Cory Jones, PE, QSD, QISP ToR, ENV SP – Project Manager Lead Plan Check Engineer
CValdo Corporation Proposal for:
City of Vista As-Needed Civil Plan Check Services
Appendix A - Resumes
City of San Marcos, 2017 – 2019
Served as senior plan check engineer for a three-
year as-needed plan check contract. Project
includes reviewing rough and precise grading plans,
street improvement plans, storm drain
improvement plans, geotechnical studies, hydrology
and hydraulic studies, storm water quality
management plans (SWQMP) and SWMM
continuous simulation modeling, structural design
and calculations, erosion control plans, subdivision
maps and parcel maps. This project also includes
attending meetings with City staff and the
developer's engineer, and preparation of written
documentation of major plan review comments to
accompany the redlined plan check comments.
Riverside County Flood Control and Water
Conservation District, 2017 – Present
Currently serving as senior plan check engineer
providing plan check services to the Flood Control
District. Typical work includes the review of
engineering submittals for land development,
encroachment permits, surface mining permits, and
capital projects, and coordination with project
applicants and District staff throughout the plan
check process. Typical reviews include storm
drain, detention basin, levee and channel
improvement plans, hydrologic and hydraulic
calculations, street improvement and grading plans,
structural calculations, water and sewer plans, final
maps, bondestimates, CEQA documents, WQMPs,
CLOMR and LOMR applications, and geotechnical
studies. Assignments also include reviewing the
cooperative agreement application package, and
verifying that adequate right-of-way and easements
have been provided for proposed improvements.
Riverside County Transportation Department,
2017-Present
Currently serving as senior plan check engineer for
a five-year as needed plan check contract. Project
includes providing plan check services for review
of water quality management plans, drainage
studies, and street and storm drain improvement
plans for the Riverside County Transportation
Department.
Institute of Sustainable Infrastructure,
ENVISION Verifier, 2019-Present
Currently serving with a team that is providing
review and verification of ENVISION Sustainable
Infrastructure Awards for projects across the
United States.
Katib&Alami, Saudi Consolidated
Engineering, Third Party Review of Flood
Control Studies for Shakra’a and Marat
Governorates, Riyadh, Kingdom of
SaudiArabia, 2014-2015.
Lead reviewer of flood control studies for two
governorates covering over 3,000 mi2 of desert
communities north of the capital of Riyadh.
Development Services Plan Reviews, City of
Fortuna, CA, 2014
Design Engineer to evaluate the completeness and
adequacy of grading plans, improvement plans, and
Hydrology and Hydraulics Reports and models
submitted to the city for Development permits.
Development Services Plan Reviews, City of
Bell Gardens, CA, 2014
Design Engineer to evaluate the completeness and
adequacy of grading plans, improvement plans, and
Hydrology and Hydraulics Reports and models
submitted to the city for Development permits.
Third Party, Civil Engineering Plan Reviews,
Poseidon Resources, Carlsbad Desalination
Plant, Carlsbad, CA, 2014
Evaluation of civil site aspects of development
plans for Carlsbad “Bud Lewis” Desalination Plant.
Environmental Services Stormwater Plan
Reviews, Port of San Diego, CA, 2008-2010
Design Engineer to evaluate the completeness and
adequacy of Environmental Department Plan
Checks including Storm Water Pollution
Prevention Plans and Storm Water Mitigation
Plans.
Development Services Stormwater Plan
Reviews, City of El Cajon, CA, 2005-2008
Design Engineer to evaluate the completeness and
adequacy of Storm Water Department Plan Checks
including Hydrology and Hydraulics Reports,
Storm Water Pollution Prevention Plans, Storm
Water Mitigation Plans, Storm Water Site Plans for
Condominium Conversions submitted to the city
for Development permits. Also, helped City
produce new Hydrology & Hydraulics Criteria
Sheet for delivery to developers’ engineers,
08/26/2025
C3
Cory Jones, PE, QSD, QISP ToR, ENV SP – Project Manager Lead Plan Check Engineer
CValdo Corporation Proposal for:
City of Vista As-Needed Civil Plan Check Services
Appendix A - Resumes
categorized Stormwater Department Plan Checks
into a Department Checksheet, and helped with
analysis of Dry-Weather Flow Monitoring Data.
Development Services Plan Reviews, City of
Brawley, CA, 2006-2007
Design Engineer to evaluate the completeness and
adequacy of grading plans, improvement plans, and
Hydrology and Hydraulics Reports and models
submitted to the city for Development permits.
Development Services Plan Reviews, City of
Oceanside, CA, 2005-2006
Design Engineer to evaluate the completeness and
adequacy of grading plans, improvement plans, and
Hydrology and Hydraulic Reports submitted to the
city for Development permits.
Development Services Plan Reviews, City of
Vista, CA, 2005-2008
Plan Check Engineer to evaluate the completeness
and adequacy of grading plans, improvement plans,
Hydrology and Hydraulics Reports and models,
and Stormwater Management Plans (SWMPs)
submitted to the city for Development permits.
STORM WATER PROJECTS:
Industrial General Permit Consulting, Hale
Avenue Resource Recovery Facility (HARRF),
Escondido, CA. 2015-Present
Provided permit assistance for compliance with
2015 Industrial General Permit, including
developing new Storm Water Pollution Prevention
Plan (SWPPP), providing staff training, annual
report preparation, and on-call permit support.
Surface Water and Storm Water Quality
Monitoring, Lake San Marcos, CA, 2015-2016.
Lead surface water monitoring efforts for dry
weather and wet weather monitoring for a joint
effort comprised of five potential responsible
parties (PRPs), including the City of San Marcos,
City of Escondido, County of San Diego, Vallecitos
Water District, and the Citizens Development
Corporation, as part of mediation of a court case
regarding hazardous eutrophication conditions in
the lake.
Storm Sewer Engineering Study, 22 Area
(Chappo) and Areas 11,12,13,14,15,17
(Headquarters) MCB Camp Pendleton, CA,
2013.
Design Engineer assisting development of master
drainage plans for two areas of Camp Pendleton,
CA. Developed storm event design criteria and
hydrology and hydraulics analysis methodology for
projects.
Storm Water Management Program Planning,
California Department of Corrections and
Rehabilitation, California Rehabilitation
Center (CRC), Norco, CA; California Institute
for Women (CIW), Corona, CA; California
Institute for Men (CIM), Chino, CA; and R J
Donovan (RJD), San Diego, CA, 2015
Lead consultant developing stormwater compliance
plans for (4) southern California institutions listed
as non-traditional MS4 entities in the Phase II
Small MS4 Permit. Assisted these institutions in
clarifying future programmatic requirements and
explaining industrial permit compliance
requirements from prior regulations and future
permit changes.
Construction Stormwater Analytical
Instrument Standard Operating Procedures
(SOPs) | Caltrans, 2011
Assisted in developing SOPs for analytical
instruments including pH meter, DO probe, and
conductivity meter for SWPPP compliance.
Caltrans Stormwater Monitoring of Rainbow
Creek and Chollas Creek, San Diego, CA, 2011-
2012
Staff Engineer developed monitoring site location
technical memorandum for Chollas Creek locations
and assisted in monitoring efforts for Rainbow
Creek.
Proprietary Treatment Control BMP
Evaluation, City of San Diego, CA, 2010-2013
Developed a methodology to evaluate treatment
effectiveness that may be achievable by
manufactured Stormwater Treatment Control Best
Management Practices (BMPs). The method
included a large-scale data collection of treatment
study data from proprietary BMP manufacturers,
the International BMP Database, and Caltrans (The
California Department of Transportation). The
08/26/2025
C3
Cory Jones, PE, QSD, QISP ToR, ENV SP – Project Manager Lead Plan Check Engineer
CValdo Corporation Proposal for:
City of Vista As-Needed Civil Plan Check Services
Appendix A - Resumes
study resulted in a statistical criterion for ranking of proprietary BMP treatment performance for the
constituents of concern for the City. The study
found that there is a large data gap for many
constituents and therefore developed an alternate
methodology for rating BMPs based on their unit
operations and processes. Results for evaluations of
over 40 BMPs were included in the final guidance
manual delivered to the City.
Callado Road Low Impact Design (LID) /
Green Infrastructure (GI) Feasibility Study and
30 Percent Design, City of San Diego, 2015
Quality Assurance/Quality Control (QA/AC)
Manager and lead project feasibility study scope
developer for design alternative Preliminary Design
Report in a residential neighborhood of northeast
San Diego, Rancho Bernardo. The project includes
collection of infiltration and boring data with a
geotechnical sub-consultant, as well as associated
hydrology and hydraulics and water quality
technical design studies.
Development of Standard Operating
Procedures (SOPs) for Stormwater Flow
Measurement Verification and User Guide for
the SOPs for Stormwater Flow Measurement
Verification | Caltrans, 2010
Developed the guidance manual and SOPs
documents that (i) discuss the purpose and need to
verify the accuracy of water flow measurement
devices at stormwater monitoring locations, (ii)
discuss the flow measurement devices that Caltrans
uses (iii) present descriptions of theory supporting
the field SOPs, and (iv) provide determination of
errors with primary and secondary flow
measurement devices in the field.
43rd and Logan Pilot BMP Operations,
Maintenance, and Monitoring Plan | City of
San Diego, CA, 2011-2012
Lead Engineer developing revisions to the BMP
Evaluation Plan and verifying the list of test
pollutants that will answer the pilot projects
priority management questions. Developed
OM&MP that will be used during site maintenance
and monitoring activities in the following wet
season. This project will be a key project used by
the City to evaluate project designs at the project
level for future Green Infrastructure (GI) designs
that may be applied programmatically by the City in
the future should test results determine that these
designs provide statistically significant positive
pollutant removals.
Storm Water Data Report for I-215 From Scott
Road to Nuevo Road (PM R14.2 to PM R28.5)
for 60% PS&E | Riverside County, CA, 211
Design Engineer to develop the Storm Water Data
Report (SWDR) for expansion of interstate 215 in
Riverside County. Project included several LID
BMPs including swales, strips, and infiltration
areas. Report covered all aspects required by the
current Project Planning and Design Guide
(CTSW-RT-10-254.03).
Storm Drain Rehabilitation Project, Lake
Murray Blvd. and Maryland Ave., City of La
Mesa, CA, 2007
Design Engineer for the design of a cured-in-place
pipe liner rehabilitation of an aging corrugated
metal pipe. The project included preparation of
plan and specifications.
High Risk Storm Drain Pipeline Condition
Assessment Phase I FY 12 and Phase II FY 13,
City of San Diego, 2011-2013
Task lead coordinating visual pipeline condition
assessments performed by closed circuit television
(CCTV) inspection of high risk pipelines identified
in previous condition assessment prioritization
study. Assessments used the City’s condition
assessment scoring procedures that are a less
cumbersome and still quantitative method adapted
from NACP. Managed workflow for CCTV
performed by sub-consultant and managed
processing of inspection assessments by asset
management sub-consultant to provide
recommendations, lessons learned, and summary of
revised system-wide pipeline risk-assessment
analysis.
WATER AND SEWER UTILITIES AND
STREET IMPROVEMENT PROJECTS
Wellhead Facilities for Wells 10 & 11, City of
Oceanside, CA:
Design Engineer for Final Plans, Specifications and
Estimate for installation and permitting of new
wellhead facilities including pumps, piping,
controls, and Santa Barbara Mission Finish Stucco
faced masonry fence walls.
08/26/2025
C3
Cory Jones, PE, QSD, QISP ToR, ENV SP – Project Manager Lead Plan Check Engineer
CValdo Corporation Proposal for:
City of Vista As-Needed Civil Plan Check Services
Appendix A - Resumes
Ellis and Orange Tank Site Recommendations
Technical Memorandums, Eastern Municipal
Water District, CA:
Developed conceptual site layouts including general
arrangement of equipment and site features. Plans
included conceptual grading, piping, access roads,
and detention basin facilities.
Report of Waste Discharge for Reclamation
Plant, City of Ukiah, CA
Mr. Jones was the lead to produce new Trucked
Water Permitting and Tracking system for use of
recycled water as soil compaction, dust control, and
other construction purposes. This document has
assisted the city in using their recycled water supply
more efficiently and reduced demands on the
potable supply for the area.
Marine Corps Air Station Camp Pendleton.
MALS-39 Hangar.
Design Engineer for sanitary sewer and industrial
wastewater (AFFF) drainage lines for new hangar at
Marine Corps Base Camp Pendleton, CA.
