ( 0.557) 0.138 0.015
105 8.75 0.53 0.153 ( 0.554) 0.138 0.015
106 8.83 0.57 0.163 ( 0.551) 0.147 0.016
107 8.92 0.57 0.163 ( 0.549) 0.147 0.016
108 9.00 0.57 0.163 ( 0.546) 0.147 0.016
109 9.08 0.63 0.182 ( 0.544) 0.164 0.018
110 9.17 0.63 0.182 ( 0.541) 0.164 0.018
111 9.25 0.63 0.182 ( 0.539) 0.164 0.018
112 9.33 0.67 0.192 ( 0.536) 0.172 0.019
113 9.42 0.67 0.192 ( 0.533) 0.172 0.019
114 9.50 0.67 0.192 ( 0.531) 0.172 0.019
115 9.58 0.70 0.201 ( 0.528) 0.181 0.020

F.2.l
Packet Pg. 729 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX5245
116 9.67 0.70 0.201 ( 0.526) 0.181 0.020
117 9.75 0.70 0.201 ( 0.523) 0.181 0.020
118 9.83 0.73 0.211 ( 0.521) 0.190 0.021
119 9.92 0.73 0.211 ( 0.518) 0.190 0.021
120 10.00 0.73 0.211 ( 0.516) 0.190 0.021
121 10.08 0.50 0.144 ( 0.513) 0.129 0.014
122 10.17 0.50 0.144 ( 0.511) 0.129 0.014
123 10.25 0.50 0.144 ( 0.508) 0.129 0.014
124 10.33 0.50 0.144 ( 0.506) 0.129 0.014
125 10.42 0.50 0.144 ( 0.503) 0.129 0.014
126 10.50 0.50 0.144 ( 0.501) 0.129 0.014
127 10.58 0.67 0.192 ( 0.498) 0.172 0.019
128 10.67 0.67 0.192 ( 0.496) 0.172 0.019
129 10.75 0.67 0.192 ( 0.494) 0.172 0.019
130 10.83 0.67 0.192 ( 0.491) 0.172 0.019
131 10.92 0.67 0.192 ( 0.489) 0.172 0.019
132 11.00 0.67 0.192 ( 0.486) 0.172 0.019
133 11.08 0.63 0.182 ( 0.484) 0.164 0.018
134 11.17 0.63 0.182 ( 0.482) 0.164 0.018
135 11.25 0.63 0.182 ( 0.479) 0.164 0.018
136 11.33 0.63 0.182 ( 0.477) 0.164 0.018
137 11.42 0.63 0.182 ( 0.474) 0.164 0.018
138 11.50 0.63 0.182 ( 0.472) 0.164 0.018
139 11.58 0.57 0.163 ( 0.470) 0.147 0.016
140 11.67 0.57 0.163 ( 0.467) 0.147 0.016
141 11.75 0.57 0.163 ( 0.465) 0.147 0.016
142 11.83 0.60 0.172 ( 0.463) 0.155 0.017
143 11.92 0.60 0.172 ( 0.460) 0.155 0.017
144 12.00 0.60 0.172 ( 0.458) 0.155 0.017
145 12.08 0.83 0.239 ( 0.456) 0.215 0.024
146 12.17 0.83 0.239 ( 0.454) 0.215 0.024
147 12.25 0.83 0.239 ( 0.451) 0.215 0.024
148 12.33 0.87 0.249 ( 0.449) 0.224 0.025
149 12.42 0.87 0.249 ( 0.447) 0.224 0.025
150 12.50 0.87 0.249 ( 0.445) 0.224 0.025
151 12.58 0.93 0.268 ( 0.442) 0.241 0.027
152 12.67 0.93 0.268 ( 0.440) 0.241 0.027
153 12.75 0.93 0.268 ( 0.438) 0.241 0.027
154 12.83 0.97 0.278 ( 0.436) 0.250 0.028
155 12.92 0.97 0.278 ( 0.433) 0.250 0.028
156 13.00 0.97 0.278 ( 0.431) 0.250 0.028
157 13.08 1.13 0.326 ( 0.429) 0.293 0.033
158 13.17 1.13 0.326 ( 0.427) 0.293 0.033
159 13.25 1.13 0.326 ( 0.425) 0.293 0.033
160 13.33 1.13 0.326 ( 0.423) 0.293 0.033
161 13.42 1.13 0.326 ( 0.420) 0.293 0.033
162 13.50 1.13 0.326 ( 0.418) 0.293 0.033
163 13.58 0.77 0.220 ( 0.416) 0.198 0.022
164 13.67 0.77 0.220 ( 0.414) 0.198 0.022
165 13.75 0.77 0.220 ( 0.412) 0.198 0.022
166 13.83 0.77 0.220 ( 0.410) 0.198 0.022
167 13.92 0.77 0.220 ( 0.408) 0.198 0.022
168 14.00 0.77 0.220 ( 0.406) 0.198 0.022
169 14.08 0.90 0.259 ( 0.404) 0.233 0.026
170 14.17 0.90 0.259 ( 0.402) 0.233 0.026
171 14.25 0.90 0.259 ( 0.399) 0.233 0.026
172 14.33 0.87 0.249 ( 0.397) 0.224 0.025
173 14.42 0.87 0.249 ( 0.395) 0.224 0.025
174 14.50 0.87 0.249 ( 0.393) 0.224 0.025
175 14.58 0.87 0.249 ( 0.391) 0.224 0.025
176 14.67 0.87 0.249 ( 0.389) 0.224 0.025
177 14.75 0.87 0.249 ( 0.387) 0.224 0.025
178 14.83 0.83 0.239 ( 0.385) 0.215 0.024
179 14.92 0.83 0.239 ( 0.383) 0.215 0.024
180 15.00 0.83 0.239 ( 0.381) 0.215 0.024
181 15.08 0.80 0.230 ( 0.379) 0.207 0.023
182 15.17 0.80 0.230 ( 0.378) 0.207 0.023
183 15.25 0.80 0.230 ( 0.376) 0.207 0.023
184 15.33 0.77 0.220 ( 0.374) 0.198 0.022
185 15.42 0.77 0.220 ( 0.372) 0.198 0.022
186 15.50 0.77 0.220 ( 0.370) 0.198 0.022
187 15.58 0.63 0.182 ( 0.368) 0.164 0.018
188 15.67 0.63 0.182 ( 0.366) 0.164 0.018
189 15.75 0.63 0.182 ( 0.364) 0.164 0.018
190 15.83 0.63 0.182 ( 0.362) 0.164 0.018
191 15.92 0.63 0.182 ( 0.360) 0.164 0.018
192 16.00 0.63 0.182 ( 0.359) 0.164 0.018

F.2.l
Packet Pg. 730 Attachment: Preliminary Hydrology Report (High Cube) for Moreno Valley Trade Center - Revised Project Evaluation (6209 : Moreno Valley 3828EX5245
193 16.08 0.13 0.038 ( 0.357) 0.034 0.004
194 16.17 0.13 0.038 ( 0.355) 0.034 0.004
195 16.25 0.13 0.038 ( 0.353) 0.034 0.004
196 16.33 0.13 0.038 ( 0.351) 0.034 0.004
197 16.42 0.13 0.038 ( 0.350) 0.034 0.004
198 16.50 0.13 0.038 ( 0.348) 0.034 0.004
199 16.58 0.10 0.029 ( 0.346) 0.026 0.003
200 16.67 0.10 0.029 ( 0.344) 0.026 0.003
201 16.75 0.10 0.029 ( 0.343) 0.026 0.003
202 16.83 0.10 0.029 ( 0.341) 0.026 0.003
203 16.92 0.10 0.029 ( 0.339) 0.026 0.003
204 17.00 0.10 0.029 ( 0.337) 0.026 0.003
205 17.08 0.17 0.048 ( 0.336) 0.043 0.005
206 17.17 0.17 0.048 ( 0.334) 0.043 0.005
207 17.25 0.17 0.048 ( 0.332) 0.043 0.005
208 17.33 0.17 0.048 ( 0.331) 0.043 0.005
209 17.42 0.17 0.048 ( 0.329) 0.043 0.005
210 17.50 0.17 0.048 ( 0.327) 0.043 0.005
211 17.58 0.17 0.048 ( 0.326) 0.043 0.005
212 17.67 0.17 0.048 ( 0.324) 0.043 0.005