Marine Corps Air Station Yuma, AZ. P447
Aircraft Maintenance Hangars
Design Engineer for hydropneumatic tank and
water distribution line to feed Nuclear Biological
Chemical Defense facility.
GKN Aerospace, El Cajon, CA. Assisted with
developing SOPs to improve industrial wastewater
treatment performance.
Marine Corps Air Station Yuma, AZ. P-546.
Design Engineer for sanitary trunk sewer upsizing
and installation of sewer flow monitoring station at
connection to City interceptor.
Downtown Sewer Upsizing Project, City of
National City, CA:
Design Engineer for Preliminary Design Report to
determine potential trenchless construction
methods, required regulatory permits, required
utility relocations, and cost estimate. Design
Engineer for Final PS&E.
Emergency Land Outfall Sewer Force Main
Replacement, City of Oceanside, CA:
Design Engineer for Plans for replacing an existing
corroding force main with an upsized HDPE pipe.
Satellite Pump Station and Force Main
Replacement Preliminary Design Report,
Leucadia Wastewater District, Encinitas, CA:
Design Engineer for Preliminary Design Report
determining pipeline alignments, required
regulatory permits, required utility relocations, and
cost estimate. Also, acted as lead permit engineer
for coordinating Coastal Development Permits
with the Cities of Carlsbad and Encinitas.
Storm Drain Rehabilitation Project, Lake
Murray Blvd. and Maryland Ave., City of La
Mesa, CA:
Design Engineer for the design of a cured-in-place
pipe liner rehabilitation of an aging corrugated
metal pipe. The project included preparation of
plan and specifications.
Highlands Ranch Sewer Pump and MCC
Replacement Project, City of Poway, CA:
Design Engineer for Final Plans, Specifications and
Estimate for replacement of pumps and controls
for an existing 20+ year old FRP Pump Station.
Libby Lake Pump Station Rehabilitation, City
of Oceanside, CA:
Design Engineer for the replacement of an existing
flood control pump station with new pumps (1,200
gpm), a new pump house building, and new 8-in
PVC suction pipelines.
Fluoridation Facility, City of Santa Maria, CA:
Design Engineer assisted with preliminary layout,
plans, specifications, and quantities estimates for
Fluoridation Facility.
Booster Pump Station, City of Santa Barbara,
CA:
Design Engineer assisted with construction
administration including responses to contractor
requests for information.
Recycled Water Pump Station, City of Santa
Barbara, CA:
Design Engineer assisted with developing various
built-out scenarios of pumping system hydraulics
using H2O-NET modeling software.
Treatment Plant Upgrades, City of Oceanside,
CA:
Design Engineer provided construction
08/26/2025
C3
Cory Jones, PE, QSD, QISP ToR, ENV SP – Project Manager Lead Plan Check Engineer
CValdo Corporation Proposal for:
City of Vista As-Needed Civil Plan Check Services
Appendix A - Resumes
administration support for various process designs
during construction of the San Luis Rey WWTP.
Treatment Plant Design, City of Yuma, AZ:
Design Engineer provided cost estimation and
miscellaneous reporting documents to support for
design various process areas for the Desert Dunes
WWTP.
Point Loma Wastewater Treatment Plant
Design, City of San Diego, CA:
Provided assistance with SCADA Operations and
Maintenance Manual development for the Point
Loma WWTP.
Libby Lake Lighting Project, City of
Oceanside, CA:
Design Engineer to coordinate siting of light poles
around Libby Lake City Park.
Ballparks Lighting Project, City of Oceanside,
CA:
Design Engineer to coordinate siting of light poles
at three little league fields.
Third Party Engineering Review, Poseidon
Resources, Carlsbad Desalination Plant,
Carlsbad, CA
Evaluation of civil site aspects of development
plans for Carlsbad “Bud Lewis” Desalination Plant.
Development Services Plan Reviews, City of
Fortuna, CA
Evaluation of stormwater requirements for Dollar
General development on S. Fortuna Blvd.
Hillery Drive Improvements, City of San
Diego, CA
Assisted with development of Water Quality
Technical Report and sizing of on-site drainage and
water quality best management practices for street
widening project associated with a new Caltrans off
ramp onto Hillery Drive in San Diego, CA.
Palm Avenue Improvements, City of San
Diego, CA
Assisted with development of PS&E package for
improvements to Palm Avenue, between Beyer
Avenue and Del Cardo. Improvements included
street rehabilitation in areas subject to various
modes of street failure such as rutting, slippage,
shoving, block cracking, alligator cracking, and
minor potholes and tight cracking. Improvements
also included updating curb ramps throughout the
areas of work to meet the current City of San
Diego requirements to meet current Americans
with Disabilities Act (ADA) accessibility
requirements. This work included design of 27 curb
ramps within the project footprint.
Best Road Widening, City of Brawley, CA
Design Engineer for work on the “Best Road” in
Brawley, CA.
Streamview Drive Improvements, City of San
Diego, CA
Assisted with development of P S &E package for
improvements to Streamview Drive, between
Michal Street and Gayle Street. Improvements
included addition of new parking and medians
within the roadway to create additional traffic
calming along this traffic area. Provided the
drainage report for the design of new catch basins
and incorporation of water quality LID features
throughout the project area.
Ball Road and Sunkist Street
Intersection Improvements, City of Anaheim,
CA
Assisted with development of PS&E package for
improvements to intersection of Ball and Sunkist in
the City of Anaheim, CA. Improvements included
widening of two inbound lanes from Highway 57
and replacement of current roadway surface subject
to heavy loadings of truck traffic (upwards of 10%,
whereas typical heavy roads including some
highways only receive 2-3% truck traffic). Provided
hydrology and hydraulics report for design of
replacement drainage inlets and incorporation of
water quality treatment designs.
Mission Avenue Parkway Improvements, City
of Oceanside, CA
Design Engineer for the minor widening of the EB
Mission Road approaching the intersection of
Rancho Del Oro Drive including new AC sidewalk
and protection of existing cultural resources related
to Mission San Luis Rey.
08/26/2025
C3
Cory Jones, PE, QSD, QISP ToR, ENV SP – Project Manager Lead Plan Check Engineer
CValdo Corporation Proposal for:
City of Vista As-Needed Civil Plan Check Services
Appendix A - Resumes
WATER RESOURCES MASTER
PLANNING
University of California at Irvine Medical
Center (UCIMC), Storm Water Master Plan,
2015
Lead engineer guiding the production of the master
plan for stormwater compliance for nine proposed
redevelopment projects on the existing UCIMC
campus occurring over the next 10 years.
EROSION AND SEDIMENT CONTROL
SWPPP Preparation: Over 50+ Private and
Public Developments throughout CA
SWPPP Inspections: Over 20+ Private
Developments, CA and CO
PRIVATE DEVELOPMENT PROJECTS
The Grove, Hydrology and Hydraulics Report
and Stormwater Quality Management Plan,
2020, Mr. Steve Appel, Lemon Grove, CA
Provided design services for a 14 Unit Infill
Redevelopment.
Saint Archer Brewing Co., 2017, San Diego, CA
Addition of retro-fit grading and drainage solutions
to alleviate nuisance flooding in rear of facility.
South Campus Phase 4A Demolition, Port of
San Diego, 2015
Design Engineer for demolition and temporary
cover and miscellaneous soils remediation and
improvement plans and specifications for the
former industrial site and future brownfield
redevelopment area. Assisted with SWPPP
permitting and RUSLE2 calculations for permit
Notice of Termination.
East Mesa Detention Facility, County of San
Diego, 2014
Design Engineer for demolition and utility plans
and specifications for the replacement of three
existing administration buildings, and the addition
of a new administration building and two additional
housing facilities.
Civic Center Development – Police and
Interim Library and Post Office Facilities, City
of La Mesa, CA, 2007
Design Engineer for civil site, grading and drainage
plans and specifications for new City Facilities,
including hydrology and hydraulics study and storm
water mitigation plan.
Casa De Amparo Child Development Center,
Casa De Amparo Non-Profit Organization,
2006
Design Engineer for civil site work to facilitate plan
processing and permitting for non-profit
organization to develop property leased from the
City of Oceanside. Prepared plans, cost estimates,
hydrology and hydraulics study, storm water
mitigation plan and erosion control and precise
grading plans.
Lowe’s HIW, Inc.2003-2005
Corona, Fontana, Beaumont, Hemet, Lancaster,
Palmdale, Perris, Yucaipa, Simi Valley, and Santee,
CA
Wal-Mart Stores, Inc. 2003-2005
Beaumont, San Jacinto, Hemet, Norwalk, in San
Jacinto, El Monte, and Perris CA.
ENVIRONMENTAL PERMITTING
Naval Hospital, Marine Corps Base Camp
Pendleton, 2010
Assisted with NEPA permit processing for water
resources section of project to provide a new Naval
Hospital at Marine Corp Base Camp Pendleton.
Groundwater Discharge NOI Permit
Assistance, One America Plaza, 2011
Assisted client with short time requirements for
applying for a revised NPDES permit for pumping
groundwater out of the basement of San Diego
tallest building, the One America Plaza.
Remain-Over-Night (RON) Apron
Environmental Documentation, San Diego
Regional Airport Authority, 2010
Developed technical memorandum of BMP
selection, outfall design, and construction BMPs, as
well as construction-phase SWPPP, post-
construction SUSMP, and assisted with permit
processing for SWRCB 401 and USACOE 404
08/26/2025
C3
Cory Jones, PE, QSD, QISP ToR, ENV SP – Project Manager Lead Plan Check Engineer
CValdo Corporation Proposal for:
City of Vista As-Needed Civil Plan Check Services
Appendix A - Resumes
Permits to respond to comments from Coastal
Commission.
US ACOE CWA Section 404 Permitting
Over 12 Private and Public Projects throughout
CA
USFWS Permitting: 6 projects within CA.
CA DFW Section 1600 Permitting: Over 12
Private and Public Projects throughout CA
CA SWRCB CWA Section 401 Water Quality
Certification Permitting: Over 12 Private and
Public Projects throughout CA
CA Coastal Commission Permitting: Several
projects involving coastal municipality Local
Coastal Program compliance for the CCC.
AWARDS
2015 APWA San Diego – Imperial Counties
Chapter / Outstanding Service – Private Sector
2012 Design-Build Institute of America –
Commercial Design-Build Honor Award –
Camp Pendleton Marine Corps Exchange, Camp
Pendleton, CA
2008 / APWA Project of the Year Award / San
Diego – Imperial Counties Chapter / Civic
Center Development – Interim Library and Post
Office Facilities, City of La Mesa, CA
PUBLICATIONS
2016, Nov, Recycling Today: Common-sense
stormwater management. http://www.recycling
today.com/article/common-sense-stormwater-
management/
2016 San Diego Business Journal (interview):
“Many Businesses Unclear on Stormwater Rules
Compliance.” Article By Katie Callahan,
2014 APWA Reporter Article: Advocating for
Sustainable Engineering Practices in San Diego,
May Issue.
2012 Joint ASCE/WEF Committee on Urban
Stormwater Controls: Author of Gross Pollutant
Control Design Chapter in WEF MOP No. 23
/ASCE MOP No. 87
PRESENTATIONS
“One Water: Green Infrastructure and
Integrated Water Resources in America”
Tijuana Innovadora Creativa 2016, Nov 16,
2016,Tijuana, MX . Presented current practices
regarding Low Impact Designs, Green
Infrastructure and Integrated Water Resources
Planning in America to a diverse group of students
in Baja California, Mexico upon request from the
local Urban Land Institute.
“Survey of Solid Waste Facility Discharge
Exceedances and Selection of Appropriate
Structural Stormwater Control Technologies”
StormCon, Indianapolis, IN, August 24, 2016.
Presented with Dave Bearden, SCS Engineers.
“CERCLA Pathway to TMDL Compliance”
EWRI Congress,West Palm Beach, FL. May
24, 2016.
“Primer on Stormwater Controls, Selection,
and Engineering Design Considerations,”
Joint Presentation with Chris Crompton, OC
DWP, CWEA/NWEA/AZ Water Tri-State
Seminar, Las Vegas, NV, 2015.
“Introduction to Sustainability” Public Works
Institute Training, San Diego Chapter of
APWA, Caltrans District 11 Offices, June 4,
2015.
Industrial General Permit Training,
Collaboration with Industrial Environmental
Association, San Diego, various dates, 2015-2016.
“Primer on Stormwater Controls, Selection,
and Engineering Design Considerations,”
BMPs for Public Works Projects Training
Workshop, CASQA Annual Conference,
Garden Grove, CA, 2014.
“Life Cycle Cost Analysis for LID and Green
Street BMPs,” North Coast Stormwater
Coalition LID Training, Fortuna, CA, 2014.
08/26/2025
C3
Cory Jones, PE, QSD, QISP ToR, ENV SP – Project Manager Lead Plan Check Engineer
CValdo Corporation Proposal for:
City of Vista As-Needed Civil Plan Check Services
Appendix A - Resumes
“Sustainable Engineering” Panel, “LCA for
LID BMPs,” and “ENVISION Training
Workshop,” EWRI Congress, Portland, OR,
2014.
San Diego Sustainability Committee Half-Day
Seminar: Lead Organizer and Intro Speaker, 2013.
“Life Cycle Cost Analysis of Infrastructure,”
San Diego Sustainability Committee, May
Meeting, 2013.
“Proprietary BMP Evaluations,” EWRI
Congress, Albuquerque, NM, 2012.
“Proprietary BMP Evaluations” and
“Sustainability Metrics in ASCE Report
Cards,” EWRI Congress, Palm Springs, CA,
2011
“Proprietary BMP Evaluations” and
“Proprietary BMP Fact Sheet Development,”
CASQA Conference, Monterey, CA, 2011.
08/26/2025
C3
Michael D. Cairns, PE –
Quality Assurance / Project Oversight Assistance
CValdo Corporation Proposal for:
City of Vista As-Needed Civil Plan Check Services
Appendix A - Resumes
Education
B.S., Civil Engineering, San
Diego State University,
1995
Registrations
Professional Civil
Engineer, CA - 58839
Qualified SWPPP
Developer (QSD)
Professional Affiliations
Floodplain Managers
Association
American Public Works
Association
American Society of Civil
Engineers
San Diego State Civil
Engineering Advisory
Board
Mr. Cairns offers 30 years comprehensive experience in the planning and design of public and private infrastructure projects, 14 years of which he has been a principal with CValdo
Corporation. Mr. Cairns' focus through much of his career has been drainage and flood control, for which his representative projects include design of storm drains and culverts, detention facilities, flood control channels, and bridge protection, preparation of master drainage plans, and hydrologic and floodplain studies, including successful processing of 28 FIRM revisions through FEMA. Mr. Cairns also has considerable experience in the field of stormwater environmental compliance including NPDES program development and program
management, as well as stormwater monitoring, testing and treatment. His NPDES experience includes the preparation of numerous regulatory compliance documents as well as the design of various BMPs tailored to construction, industrial, and municipal uses.
Mr. Cairns has a BS in Civil Engineering from San Diego State University with an emphasis in water resources engineering, and has taken post-graduate level courses at San Diego State in environmental hydrology and river and sedimentation
engineering. He has served as design engineer, project manager and principal-in-charge of various engineering projects, serving both private entities and public agencies as clients. His experience includes modeling utilizing various software packages such as HEC-1, HEC-2, HEC-6, HEC-RAS, HEC-HMS, AES,
Civil-D, Fluvial-12, FLO-2D and WSPG.
REPRESENTATIVE PROJECTS
On-Call Plan Check Services
Riverside County Transportation Department
Currently serving as principal-in-charge and project manager for a five-year as needed plan check contract. Project includes providing plan check services for review of water quality management plans and drainage studies for the Riverside County Transportation Department. Mr. Cairns has also assisted in providing hydromodification technical assistance to the County, and prepared draft trash removal standard drawings for the County, which are currently in review. Mr. Cairns functions as both a staff level plan checker and the overall plan check contract manager for CValdo Corporation.
08/26/2025
C3
Michael D. Cairns, PE –
Quality Assurance / Project Oversight Assistance
CValdo Corporation Proposal for:
City of Vista As-Needed Civil Plan Check Services
Appendix A - Resumes
On-Call Plan Check Services
Riverside County Flood Control and Water Conservation
District
Currently in 15 th year serving as project manager for providing plan check services to the Flood Control District. Mr. Cairns functions as both a staff level plan checker for the District and as the overall plan check contract manager for CValdo
Corporation. Typical work includes the review of engineering submittals for land development, encroachment permits, surface mining permits, and capital projects, and coordination with project applicants and District staff throughout the plan check process. Typical reviews include storm drain, detention basin, levee and channel improvement plans, hydrologic and hydraulic calculations, street improvement and grading plans, structural calculations, water and sewer plans, final maps, bond estimates, CEQA documents, WQMPs, CLOMR and LOMR applications,
and geotechnical studies. Assignments also include reviewing the cooperative agreement application package, and verifying that adequate right-of-way and easements have been provided for proposed improvements. Specialty work includes providing review of regional drainage projects such as the San Jacinto River Stage III Floodplain and Floodway Mapping project, Murrieta Creek Phase II and III Improvements, San Jacinto River Stage IV Levee Improvements, Santa Ana River Floodplain and
Floodway Mapping Project, and dam failure inundation studies for fifteen District owned dams.
On-Call Plan Check Services
City of San Marcos
Currently serving as principal-in-charge for a three-year as- needed plan check contract. Project includes reviewing rough and precise grading plans, street improvement plans, storm drain improvement plans, geotechnical studies, hydrology and
hydraulic studies, storm water quality management plans (SWQMP) and SWMM continuous simulation modeling,
structural design and calculations, erosion control plans, subdivision maps and parcel maps. This project also includes attending meetings with City staff and the developer's engineer, and preparation of written documentation of major plan review comments to accompany the redlined plan check comments.
Plan Check Services for The Villages
City of Escondido
Currently serving as principal-in-charge and project manager for plan check of a large master-planned community in the city of Escondido. Project includes review of grading and improvement plans, drainage studies, SWQMPs, final maps, and landscape and 08/26/2025
C3
Michael D. Cairns, PE –
Quality Assurance / Project Oversight Assistance
CValdo Corporation Proposal for:
City of Vista As-Needed Civil Plan Check Services
Appendix A - Resumes
irrigation plans.
Rancho California and Anza Road Roundabout Detention/
Water Quality Basin PS&E and WQMP
Riverside County Transportation Department
Project manager for preparation of PS&E and a WQMP for a detention/water quality basin designed to support construction of a roundabout located at the intersection of Rancho California and Anza Roads. This project was performed for the Riverside County Transportation Department and included coordination with the Department’s out -of-state road design consultant, as well as assistance to that consultant in preparation of hydrologic and hydraulic calculations consistent with Riverside County methodology.
South Norco Channel PDR and Final Engineering
Riverside County Flood Control and Water Conservation
District
Currently serving as project manager for preparation of final design plans for approximately 2 miles of open channel and storm drain facilities within the city of Norco. Project includes preparation of storm drain, channel, grading, street improvement and traffic control plans, supporting hydrologic and hydraulic calculations, and a cost estimate. Project also included preparation of Preliminary Design Report. When completed this project will help alleviate flooding within the project watershed including containment of FEMA Zone AE floodplain along
approximately 4,000 linear feet of channel. Project construction is estimated at $4.5 million.
Corona Drains East, Ontario Ave. Storm Drain Stage 2
Improvement Plans
Riverside County Flood Control and Water Conservation
District
Project manager and principal-in-charge for design of
approximately 1,100 feet of storm drain ranging from 18” to 54” diameter pipe within Rising Sun Road in the El Cerrito area of Riverside County. The project included preparation of
hydrologic and hydraulic calculations, storm drain plan and profile, structural design of a custom catch basin, traffic control plans, and a cost estimate.
LID BMP Testing and Demonstration Facility PS&E
Riverside County Flood Control and Water Conservation
District
2012 ASCE Outstanding Stormwater Management Project
(California) and 2016 National Green Infrastructure Project of 08/26/2025
C3
Michael D. Cairns, PE –
Quality Assurance / Project Oversight Assistance
CValdo Corporation Proposal for:
City of Vista As-Needed Civil Plan Check Services
Appendix A - Resumes
the Year (NAFSMA). Project manager for a pervious concrete and porous asphalt research facility at the Riverside County Flood Control and Water Conservation District complex. This project includes design of pervious concrete and porous asphalt pavement sections, which have an underdrain system set above an impermeable liner. Rainfall landing on the pavement passes through the pavement and is filtered by the pavement base material. This captured rainfall is then collected in a subdrain system and conveyed to a testing facility where measurements are taken of volume, peak flow rate and pollutant levels. The project also includes similar testing of a landscape filter basin treating parking lot runoff, and filtration planters treating roof runoff. The purpose of this testing facility is to enable the Flood Control District to determine the level of pollutants that pass through typical pavement base materials to the native soil below, the volume of rainfall retained within pervious pavement base materials, the lagging effect and peak flow rate reduction of the runoff hydrograph for pervious pavement sections served by a subdrain system, and the long term performance of pervious concrete and porous asphalt under normal commercial use.
WSPG Training Course
Riverside County Flood Control and Water Conservation
District
Prepared course materials and provided training in a classroom setting to District staff in the use of the CivilD version of WSPG software.
Tujunga Wash Scour Study and Bridge Revetment Design
Los Angeles County Flood Control District
Project Manager for scour study for the Foothill Bridge over Tujunga Wash in Los Angeles. Project included HEC-1
hydrologic analysis, HEC-RAS hydraulic analysis, HEC-6 scour analysis, tractive force calculations, coordination with survey and geotechnical evaluation subconsultants, and design of riprap revetment to protect the bridge from damage due to streambed scour from the capital flood of 55,500 cubic feet per second.
Chollas Creek Water Quality and Habitat Enhancement
Project PS&E, City of San Diego
2008 APWA Project of the Year and San Diego Orchid Award winner. The purpose of this project was to provide habitat enhancement, remove a concrete channel lining, widen the floodplain, improve water quality and increase public access to Chollas Creek. Mr. Cairns was the project manager for all aspects of the project including site feasibility studies, conceptual channel design, final engineering plans, specifications and cost 08/26/2025
C3
Michael D. Cairns, PE –
Quality Assurance / Project Oversight Assistance
CValdo Corporation Proposal for:
City of Vista As-Needed Civil Plan Check Services
Appendix A - Resumes
estimates. His role also included management of and
coordination with various subconsultants including
environmental, geotechnical, archeological, landscape
architecture and surveying, and construction supervision and assistance during construction.
43rd and Logan LID Green Streets Project PS&E
City of San Diego
Project manager for design of 25 curbside stormwater filtration units and a biofiltration planter to accompany realignment of the four-way intersection of 43 rd Street, Logan Avenue, National Avenue, and San Pasqual Street. This project was designed to treat tributary runoff from both private residences and public streets in order to assist the City of San Diego in complying with the Chollas Creek TMDLs for metals and Diazinon.
DR133 and DR173 PS&E (Emerson St. and 5th Ave.
Drainage Projects)
City of Chula Vista
Project manager and principal-in-charge for preparation of plans and specifications for new storm drain ranging in size from 18- inch to 48-inch diameter, new concrete lined trapezoidal and rectangular channels, a new reinforced concrete box culvert, relocation of existing sewer and water lines, and coordination with SDG&E for relocation of a gas line. The scope also included preparation of a drainage study in support of the design and construction phase support.
City of Chula Vista Master Drainage Plan
City Chula Vista
Project manager for preparation of a master drainage plan for the City of Chula Vista. This project incorporated the delineation of drainage basins, determination of peak runoff flows, analysis of existing storm drain infrastructure capacity, recommendations for new infrastructure and preparation of a capital improvement program for an approximately 50-square mile region. The project also included population of a GIS database including facility size, material, location and flowlines for the City’s approximate 8,000 segments of publicly owned storm drain.
San Diego State University Master Drainage Plan and
NPDES Evaluation
San Diego State University
Project manager for preparation of a master drainage plan and NPDES evaluation for the San Diego State University. This project included a campus wide hydrology and hydraulic
08/26/2025
C3
Michael D. Cairns, PE –
Quality Assurance / Project Oversight Assistance
CValdo Corporation Proposal for:
City of Vista As-Needed Civil Plan Check Services
Appendix A - Resumes
analyses, a storm drain conditions assessment, preparation of a prioritized list of storm drain improvement projects, and an evaluation of the university’s NPDES program, and was a component of a larger master plan effort looking at six different utilities within the campus.