213 17.75 0.17 0.048 ( 0.322) 0.043 0.005
214 17.83 0.13 0.038 ( 0.321) 0.034 0.004
215 17.92 0.13 0.038 ( 0.319) 0.034 0.004
216 18.00 0.13 0.038 ( 0.318) 0.034 0.004
217 18.08 0.13 0.038 ( 0.316) 0.034 0.004
218 18.17 0.13 0.038 ( 0.315) 0.034 0.004
219 18.25 0.13 0.038 ( 0.313) 0.034 0.004
220 18.33 0.13 0.038 ( 0.311) 0.034 0.004
221 18.42 0.13 0.038 ( 0.310) 0.034 0.004
222 18.50 0.13 0.038 ( 0.308) 0.034 0.004
223 18.58 0.10 0.029 ( 0.307) 0.026 0.003
224 18.67 0.10 0.029 ( 0.305) 0.026 0.003
225 18.75 0.10 0.029 ( 0.304) 0.026 0.003
226 18.83 0.07 0.019 ( 0.303) 0.017 0.002
227 18.92 0.07 0.019 ( 0.301) 0.017 0.002
228 19.00 0.07 0.019 ( 0.300) 0.017 0.002
229 19.08 0.10 0.029 ( 0.298) 0.026 0.003
230 19.17 0.10 0.029 ( 0.297) 0.026 0.003
231 19.25 0.10 0.029 ( 0.295) 0.026 0.003
232 19.33 0.13 0.038 ( 0.294) 0.034 0.004
233 19.42 0.13 0.038 ( 0.293) 0.034 0.004
234 19.50 0.13 0.038 ( 0.291) 0.034 0.004
235 19.58 0.10 0.029 ( 0.290) 0.026 0.003
236 19.67 0.10 0.029 ( 0.289) 0.026 0.003
237 19.75 0.10 0.029 ( 0.287) 0.026 0.003
238 19.83 0.07 0.019 ( 0.286) 0.017 0.002
239 19.92 0.07 0.019 ( 0.285) 0.017 0.002
240 20.00 0.07 0.019 ( 0.284) 0.017 0.002
241 20.08 0.10 0.029 ( 0.282) 0.026 0.003
242 20.17 0.10 0.029 ( 0.281) 0.026 0.003
243 20.25 0.10 0.029 ( 0.280) 0.026 0.003
244 20.33 0.10 0.029 ( 0.279) 0.026 0.003
245 20.42 0.10 0.029 ( 0.277) 0.026 0.003
246 20.50 0.10 0.029 ( 0.276) 0.026 0.003
247 20.58 0.10 0.029 ( 0.275) 0.026 0.003
248 20.67 0.10 0.029 ( 0.274) 0.026 0.003
249 20.75 0.10 0.029 ( 0.273) 0.026 0.003
250 20.83 0.07 0.019 ( 0.272) 0.017 0.002
251 20.92 0.07 0.019 ( 0.271) 0.017 0.002
252 21.00 0.07 0.019 ( 0.270) 0.017 0.002
253 21.08 0.10 0.029 ( 0.268) 0.026 0.003
254 21.17 0.10 0.029 ( 0.267) 0.026 0.003
255 21.25 0.10 0.029 ( 0.266) 0.026 0.003
256 21.33 0.07 0.019 ( 0.265) 0.017 0.002
257 21.42 0.07 0.019 ( 0.264) 0.017 0.002
258 21.50 0.07 0.019 ( 0.263) 0.017 0.002
259 21.58 0.10 0.029 ( 0.262) 0.026 0.003
260 21.67 0.10 0.029 ( 0.261) 0.026 0.003
261 21.75 0.10 0.029 ( 0.261) 0.026 0.003
262 21.83 0.07 0.019 ( 0.260) 0.017 0.002
263 21.92 0.07 0.019 ( 0.259) 0.017 0.002
264 22.00 0.07 0.019 ( 0.258) 0.017 0.002
265 22.08 0.10 0.029 ( 0.257) 0.026 0.003
266 22.17 0.10 0.029 ( 0.256) 0.026 0.003
267 22.25 0.10 0.029 ( 0.255) 0.026 0.003
268 22.33 0.07 0.019 ( 0.255) 0.017 0.002
269 22.42 0.07 0.019 ( 0.254) 0.017 0.002