UCSD Master SWPPP Template
University of California at San Diego
Prepared a Storm Water Pollution Prevention Plan (SWPPP) template to be used for all construction projects on the UCSD main campus and Scripps Institute of Oceanography (SIO).
UC Chaparral Reserve BMPs
University of California at San Diego
This project is located in the Scripps Ranch area of San Diego, within the UC Chaparral Reserve at old Elliott Field. The area was heavily burned during the 2003 Cedar Fire. Rains following the fire fell on denuded slopes as much of the natural ground cover was burned to ashes. Runoff from the rains carried the burned materials and soil down the slopes into watercourses and swales onto the neighboring Scripps Crown Pointe HOA
property. CValdo prepared construction and cleanup plans for the removal of fire debris and construction of new BMPs to limit additional erosion and sedimentation. CValdo also performed field staking for the new BMPs and managed field crews during BMP installation.
08/26/2025
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Gary Yagade, PE – Civil Engineer
CValdo Corporation Proposal for:
City of Vista As-Needed Civil Plan Check Services
Appendix A - Resumes
Education
B.S., Civil Engineering, San
Diego State University, 1984
Registrations
Professional Engineer,
California, 43204
Mr. Yagade offers 36 years of comprehensive experience in a wide variety of civil engineering projects. His civil engineering experience specializing in water resources but also includes over 10 years of specialized transportation experience.
Extensive experience in managing on-call contracts that includes a $48M California Department of Water Resources Contract for Engineering Services for Floodplain Delineation and Floodplain Management; two separate 2-year on-call
contracts for Caltrans; the San Diego County as-needed
stormwater inspection services, and various projects for the Local Agencies.
Extensive drainage experience includes performing hydraulic analysis on more than 1000 stream miles in California. Several of these studies were performed for FEMA Flood Insurance Study or map amendment projects. Experienced in the design and construction of various stormwater facilities including pipelines, box culverts, and improved open channels.
Specialties:
Water Resources Engineering
Floodplain Management
Civil Engineering Design
Transportation Engineering
REPRESENTATIVE PROJECTS
City of San Diego, Park Village Drive Emergency Storm
Drain Repair
As part of the Orion Construction design-build team, Harris provided design services for emergency work throughout the City. The very nature of the work demands a responsive and agile team and was able to deliver. The collapse of a 48-inch corrugated aluminum storm drain culvert created a sinkhole in the middle of Park Village Drive, a busy residential street in the Rancho Penasquitos area. The configuration of the storm drain system is composed of a 102-inch corrugated aluminum pipe (CAP) running north–south connecting two natural
channels under Park Village Road. There are two lateral pipes that tie into this line: a 36-inch CAP from the west and the 48-inch CAP from the east. The collapse of the 48-inch pipe near the 102-inch CAP identified that the 102-inch is also in poor shape. Upon site visit, the City decided to add a clean out on the 102-inch CAP with connections to the 36-inch and 48-inch CAP, and to line the 102-inch with CIPP. 18-inch storm drains from the curb inlets to the 36-inch and 48-inch CAP were realigned.
08/26/2025
C3
Gary Yagade, PE – Civil Engineer
CValdo Corporation Proposal for:
City of Vista As-Needed Civil Plan Check Services
Appendix A - Resumes
Cit
y of San Diego/Orion Construction, Catalina Sewer
Mains Design-Build
Principal-in-Charge. Responsible for design oversight for $20.8 million design-build project. Project involves replacing 14,000 LF of sewer main with eight- and ten-inch PVC pipe, relocating 5,000 LF of sewer main from easement to right-of- way with eight-inch PVC pipe, installing over 60 sewer re- plumbs, and upsizing 18,000 LF of 12-inch cast-iron and asbestos cement water main. Overflow from recently
completed Catalina Standpipe will be directed to a new 18- inch reinforced concrete pipe (RCP) main (1,330 LF) that will connect to the existing storm drain system.
City of San Diego/Orion Construction, Sewer Group Job
743
Principal-in-Charge. Providing oversight of sewer
rehabilitation design involving 15 sites. Four sites involve replumbing backyard laterals into new sewers in street right- of-way and the remaining 11 sites involve sewer relining.
San Diego Unified Port District, Stormwater Systems
Design - Tenth Avenue Marine Terminal
Redevelopment Plan and Demolition and Initial Rail
Component. Principal-in-Charge. Providing oversight for stormwater systems design for this project that will demolish the south addition and the three east sections of Warehouse C adjacent to a fuel farm; and provide rail and site
improvements at Tenth Avenue Marine Terminal.
City of El Cajon, Broadway Channel Community
Enhancements
Principal-in-Charge. Oversaw preliminary engineering to the Broadway Channel to assess the level of improvements
required to the channel to mitigate for scour and capacity limitations of the channel.
City of National City, Paradise Valley Creek Water
Quality and Community Enhancement
Principal-in-Charge. Providing oversight of PS&E for a dual process that will treat and direct stormwater run-off along Paradise Valley Road from Paradise Avenue to 700 feet east of East Plaza Boulevard. The system will address pollutants and direct stormwater run-off towards a dry extended basin located along Paradise Valley Road. Run-off will be collected in the basin that will eventually discharge through an outflow tying back into an existing storm drain basin.
City of National City, Operations and Maintenance
08/26/2025
C3
Gary Yagade, PE – Civil Engineer
CValdo Corporation Proposal for:
City of Vista As-Needed Civil Plan Check Services
Appendix A - Resumes
Manual for Pump Station Improvements
Project Director. Preparation of Operation and Maintenance Manuals. The manuals include checklists and forms which enable the City staff to more easily keep maintenance records.
City of Del Mar, Group 1 Sewer Design
Principal-in-Charge. Preparing PS&E of prioritized citywide sewer infrastructure. Design included open-cut replacement of 5,200 LF of six- and eight-inch defective sewer main pipelines; trenchless rehabilitation of 2,300 LF of sewer main; points repairs of four sewers; rehabilitation of 205 LF of six- inch water main, numerous sewer manholes, and sewer lateral connections; and decommissioning of a sewer lift station.
Implemented phasing plan to minimize public impacts during summer months.
City of National City, Sewer Design and Environmental
Constraints Study (Group 2)
Principal-in-Charge. Environmental analysis consisting of a constraints report that identified potential environmental challenges, and the appropriate level of CEQA evaluation for each project. Many sewer lines identified for replacement were realigned from residential backyards to within the street right-of-way.
City of National City, Sewer Design (Group 1)
Principal-in-Charge. Upsized existing eight-inch VCP sewer line to 12-inch PVC sewer line. Replaced existing 18-inch VCP sewer line with a 21-inch PVC sewer line. Utilized
trenchless technology, including CIPP, slip-lining, pipe bursting, horizontal directional drilling, and jack-and-bore.
City of National City, Paradise Creek Sewer Main
Principal-in-Charge. Designing an eight-inch diameter PVC sewer line along Paradise Creek. Rehabilitating by slip-lining.
City of Cypress, Sumner Sewer Improvements (Project
164)
Principal-in-Charge. Rehabilitation of two existing sewer mains utilizing CIPP lining and spot repairs.
City of Anaheim, Ball Road Sanitary Sewer
Improvements (Group 6)
Principal-in-Charge. Upsizing 5,400 LF of existing sewer.
Coordinated with U.S. Army Corps of Engineers, U.S. Fish and Wildlife Service, California Department of Fish and Wildlife, and the Regional Water Quality Control Board.
08/26/2025
C3
Appendix A - Resumes
Scott Neff, Civil Engineer
CValdo Corporation Proposal for:
City of Vista As-Needed Civil Plan Check Services
Education
B.S., Civil Engineering,
Penn State University, 1991
Registrations
Professional Civil Engineer,
CA – 52992
Professional Affiliations
American Society of Civil
Engineers
Scott Neff has over 33 years of Civil Engineering, Project and Program Management experience, including the design of roadways from local street widenings to complex freeway interchanges, design of water and sewer facilities, drainage facilities, signing and striping plans, stage construction and traffic handling plans, and utility relocations. He has significant experience preparing technical reports including Geometric Approval Drawings, Design Standard Decision Documents, Project Reports, Drainage Studies and Reports, Roadside Safety Analyses to name a few. His relevant experience includes plan checking for Caltrans, City of Corona, Riverside County Flood Control and Riverside County Transportation Department. His range of experience across transportation, utility and municipal engineering makes him a valuable team asset.
Scott has been managing projects for the past 15 years. He served as a consultant Project/Program Manager to Caltrans, San Bernardino County Transportation Authority and managed preparation of Plans, Specifications and Estimates for numerous highway and local agency projects as part of his prior employment with a large multi-discipline engineering firm.
Nearly half of Scott’s career was spent in public service as an employee of the California Department of Transportation and City of Corona Department of Water and Power. He has significant experience in the both the preparation and review of Drainage Studies and Reports and project construction drawings and documents for highway and street improvement projects.
Representative Projects
On-Call Plan Check Services, Riverside County Flood Control and Water Conservation District, Riverside, CA. Plan check engineer responsible for review of land development plans within Riverside County and responsible for maintaining project compliance with District recommendations of approval, engineering standards, area drainage master plans, and facilities management. Scott worked with District staff, consulting engineers, developers, and other jurisdictions on projects in the design phase. His primary duties included review of plans and coordination with staff, developers, consultants, and other agencies; providing engineering review comment and resolving issues; conducting a detailed review of plans, reports, specifications, agreements for conformance to the District’s conditions of approval and engineering standards.
On-Call Civil Engineering Services, California Department of Transportation District 8, Riverside/San Bernardino, CA. With a prior employer, Scott held multiple design and management positions over several on-call services contracts with Caltrans District 8 dating back to 08/26/2025
C3
Appendix A - Resumes
Scott Neff, Civil Engineer
CValdo Corporation Proposal for:
City of Vista As-Needed Civil Plan Check Services
2013. He provided professional Project Management and Professional Services, serving as Project Manager representing Caltrans on local agency sponsored projects, and in an Oversight Design Engineer role on four separate design-build delivery projects in Riverside and San Bernardino Counties. As a design oversight engineer, Scott’s duties included review and approval of highway improvement plans, specifications and cost estimates; drainage reports; Geometric Approval Drawings; Design Standard Decision Documents for conformance with Caltrans standards and project requirements in support of projects sponsored by Riverside County Transportation Commission and Brightline West, a proposed high speed rail system along and within the Interstate 15 corridor between Ontario, CA and Las Vegas. Scott also served as the consultant Quality Control/Quality Assurance Manager on multiple design task orders administered by Caltrans. His duties included performing Quality Control reviews and providing Quality Assurance certification prior to submitting project deliverables.
City of Corona Department of Water and Power (DWP) Recycled Water Program. While employed by Corona DWP, Scott was responsible for reviewing consultant prepared plans for the city’s initial recycled water backbone project that constructed three storage reservoir tanks, pump stations, and several miles of recycled water pipeline and appurtenances. He also reviewed development plans for land development projects within the city’s sphere of influence to verify compliance with the city’s water and sewer system requirements.
California Department of Transportation (Caltrans)
Encroachment Permit Office, Transportation Engineer. As an employee of Caltrans District 8, Scott served as an Encroachment Permit Engineer responsible for the review and approval of improvement plans (street, grading and drainage, traffic signal and utilities) for projects having impacts to the State Highway system.
District Office of Hydraulics, Transportation Engineer. Also, while employed by Caltrans District 8, Scott worked in the Office of Hydraulics where he was responsible for preparation of Drainage Studies and Reports in support of the District’s Project Development Program. He provided technical assistance to other functional units on drainage related design, maintenance and repairs. He was also responsible for reviewing land development projects in support of the Encroachment Permit office where local agency conditioned improvements were implemented along and on the State Highway system.
08/26/2025
C3
Appendix A - Resumes
Daren Rudy, Engineer-In-Training
CValdo Corporation Proposal for:
City of Vista As-Needed Civil Plan Check Services
Education
B.S., Civil Engineering,
San Diego State University, 2009
Registrations
EIT, July, 2008
Daren has 3 years of experience working at the County of San Diego Department of Public Works, 14 years experience as a brewer at Ballast Point and Ataraxia Aleworks and about three months working with Cvaldo and the City of Vista at the front counter for the Engineering Department Land Development Division.
Representative Projects
City of Vista, 2025 – Present
Served as front counter assistant for the Engineering Department Land Development Division assisting with a variety of projects including retaining wall designs, temporary use permits, grading plan bond agreement preparation, boundary adjustments, site plan reviews, accessory dwelling unit site design, and minor building plan checks.
Zucarmex, Port of San Diego, CA. 2025. Assisted in providing site plans for Construction phase SWPPP and minor SWQMP for warehouse facility at the Port to supply shipments of raw sugar to refinery in Otay Mesa.
Internal Research for Use of AI technologies in standard processes, Cvaldo Corporation, La Jolla, CA. Assisting company internal processes to learn how best to apply AI technologies in standard projects that Cvaldo is currently working on.
08/26/2025
C3
Mikayla Lopez, Engineer In Training
CValdo Corporation Proposal for:
City of Vista As-Needed Civil Plan Check Services
Appendix A - Resumes
Education
B.S Civil Engineering, 2020,
University of California, Davis
Professional Affiliations
Society of Women Engineers
Licenses
Engineer-in-Training, Civil, CA, No. 173750
OVERVIEW
Mikayla Lopez is a California certified civil
engineer-in-training with a B.S in Civil Engineering
from UC Davis. Mikayla has experience with water
engineering projects that include wastewater,
agricultural water, and stormwater.
REPRESENTATIVE PROJECTS
Development Services Plan Reviews, City of Vista,
CA
Assisting PE in review of the completeness and
adequacy of grading plans, improvement plans,
Hydrology and Hydraulics Reports and models, and
Stormwater Management Plans (SWMPs)
submitted to the City for development permits
City of San Diego, Development Services
Department – Engineering Department Reviews
for ADUs and Stormwater Reviews for SWQMPs,
2023-Present
Plan check services for CSD DSD. Includes plan
check of minor grading and improvement plans
associated with Accessory Dwelling Unit additions
to existing Residential Homes and stormwater
reviews for commercial, industrial, and residential
developments within the jurisdiction.
Riverside County Flood Control and Water
Conservation District, 2021-Present
Plan check services for the Riverside County Flood
Control and Water Conservation District. The
contract includes the review of engineering
submittals for land development, encroachment
permits, surface mining permits, and capital
projects, and coordination with project applicants
and District staff throughout the plan check
process. Typical reviews include storm drain,
detention basin, levee and channel improvement
plans, hydrologic and hydraulic calculations, street
improvement and grading plans, structural
calculations, water and sewer plans, final maps,
bond estimates, CEQA documents, WQMPs,
CLOMR and LOMR applications, and geotechnical
studies. Assignments also include reviewing the
cooperative agreement application package, and
verifying that adequate right-of-way and
08/26/2025
C3
Mikayla Lopez, Engineer In Training
CValdo Corporation Proposal for:
City of Vista As-Needed Civil Plan Check Services
Appendix A - Resumes
easements have been provided for proposed
improvements.
Riverside County Transportation Department,
2021-Present
Plan check services for a five-year as needed plan
check contract for the Riverside County
Transportation Department. The contract includes
providing plan check services for review of water
quality management plans, drainage studies, and
street and storm drain improvement plans.
Annual Sewer Rehabilitation / Inflow and
Infiltration Reduction Projects – Napa Sanitation
District, Napa, CA
Preliminary design to repair and replace aging
sewer pipelines that allow stormwater and
groundwater to infiltrate into the sewer. Typical
work included surveying all utilities within the
project boundary, reviewing CCTV pipeline
footage, identifying the severity and type of
pipeline defects, determining the most
appropriate construction method, adding details
to the AutoCAD plan set, and updating the ArcGIS
database.
Upper Lateral Rehabilitation Pilot Project – Napa
Sanitation District, Napa, CA
Preliminary design and bid work to replace
residential private sewer lateral pipes in a strategic
area identified as a source of significant inflow and
infiltration. Pre- and post-construction flow
monitoring were performed to measure the
effectiveness of the project in reducing I&I and will
be used in planning future projects. Typical work
included surveying laterals within the project site,
creating parcel maps in ArcGIS, obtaining
homeowner approval, researching reputable local
trenchless rehabilitation contractors, and
preparing the RFQ.
Electrical Upgrade Project, Phase 1 – Solano
Irrigation District, Vacaville, CA
Preliminary design work to upgrade the electrical
and security infrastructure systems at various
existing pumping plants and well sites in
coordination with local power provider. Typical
work included surveying utilities at each site,
drawing facility maps for each site with AutoCAD,
and updating the district’s water system boundary
map in ArcGIS.
Evans Park Preliminary Drainage Study and Water
Quality Management Plan – City of Menifee, CA
Hydrologic analysis for the Evans Community Park
and Evans Pump Track Site projects. The Menifee
General Plan identifies a standard of 5 acres of
parkland per 1,000 residents, thus additional
acreage of parkland is required to meet the
recreational needs of the forecasted population.
The purpose of the project is to determine the
onsite and offsite tributary peak flow rates for the
10- and 100-year storm events and establish
approximate onsite detention basin sizing to
mitigate increased runoff for up to the 10-year 24-
hour storm event. Typical work included rational
method hydrologic modeling, unit hydrograph
hydrologic modeling, creating workmaps with
AutoCAD, adherence the to the Santa Ana region
water quality guidelines, and field visits.
Poway Clearwells Preliminary Drainage Study and
Storm Water Quality Management Plan– City of
Poway, CA
Hydrologic and hydraulic analysis of drainage
system associated with the City of Poway Clearwell
Replacement Project. The existing below-grade,
floating cover, clearwell reservoir is to be replaced
with two new above-grade water storage tanks.
Included with the replacement of the clearwell is
realignment of two existing storm drain systems,
that currently run beneath the existing clearwell,
to be outside of the new tank footprints. The
purpose of the project is to determine the
tributary 100-year storm flow rate for the two
storm drain systems, determine whether the
existing storm drain systems are adequately sized
for the design storm, and establish required facility
sizing for the realigned portions of the storm
drains. Typical work included rational method
hydrologic modeling with AES software, hydraulic
modeling with WSPG software, creating workmaps
with AutoCAD, adherence to City water quality
guidelines, and field visits.
08/26/2025
C3
Mikayla Lopez, Engineer In Training
CValdo Corporation Proposal for:
City of Vista As-Needed Civil Plan Check Services
Appendix A - Resumes
Quail Creek Stormwater Mitigation Project – Helix
Water District, San Diego County, CA
Hydrologic analysis for stormwater mitigation
where Quail Creek enters Lake Jennings, which
serves as a holding facility for imported water.
During periods of localized heavy rain, Quail Creek
can contribute runoff that increases sediment
loading and turbidity within the reservoir and
compromises the water quality. The purpose of the
project is to evaluate alternative options to control
runoff impacts to Lake Jennings operations with
the East County Advances Water Purification
Program that will create a new drinking water
supply. Typical work included rational method
hydrologic modeling with AES software, creating
workmaps with AutoCAD, field visits, and
stormwater sampling.
08/26/2025
C3
Appendix A - Resumes
Aidan Reinwald, Engineer-In-Training
CValdo Corporation Proposal for:
City of Vista As-Needed Civil Plan Check Services
Education
B.S., Civil Engineering,
San Diego State University, 2024
Registrations
EIT, January, 2024
Aidan has 1 year of Civil Engineering experience, including work on a large tunnel project, fire water system design, a highway horizontal auger boring crossing, and utility research and CAD base mapping, and stormwater and hydraulic design experience.
Representative Projects
On-Call Plan Check Services, Riverside County Flood Control and Water Conservation District, Riverside, CA. Plan check engineer assisting with review drainage plans, and studies.
LEIT Transmitter Tunnel, SLAC, Menlo Park, CA. With a prior employer, drafted geotechnical plan and profile view in AutoCAD. Tabulated rock boring logs and created histograms to demonstrate patterns within soil and rock layers. Drafted GBR report. Drafted and checked calculations for structural markups. Drafted and checked specification sheets.
Drafted structural details. Backchecked sheets and in-depth research.
Extended collaboration with others. Quality control.
Potable Emergency Fire Water System, San Francisco Public Utilities Commission, San Francisco, CA. While employed with a prior employer, assisted with conceptual engineering, preliminary project drafting, and Quality Control.
Embarcadero Water Pipeline Crossing, San Francisco Public Utilities Commission, San Franscico, CA. P rovided utility research and CAD base mapping.
Healdsburg Highway 101 Horizontal Auger Boring Crossing, City of Healdsburg, Healdsburg, CA. Assisted with preliminary engineering and lead drafter for Preliminary Design Report.
Los Angeles Outfall Clear Water Project, Los Angeles Sanitation District, Long Beach, CA. Provided inspection services for the owner on a large diameter, 7 mile long outfall tunnel utilizing a slurry tunnel boring machine and post tensioning. Provided inspection and verification of strand elongation values, assisted with problem solving, and ran equipment. Provided quality control on ring building, oversaw activities in mining and cutterhead interventions, assisted in testing and sampling, and helped with claims.
08/26/2025
C3
Rick Paras, PE/SE
Project Manager
CVALDO CORPORATION
Education
B.S., Civil Engineering, MIT
Philippines, 1965
Project Management Program,
University of Houston, 1979
Management Program, Houston
Baptist University, 1982
Registrations
Registered Civil Engineer, CA
License 34212, NV, TX, VA,
NY
Licensed Structural Engineer,
CA License 3840, NV
Professional Affiliations
Structural Engineers Association
of California
American Society of Civil
Engineers
International Conference of
Building Officials /
International Code Council
Rick Paras has been a project manager with CValdo Corporation for the last six years of his forty-nine year career. His professional experience includes project management, design, constructability reviews and value engineering of commercial and industrial buildings, drainage and water treatment facilities, power plants, co-generation plants, refineries, petrochemical plants, telecom projects, and oil/gas facilities.
REPRESENTATIVE PROJECTS
Riverside County Flood Control and Water Conservation District – Currently providing structural plan check services. Mr. Paras reviews plans and calculations to ensure compliance with current structural codes, adequate structural design, and constructability.
San Diego Gas and Electric Concrete Structures Rehabilitation Projects, San Diego, CA – Design repair and/or retrofit of deteriorated or damaged concrete structures such as underground manholes, vaults and substation yard enclosures. Rehab work consists of using polymer concrete and composite materials (carbon or glass fiber) for strengthening.
Blue Hills Nuclear Station, TX – Engineering group leader for design and construction of a 1,000 megawatt nuclear power plant. Project included auxiliary building, containment enclosure building, cooling water structures, and misc. equipment foundations.
Mirage Hotel and Casino, Las Vegas, NV – Project manager for the structural design of a $1 billion 3,049 room, 30-floor hotel and casino, involving fast-track steel and concrete construction.
Structural Review of the SMUD Proctor and Gamble Co-generation Plant, Sacramento, CA – Performed structural engineering reviews of the design and construction drawings on a $163.6M 117MW power co- generation facility for conformance with laws, ordinances, regulations, and standards. This facility utilizes two GE LM6000 gas turbines in combined cycle mode with one steam turbine, and providing steam to the Proctor and Gamble factory. A concerted effort was made to identify design or calculation deficiencies for consideration of lateral and seismic wind forces, and to pinpoint the completeness of detailing and analysis of connections.
This effort to enhance the design detailing resulted in a reduction in construction RFIs.
SMUD Natural Gas Pipeline, Sacramento, CA – Provided third party review and construction inspection on the Sacramento Municipal Utility District (SMUD) Natural Gas Pipeline. The pipeline transports natural gas to SMUD’s co-generation gas-fired power plants. Reviewed the construction and engineering documents including plans, specifications, estimates, and engineering calculations. The project was plan checked and inspected to verify that the project was in conformance with all the applicable laws and regulations specified in the California Energy Commission decision. During construction, weekly progress reports were submitted to the California Energy Commission.
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Mickey Aguirre, PE (Aguirre & Associates)
Mr. Aguirre has 40 years of experience in managing, directing and performing civil engineering and land surveying tasks. His experience includes 10 years in the municipal sector prior to founding AGUIRRE & ASSOCIATES in 1986. Both municipal and private survey and mapping experience includes a broad range of projects, including rail and light rail, public works, residential, commercial churches, schools and other institutional project. Mr. Aguirre has extensive surveying and mapping experience on-call or as-needed contracts for government agencies.
Recent Local Agency On-call Experience
City of El Cajon On-call Map Checker - November, 2005 to June, 2009.
City of El Cajon On-call Map Checker - June, 2009 to October, 2010.
City of La Mesa On-call Surveyor – May, 2010 to Current.
City of Lemon Grove On-call Surveyor – April, 2011 to Current.
San Diego County Water Authority As-Needed Surveying Services – August, 2008 to Current.
Padre Dam Municipal Water District As-Needed Surveying Services – April, 2014 to Current.
Education /Professional Credentials
Master of Science, Civil Engineering, Stanford
University
Bachelor of Science, Civil Engineering,
Stanford University
Professional Engineer, CA, #27648
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Michael Havener, PLS (Aguirre &
Associates)
Mr. Havener joined Aguirre & Associates in 1999. He
has over 31 years of experience in the land surveying
and civil engineering performing as a survey project
manager, party chief, civil designer, and CAD operator.
Mr. Havener has provided these services on a broad
range of projects including rail, light rail, public works, residential, and commercial projects. Mr. Havener has
extensive surveying experience on projects under local agency on-call contracts.
Member: California Land Surveyors Association
Recent Local Agency On-call Experience
City of National City On-call Map Checker - November, 2005 to September, 2007.
City of El Cajon On-call Map Checker - November, 2005 to June, 2009.
City of El Cajon On-call Map Checker - June, 2009 to October, 2010.
City of La Mesa On-call Surveyor – May, 2010 to Current.
City of Lemon Grove On-call Map Checker – April, 2011 to Current.
City of San Marcos On-call Map Checker – July, 2016 to Current.
San Diego County Water Authority As-Needed Surveying Services – August, 2008 to Current.
SANDAG On-call Task Orders Various Contracts – January, 2009 to Current.
Education /Professional Credentials
A.S. Degree, Surveying, Cuyamaca College
Professional Land Surveyor, CA, #7354
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Curt Scheyhing, GE
Principal Geotechnical Engineer
Mr. Scheyhing has 30 years of diverse experience including directing field and laboratory investigations, performing engineering analysis and design, performing design peer review, and preparing geotechnical studies and reports for transportation, building, and other infrastructure projects in the counties of Los Angeles, Orange, Riverside/San Bernardino, and San Diego. Projects range from site dev elopment to transportation to buildings. He has extensive experience as geotechnical lead performing peer reviews of geotechnical submittals on major design‐build transportation projects including SR‐91 Corridor Improvement Project and SR‐91 Express Lanes Project in Riverside County, and I‐405 Improvement Project in Orange County. Analytical/design experience in cludes site characterization, static and seismic stability of soil and rock slopes, design of shallow and deep foundations for buildings, bridges, and earth retaining systems, evaluating geologic and seismic hazards including liquefaction, cut and fill grading, embankment and structure settlements, lightweight fills, and ground improvement. He is familiar with the requirements of th e California Building Code, Caltrans, and AASHTO. Representative experience includes:
I‐405 Improvement Project Design‐Build—OCTA / Caltrans / Parsons Transportation Group, Orange County, CA:
Mr. Scheyhing and Group Delta were involved for more than 10 years providing geotechnical and hazardous materials services from PA/ED, to pre‐bid procurement, to desig n‐ build construction. The $2B Interstate 405 (I‐405) Improvement Design‐Build Project is widening the corridor by adding one general purpose (GP) lane in each direction for 16 miles from SR‐73 to I‐605. The project is replacing 18 existing overcrossings, constructing 4 bridge widenings, and constructing 4 new bri dges. In includes 91 non‐standard earth retaining systems including MSE, cast‐in‐place and precast panel walls with lightweight cellular concrete backfill, ground anchor walls, and cast‐in‐ place walls on piles. In PA/ED Group Delta prepared all the geotechnical studies for the Project Report and Planning Studies. During procure ment stage Group Delta prepared Technical Provisions (TPs) and performed the pre‐bid geotechnical investigation. The preliminary investigation included a comprehensive subsurface investigation within the concrete lined channel of the Santa Ana River to mitigate impact on design‐build schedule due to long lead time for permitting. The investigation included groun d penetrating radar to locate reinforcement, coring through the concrete invert of the Santa Ana River channel, and numerous borings and CPTs within the channel. During the 5+ year design‐build phase, Mr. Scheyhing was the lead geotechnical reviewer in support of OCTA responsible for reviewing hundreds of geotechnical reports and des ign and construction documents.
SR ‐91 Corridor Improvement Project (CIP) Design‐Build: For this major design‐build project Mr. Scheyhing was RCTC’s lead geotechnical consultant and provided bid period geotechnical services including development of Technical Provisions (TP) and risk register, and directing preparation of the Geotechnical Information Report for use by design‐bui
ld bidders. During design and construction, he was the lead geotechnical representative providing Independent Quality Assurance (IQA) consisting of review and comment resolution of all project geotechnical reports, construction Requests for Information (RFI), other geotechnical submittals, and evaluation of contractor Professional Registrations
Civil Engineer, California
No. 59216
Geotechnical Engineer, California
No. 2766
Education
Master of Science, Civil Engineering,
San Diego State University (1995)
Bachelor of Science, Civil Engineering,
San Diego State University (1993)
Years of Experience: 30 (1995)
Years with Group Delta: 30 (1995)
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Curt Scheyhing, PE, GE
Differing Site Conditions (DSC) claims, including claims for hard drilling of large diameter CIDH piles in Temescal Wash. He also provided post‐construction geotechnical support including contractor warranty repair work.
Viejo Drive Storm Drain Improvements and Gully Erosion Repair, Hemet, Riverside County, California, RCTD: Mr.
Scheyhing was the geotechnical lead for the repair of a large erosion gully caused by a damag ed County storm drain on a 100 ft tall slope that was threatening a homeowner’s backyard and swimming pool. Group Delta was the geotechnical engineer of record responsible for investigation, design, and preparation of plans for the slope repair which included extension of the stor m drain and reconstruction of the slope with geogrid reinforced compacted fill.
The slope and storm drain were successfully repaired, and Group Delta installed and monitored instrumentation for movement through construction to protect the County from homeowner claims.
Bristol Commons, Related, Santa Ana, California: Mr. Scheyhing developed geotechnical recomme ndations for support of multi‐story buildings on deep foundations and mat foundations. The master plan includes 2,700 residential units in a mix of construction types including (on‐grade garden apartments, podium style apartments and possibly high‐rise construction) and includes 153,000 sf of retail, 170 Senior Assisted living, a 200‐unit hotel, 6‐ acre park, and 4,643 sf parking.
Los Angeles County Museum of Art (LACMA), Los Angeles, California: Mr. Scheyhing was retained by the owner as a geotechnical expert to perform peer review of geotechnical documents and recommendations for the new building to house LACMA’s Permanent Collection, to address construction issues related to deep excava tion and auger cast pile installation within tar sands in this site adjacent to the La Brea Tarpits. The structures consisted of multi‐story structures on deep foundations with several levels below grade.
Anaheim Convention Center Expansion, Anaheim, California: Mr. Scheyhing and Group Delta supported the City of Anaheim by providing geot echnical engineering support and Quality Assurance testing for this $180M design‐build expansion including deep excavation, temporary shoring, shallow and deep foundations, and the 200,000‐square‐ foot glass structure facing Katella Avenue.
Robert F. Kennedy Learning Center, Los Angeles, California: Mr. Scheyhing provided geotechnical design services for developing this 23.8‐acre property into a $318M in tegrated campus. The project was the most expensive facility built by the Los Angeles Unified School District (LAUSD) and included an 800 student K–3 School, 1000‐student Middle School and a 1000‐student High School. Group Delta developed design level recommendations to incorporate a 36‐foot‐high soil nail wall int o one of the multi‐story building walls. The soil nail wall was designed to retain the earth, and to be structurally separated from the building wall, to eliminate the large unbalanced seismic earth pressures on the building from a conventional retaining wall. The wall was designed to be stable with minimal movements for the Upper Bound Earthquake (975‐year return period) with peak ground accelerations of 0.73g. This is the first school project under Division of State Architect (DSA) review that included incorporation of a soil nail wall into a building structure.
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A p p e n d i x B E x a m p l e o f T y p i c a l P l a n C h e c k 2 2 5 5 A v e n i d a d e l a P l a y a , S u i t e 5 , L a J o l l a , C A 9 2 0 3 7 P : ( 8 5 8 ) 8 6 6 0 1 2 8 | w w w . c v a l d o . c o m | e : c o r y j @ c v a l d o . c o m
APPENDIX B
ELECTRONIC COPY OF A COMPLETE EXAMPLE
TYPICAL CIVIL ENGINEERING PLAN CHECK
PROVIDED BY THE LEAD PLAN CHECK
CIVIL ENGINEER
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2255 Avenida De La Playa, Suite 5, La Jolla, CA 92037 Phone (858) 866-0128 Fax (858) 866-0131
October 4, 2024
SENT VIA E-MAIL
Mr. Benjie Cho
Senior Civil Engineer
Riverside County Transportation Department
[email protected]
Dear Mr. Cho: Re: TR 37119
Soleada
Plan Check No. 1
Account No. 137-0- 3-75378
The Riverside County Flood Control and Water Conservation District (District) received the following items for review:
• Soleada Tract 37119 Final Drainage Study, prepared by Albert A. Webb Associates (AAWA), dated August 2024;
• Soleada-Backbone Storm Drain Plans for Tract 3 7119, prepared by AAWA, dated August 27, 2024;
• Tentative Tract Map 37119, prepared by AAWA, dated April 17, 2017; • Mass Grading Plans for Tract 37119, prepared by AAWA, dated March 27, 2024; • Soleada-Backbone Street Improvement Plans, prepared by AAWA, dated August 27, 2024;
• Soleada-Backbone Sewer, Water, and Recycled Water Plans, prepared by AAWA, dated August 23, 2024;
• Final Stormwater Quality Management Plan for TR 37119 South, prepared by AAWA, dated August 23, 2024 (for reference);
• Conditions of Approval for Tract 37119;
• Environmental Impact Report No. 376, Addendum No. 2, prepared by AAWA, dated November 2017; and
• General Habitat Assessment Consistency Analysis, dated September 2017.
TR37119 proposes a Schedule “A” subdivision of 161.67 acres into 373 single-family residential lots, three (3) open space lots, two (2) parks, two (2) water quality basin lots, one (1) recreation centers, and two (2) lots for future high -density residential development. The subdivision is proposed to be divided into five (5) phases.
As requested by the District, we have completed plan check for the Soleada (formerly The Crossroads) project and offer the following comments to the project applicant and engineer of 08/26/2025
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2255 Avenida De La Playa, Suite 5, La Jolla, CA 92037 Phone (858) 866-0128 www.cvaldo.com record. Please note that there are additional redlined comments in the report and plans that are not fully elaborated on below.
General Comments
1. It is encouraged that the applicant consider a design of sediment debris basins at the upstream drainage collection locations upstream of the inlets that collect drainage from the upper watershed for the southern portion of the project rather than bulking the flows as presented .
Either way, the inlet facilities for these collections must be included in the plans and they are currently not included in the storm drain plans provided.
2. The Geotech report found in the WQMP and Conditions of Approval ( COA) No 015 – MM C.1-2 cited that there is liquefaction potential within the Planning Areas 1 through 7, 9, and
12. Given this information, please provide clear limits of these potential areas and identify and address remedial measures to be taken for any drainage facilities within these areas.
3. As noted in COA 050 -Planning MAP – ECS PIT/MINE SHAFT, clearly identify the location of the mine shaft(s), pit(s), and/or adit(s) shall be located on the Mass Grading Plans, Street Improvement Plans, and Storm Drain Plans and provide direction to/from the project Geotechnical Engineer as to how to remediate this area to prevent construction and post - construction structural failures due to these subterranean discontinuities.
4. Provide the Rough Grading Plan to confirm the lines and grades of the two basins for your stage/storage/discharge curve in the basin analyses.
5. The copy of MS4340, drawing 4 -1161 is an unsigned copy with a relocation of Lat Q6.
Confirm if this is constructed and provide signed as-built documents when available.
Hydrology Report
1. Refer to the redlines for minor comments/inconsistencies within the rational method hydrology study for the north and south portions of the tract. In particular please address the following:
a. For locations with “User defined flow information,” please annotate these locations of the report to clarify where the calculations for the inputs are to be found in other locations of the reports, either refer to the numbered series hydrology calculations or bulking calculations, as applicable. This will provide ease of cross-checking in the next submittal. b. There are two areas west of Winchester Road adjacent to subareas that drain from Nodes 501 to 502 that are not clearly identified with areas and lengths and upstream and downstream nodes. Please clarify on the map where these areas are added within the drainage calculations (if these are sub area additions, please add an area from these areas pointing to the node where they are added, etc).
c. Node 505 to 506 appear to have a different flow distance in the calculations than noted on the Hydrology Map. Please rectify.
d. Node 506 to 507 appears to have a different channel length than referenced on the Hydrology Map. Please rectify.
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Mr. Benjie Cho Page 3 of 15 10/04/24
2255 Avenida De La Playa, Suite 5, La Jolla, CA 92037 Phone (858) 866-0128 www.cvaldo.com e. Node 128 to 129 appears to duplicate the area and flow length from Node 123 to 124. Please rectify.
f. Node 420 to 421 appears to duplicate the area and flow length from Node 423 to 424. Please rectify.
g. The upper subareas for the South Basin drainage utilize undeveloped land use for the upper watershed drainage areas that are offsite. Though these areas appear to not be easily developed, the area appears to be in a County area zoned for residential uses. Therefore, please use the future ultimate land use, or provide correspondence from the County Planning Department stating that due to other development standards, such as steep slopes, that the areas may not be developed for future residential uses or provide updated zoning maps, as applicable, to substantiate that these areas will remain undeveloped into the ultimate future. h. Correct the Hydrology Map elevation for node 401.
2. Please annotate the WSPG input file prints with an explanation of the reference for the upstream head on each system analyzed and refer to the section of the hydraulic analysis or basin modeling or reference plans (and sheet number) for locations connecting to existing systems and relying on as-builts.
3. For the precast RCB WSPG, please include the haunch geometry in the hydraulic analysis to accurately reflect the roughness on the conveyance and use 0.014 for Manning’s roughness for RCB facilities.
4. A number of laterals on the storm drain plans are currently shown beginning with a concrete bulkhead. Please provide an inlet to the system to not create dry storm drain pipelines. The District will not accept maintenance of dry facilities. Also, include the anticipated beginning of the laterals in the WSPG hydraulic analysis for these facilities.
5. Please include a table at the beginning of the catch basin hydraulics to identify the following items for each inlet: Hydrology Node number, Q10, Q100, Q bypass, catch basin bypass flows to, sum of Q to inlet plus bypass addition, capacity of inlet.
6. The Hydrology Map showing the “200 Series” and “500 Series” appears to show flow from area to the southwest of Rice Road that may flow to Rice Road. It is unclear how the interim condition development will divert this flow to not flow into the project site. Please provide some sort of drainage along the southwest side of Rice to ensure that this flow does not enter the project boundaries.
7. Street hydraulics are run for Q100. Please provide an emergency run that assumes upstream inlets are clogged to determine if flow can be maintained within ROW for this case. Please also verify max and min street slopes for analysis.
8. Please design the emergency spillways for the condition where the basin is full and the peak storm arrives (e.g. for the North basin, Q(100 year-1hour) = 180.42 cfs per Table 6, for South basin, Q(100 year-1 hour) = 357.50 cfs per Table 7). It is unclear that the value in Table 7 includes the bulked flow calculations referenced in the report analyses. The flow bulking 08/26/2025
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2255 Avenida De La Playa, Suite 5, La Jolla, CA 92037 Phone (858) 866-0128 www.cvaldo.com calculations were not easily found in the report. Be sure to include a separate section in the Hydrology Calculation Appendix for these.
9. The stage/storage/discharge curves appear to include the pore space in the basin media and gravel zones in the storage calculations. This is acceptable for HCOC calculations, but should not be included for increased runoff and Q100 routing calculations.
10. The overflow weirs from the basins include the length of the outlets without a clogging factor.
Please use a 0.5 clogging factor for sizing the outlet opening lengths.
11. Please annotate the attached RCTD drainage study requirements and include in the appendix of the report for all storm drain facilities that are to be maintained by Riverside County Transportation Department.
Storm Drain Plans
1. The improvement plans must follow the standards and specifications set forth in the District’s Drafting Manual (August 2018). The Drafting Manual may be downloaded from the District’s website (https://rcflood.org/Submit-Plan-Check). The engineer is directed to carefully review the Drafting Manual and prepare the next submittal in accordance with its provisions and specifications, including but not limited to overall sheet layout, scaling, text placement, line weights, symbology and fonts.
2. On Sheet 1, please address the following:
a. Reorient the items on the title sheet per the District’s Drafting Standard. The sheet Index should be located centered and above the drawing standards list. b. Add the RCTD Laserfiche Metadata block in the bottom right corner to include the following information: Planning Case No, IP No., Year Signed, Plan File No., Section, Township, and Range.
c. Show locations of borings on the index map per General Note 15.
3. Please address the following global comments within the plan set:
a. Maintenance Plan should match the exhibit on the District’s website, including table.
Also, clarify RCFD reference.
b. Add a separate dimension arrow from the dimension text for the maintenance entity such that junctions, manholes, and similar structures are clearly noted as having a maintenance entity.
c. Use the RCTD signature block that reads vertically along the left side of the sheet. d. On the profile the thickness for the pipe shall be 0.06” per the District’s Drafting Manual. e. Proposed Finish Surface shall be labeled Finished Surface on both the profile and cross section. The labeling shall be consistent for the same feature. f. The District maintenance department requires that the minimum RCB height be seven feet.
g. Show the dimensions of the storm drain from centerline of pipe to end of easement or right-of-way or adjacent property line at the ends of the plan view drawing outside of the 08/26/2025
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2255 Avenida De La Playa, Suite 5, La Jolla, CA 92037 Phone (858) 866-0128 www.cvaldo.com match lines. Remove extra dimension lines shown within the middle of the plan view drawing to increase clarity and decrease clutter on the sheets.
4. Sheet 23, Line J has two inlets in series. RCTD does not allow inlets in series. These inlets should be drawn in the profile and include a typical section.
5. Confirm sizing of riprap at the downstream end of the forebay structures that convey drainage to the two basins.
6. On Sheet 24, CP-3 and CP-4 meet in a manhole, but the HGLs are shown at a different height in the tributary pipe. Please adjust to match the HGL in the pipe from the downstream pipe hydraulic analysis.
7. On Sheets 29 and 30, the plans present a modification to Standard Plan CB110, please consider another standard plan for the grated inlet design, otherwise provide structural calculations for the proposed modification.
8. Line H begins in Rice Road with a concrete bulkhead on Sheet 22. This line and the upstream collection inlet must be constructed with these plans for the safe conveyance of these flows.
There must be access for maintenance of the inlet designed for the bulked flows. The District will not accept maintenance of dry facilities.
9. Line G is intended to collect the majority of offsite flows and the upstream inlet and maintenance access thereto must be included with these plans. The District will not accept maintenance of dry facilities.
10. Add the Drainage Maintenance Exhibit provided as Sheet 2 of the Storm Drain Plans.
11. The District will require a blanket easement for access into the basins. Easements for facilities not including within the road ROW will require easements per guidance available on the District website. The District will likely maintain the forebay structure if it is tied to the outlets into the basins and these must be included within a District easement.
12. Please see the attached guidance for design of precast RCBs.
Mass Grading Plans
1. Confirm that the access road access geometrics for the two basins is in conformance with the County’s Basin Guidelines provided in Appendix C of the LID Handbook.
2. There is a significant flow from offsite to the southern area depicted on Sheet 13. Please devise an interim condition non-erosive conveyance to safely convey these flows through the site prior to rough grading and complete tract street design.
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3. The mass grading plan should include sediment traps designed in accordance with the State Water Board’s General Construction Permit. Please provide design sizing of these basins in the Hydrology Report.
4. Are the multi -use basins intended to be completed with the mass grading or with a rough grading plan? How will the outlets function in an interim condition if the bioretention basins are to be completed later? The storm drain plans show underdrain pipes connecting to the outlets. Please rectify the discrepancy in these plan sets.
Environmental Requirements
1. Summary Matrix:
Fill in as yes, no, N/A (not applicable) or TBD (to be determined) Environmental
Compliance
Requirement
Document/
Permit
Required?
Proper
Document/
Permit
Received?
Onsite/Off-
site
Mitigation/
Fee
Required?
Proof of
Completed
Mitigation
Provided?
Does
Mitigation
Preclude
RCFCD
Maintenance?
Missing
Information
CEQA
Compliance
Yes No Yes No TBD A copy of
the EIR No.
376 and
NOD, and
Addendum
No. 2 NOD
MSHCP
Conformance
No Yes Yes No No None
ACOE 404
Permit
No N/A N/A N/A No None
RWQCB 401
Certification
No N/A N/A N/A No None
CDFW 1602
Streambed
Alteration
Agreement
No N/A N/A N/A No None
2. Project Description
Tentative Tract Map No. 37119 (TR 37119) proposed flood control improvements associated with The Crossroads in Winchester Specific Plan No. 288, Amendment No. 2 (SP288A2), in the southwestern portion of Riverside County within Riverside County (County). The Project includes a Schedule “A” subdivision of 161.67 acres into 373 single -family residential lots, three (3) open space lots, two (2) parks, two (2) water quality basin lots, one (1) recreation centers, and two (2) lots for future high -density residential development. The subdivision is proposed to be divided into five (5) phases.
The proposed flood control facilities for TR 37119 include catch basins, concrete drop inlet s, junction structures, manholes, , transition structures, concrete bulkheads, curb and gutter, curb inlet catch basins, , concrete protection for pipes, , concrete collars, 18 inch RCP, 24 inch RCP, 30 inch RCP, 36 inch RCP, 48 inch RCP, 54 inch RCP, backing no. 3 riprap, and headwalls and wingwalls.
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3. CEQA Compliance
a. Summary Statement
The approval of TR 37119 and the larger project is a discretionary action by the County and is, therefore, subject to the California Environmental Quality Act (CEQA). An Environmental Impact Report (EIR) No. 376 was initially certified and adopted by the Riverside County Board of Supervisors on April 29, 1997, under Resolution No. 97‐091, in conjunction with the approval of the Crossroads in Winchester Specific Plan (SP288). In 2005, an amendment (SP288A1) was proposed but later withdrawn. A subsequent amendment (SP288A2) added 15 acres to SP288, expanding it to 237 acres and revising the land uses.
For the current project, an Addendum No. 2 to EIR No. 376 and a Mitigation Monitoring and Reporting Program (MMRP) were prepared. The Initial Study and the mitigation monitoring program collectively comprise Addendum No. 2 to EIR No. 376. The Project will be required to implement all mitigation measures in the EIR No. 376 MMRP.
Salt Creek Channel runs parallel to the northern edge of SP288A2. In 1994, a Memorandum of Understanding (MOU) was signed by the County, the Metropolitan Water District of Southern California (MWD), the City of Hemet, the District, and the Riverside County Transportation Commission for the construction of Salt Creek channel and a series of transportation-oriented improvements. Per the MOU, a fully improved flood control channel facility will be constructed between Rice Road east of Cawston Avenue. The portion of Salt Creek affecting the project site will be improved under this program. MWD will manage the construction of the improvements, and the District will accept responsibility for the facility's long-term maintenance. Once the creek channel is improved to Rice Road and farther downstream to Lindenberger Road, the 100 -year flood boundaries will be contained within the channel. The grading plan for the Project includes raising the elevation of the northern portion of the project site above the Salt Creek floodplain elevation. The planned Salt Creek improvements, along with increasing the elevation of the northern site area, will eliminate the Zone "A" floodplain designation, and the planned uses could proceed without flooding hazards. The Project is an implementing project under SP288A2 and will be conditioned to construct the appropriate facilities.
The Project site drains naturally into two separate watersheds: the Santa Ana Watershed and the Santa Margarita Watershed. Approximately 100 acres of the northern portion of the Project site fall within the Santa Ana River Watershed, serving as a tributary to the Salt Creek Channel. The expansion of the Salt Creek Channel since the approval of SP288 has significantly reduced the floodplain over the Project area. A bio -retention water quality basin is proposed in SP288A2 Planning Area 8 (TR 37119, lot 8) at the southwest corner of Seta Road and Domenigoni Parkway. No mitigation is required for the increased runoff from developments draining into the Salt Creek Channel, aside from the Hydrologic Conditions of Concern mitigation identified in the Preliminary Project Specific Water Quality Management Plan for Conestoga – Crossroads South.
The southerly portion of the Project site is within the Santa Margarita Watershed and is tributary to Murrieta Creek/Warm Springs Valley. The drainage plan for this portion of TR 08/26/2025
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2255 Avenida De La Playa, Suite 5, La Jolla, CA 92037 Phone (858) 866-0128 www.cvaldo.com 37119 proposes a slight variation from what was presented in SP288A2. Initially, SP288A2 anticipated capturing and bypassing off -site runoff while mitigating on -site increases to match pre-SP288A2 flows using on-site detention basins. SP288A1 proposed connecting to a double 3-foot high by 6 -foot-wide reinforced concrete box constructed with the widening of Highway 79. Subsequently, a claim was filed against the County by a downstream property owner, arguing that the upsized street crossing did not provide the same level of low -flow runoff protection as the undersized culvert before Highway 79's widening. To resolve this, the County constructed a detention basin at the northwest corner of Highway 79 and Old Newport Road, restoring flow conditions to their pre -widening state. The County collaborated with Rancon (the applicant for SP288A2) to ensure that the basin could be expanded when TR 37119 was developed. Further coordination occurred between the County, Rancon, and Valley -Wide Recreation and Parks District to meet park requirements, resulting in a joint -use basin agreement. The southerly portion of the Project site includes a water quality/mitigation basin at the northwest corner of Old Newport Road and Highway 79/Winchester Road, where project-generated runoff will be directed to this basin (located on TR 37119, lot 379), treating water quality and reducing flows with 2 -, 5-, 10-, and 100-year frequencies down to existing conditions.
Post-construction, stormwater from the Project site may convey pollutants from urban runoff into the Project’s storm drain system. However, as discussed in Addendum No. 2, TR37119 includes two water quality basins on lots 379 and 380 designed to treat stormwater pollutants of concern and slow runoff before they enter the storm drain system.
For the Santa Ana Watershed portion, runoff will be routed to a bioremediation basin (located on TR 37119, lot 380), where it will be detained and treated before discharge through existing culvert pipes. In the Santa Margarita Watershed, runoff will drain to the existing detention basin at the northwest corner of Highway 79 and Old Newport Road, which currently functions as a sediment barrier. Because the Project’s drainage system is designed to maintain the existing drainage patterns and conditions, the implementation will not substantially alter these patterns or cause significant on- or off-site flooding. b. Required CEQA Documents
The County prepared Addendum No. 2 for the Project dated November 2017. The applicant has provided a copy of Addendum No. 2. The flood control improvements are generally described in Section V under Biological Resources and Hydrology and Water Quality.
However, the applicant did not provide a copy of EIR No. 376 and a Notice of Determination (NOD), and none was available on CEQAnet, the Office of Planning and Research's online database.
While the available documents demonstrate County action in compliance with the CEQA process, they are insufficient for the purposes of this District environmental review. It is requested that the applicant provide a copy of EIR No. 376 and NOD. c. Required Onsite/Off-site Mitigation
Addendum No. 2 includes mitigation measures for biological resources, including a non - jurisdictional determination from the Army Corps of Engineers (ACOE) and California 08/26/2025
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Mr. Benjie Cho Page 9 of 15 10/04/24
2255 Avenida De La Playa, Suite 5, La Jolla, CA 92037 Phone (858) 866-0128 www.cvaldo.com Department of Fish and Wildlife (CDFW) staff shall be obtained or applicable permits obtained by implementing Project developers from these agencies before development of the planning areas Planning Area 1 through 4 (MM Bio 1). However, TR 37118 applies for Planning Areas 11 through 17. All development within the Specific Plan boundaries shall be subject to future requirements adopted by the County to implement the NPDES program.
These requirements may include, but are not limited to, on-site stormwater retention, covered storage of all outside facilities, vegetated swales, and monitoring programs (MM C.7-3). Off- site drainage improvements, if any, will be provided at the subdivision phase of the project as required by the District (MM C.4-8).
As stated in Addendum No. 2, the applicant is responsible for implementing CEQA mitigation measures before and during Project construction.
d. Missing Information
• EIR No. 376 and NOD
• Addendum No.2 NOD
4. Western Riverside Multiple Species Habitat Conservation Plan Compliance a. Summary Statement
ESI prepared an updated general habitat assessment, MSHCP Consistency Analysis, and focused burrowing owl and narrow endemic plant surveys for the Project site on September 27, 2017. According to Addendum No. 2, the project site is located within the boundaries of the Western Riverside County Multiple Species Habitat Conservation Plan (MSHCP) but not located within a Criteria Area. The Project site is located within the Harvest Valley/Winchester Area Plan of the MSHCP. The Project is not located within a core reserve of the Stephens’ Kangaroo Rat (SKR) Habitat Conservation Plan (HCP). ESI conducted General Habitat, Focused NEPS, and Focused BUOW surveys in June, July, and August of 2017, pursuant to Sections 6.3.2 and 6.1.3 of the MSHCP and, ACOE and CDFW guidelines.
Potential riparian -associated features, vegetation, hydrology, soils, and ACOE/CDFW jurisdictional limits were generally evaluated. No MSHCP Section 6.1.2 habitats or other jurisdictional areas were recorded on site, so no further studies for these resources are required.
No narrow endemic plant species (Group 3, 6 species) were recorded on -site during the 2017 focused botanical surveys. However, a special -status habitat, riverside sage scrub (RSS), is present on -site and supports several special -status species. Compliance with the MSHCP would mitigate impacts to RSS and those species associated with this sensitive habitat type.
There were no special-status plant species on the Project site.
No direct BUOW observations or signs (feathers, pellets, fecal material, prey remains, etc.) were recorded during the August 2017 focused survey effort. However, preconstruction surveys would be required prior to any construction activities due to the presence of suitable BUOW habitat and the high occurrence potential on the Project site. Before issuing a grading permit, the Project developer must pay the regional impact MSHCP mitigation fee established by Riverside County.
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Mr. Benjie Cho Page 10 of 15 10/04/24
2255 Avenida De La Playa, Suite 5, La Jolla, CA 92037 Phone (858) 866-0128 www.cvaldo.com The Addendum No. 2 concluded that the Project would be fully consistent with the MSHCP.
b. Required MSHCP Documents
See 4.a.
c. Required MSHCP Onsite/Off-site Mitigation/Fees
The applicant is required to take mitigation measures to mitigate the impact on biological resources. According to Addendum No. 2, because the Project would not conflict with any MSHCP policies, and the Project developer will pay the MSHCP and SKR HCP fees.
d. Missing Information
• None
5. Army Corps of Engineers (ACOE) Section 404 Permit Requirements a. Summary Statement
The Project does n ot support any potential ACOE wetland or non -wetland ephemeral waters of the United States. No evidence of any natural stream courses, riparian areas, or vernal pools were recorded on the Project site. No blue‐line drainage occurs directly on‐site. One erosional drainage occurs in the southwestern portion of the site. However, due to long - standing anthropogenic disturbances from agricultural activities, the drainage loses its definition and, is obscured, and is cut off from conveying any extensive flows. Ac cordingly, this feature does not have a significant nexus to navigable waters. Water does not remain long enough to develop and support wetland hydrology and/or hydrophytic vegetation characteristics. Habitat value is low due to the absence of riparian vegetation, lack of species diversity, and prevalence of non-native vegetation. The drainage does not support fish and/or aquatic life. Addendum No. 2 states this drainage would not be regulated by ACOE and/or CDFW jurisdiction. Therefore, the site does not contain any riparian habitat, other sensitive natural community, or federally protected wetlands as defined by Section 404 of the Clean Water Act (including, but not limited to, marsh, vernal pool, coastal, etc.) that would be impacted by the development of the site.
b. Required ACOE Permit
See 5.a.
c. Required ACOE Permit Onsite/Off-site Mitigation
See 5.a.
d. Missing Information
• None
6. Regional Water Quality Control Board (RWQCB) 401 Certification Requirements a. Summary Statement
According to Addendum No. 2, impacts to Section 401 waters are not anticipated, and no Water Quality Certification from the RWQCB is required.
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Mr. Benjie Cho Page 11 of 15 10/04/24
2255 Avenida De La Playa, Suite 5, La Jolla, CA 92037 Phone (858) 866-0128 www.cvaldo.com b. Required RWQCB Permits
See 6.a.
c. Required RWQCB Onsite/Off-site Mitigation
See 6.a.
d. Missing Information
• None
7. California Department of Fish and Wildlife (CDFW) 1602 Permit Requirements a. Summary Statement
The Project will not directly modify a river, streambed, or lake. According to Addendum No. 2, impacts to Section 1602 waters are not anticipated, and no Section 1602 Streambed Alteration Agreement from the CDFW is required.
b. Required CDFW Permits
See 7.a.
c. Required CDFW Onsite/Off-site Mitigation/Fees
See 7.a.
d. Missing Information
• None
Construction Inspection and Facility Acceptance
Inspection and maintenance of the storm drainage system to be constructed with this project must be performed by either the City of Menifee or the Flood Control District. If the District is willing to maintain the proposed drainage system, it must be designed to District standards. Three items must be accomplished prior to recordation of the final map or starting construction of the drainage facility: 1) the engineer (owner) shall submit to the District the preliminary title reports, plat and legal descriptions for all right of way to be conveyed to the District and secure that right of way to the satisfaction of the District; 2) an agreement with the District must be executed which establishes the terms and conditions of inspection, operation and maintenance; and 3) plans for the facility must be signed by the District’s General Manager -Chief Engineer. The plans cannot be signed prior to execution of the agreement. An application for Cooperative Agreement must be submitted, via the plan checker , to Ann Marie Rolle of the District’s Contract Services Section. The agreement application shall note the project number, location, briefly describe the system (sizes and lengths) and include half sized reduced plans and an exhibit that shows the proposed alignment. Note that design changes after submitting the agreement application, or submitting an incomplete application, (i.e. lacking a finalized project description, authorized signatories, legal plats and descriptions, etc.) may cause delays in preparing the agreement. All right of way transfer issues must be coordinated with Dennis Odenbaugh of the District’s Developer ROW Services Section.
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Mr. Benjie Cho Page 12 of 15 10/04/24
2255 Avenida De La Playa, Suite 5, La Jolla, CA 92037 Phone (858) 866-0128 www.cvaldo.com Prior to scheduling a pre -construction meeting and issuance of the notice to proceed with construction of drainage facilities that the District would assume ultimate maintenance responsibility, the following seven items must be provided to Ann Marie Rolle of the District ’s Contract Services Section:
1. Construction Inspection Fees;
2. Confirmation of Bond Acceptance by the Bond Holder;
3. Approved Liability Insurance Certificate Listing District as Additional Insured;
4. Worker’ Compensation Insurance Certificate;
5. Contractor Designation and Construction Schedule;
6. Proper 20-Day Notice of Intent to Start Construction; and
7. Confined Space Procedure.
It should be noted that the comments herein are based on plans, reports, and/or data submitted, which may be lacking information, or be incorrect, incomplete or otherwise deficient.
Additional comments may be expected after these materials have been resubmitted and further review has taken place. All comments, either written in red or contained in this letter, must be addressed or mutually resolved by the engineer and the plan checker prior to resubmittal. Failure to do so may result in future submittals being returned to the engineer with no further action taken. Review of plans and/or calculations by the consultant plan checker and/or the District does not relieve the Engineer of Record (EOR) of responsibility for the engineering design, adherence to codes or requirements, or issues that may arise resulting from errors or omissions of any kind.
Checked copies of the submitted materials have been returned to the engineer for corrections.
The resubmittal should be date stamped by the engineer and returned to the District office. Any plans shall be folded to 9"x12" with the title block showing . To help with the next review, we request a response letter prepared by the engineer of work addressing the above comments following the same numeric order of this letter. In addition, we request that the engineer of work return the previous redlined materials with the next submittal.
Sincerely,
CValdo Corporation RCFCWCD
Cory Jones, P.E. Ruddy Argueta, P.E.
Project Manager Engineering Project Manager
ec. Hannah Soroudi, [email protected];
Danielle Logsdon, [email protected];
Jessica Nieto, [email protected];
Allison Hill, [email protected];
Cassandra Sims, RCTD
LaKesha Sant, RCTD
Margaret Bornyasz, RCFC&WCD
Attachments
Ruddy Argueta, P.E.
Very truly
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Mr. Benjie Cho Page 13 of 15 10/04/24
2255 Avenida De La Playa, Suite 5, La Jolla, CA 92037 Phone (858) 866-0128 www.cvaldo.com Guidance Document for Plan Check Review of Precast Reinforced Concrete Boxes This document provides guidance for the review of plans that propose the use of precast reinforced concrete boxes (PRCB) in District projects. It includes specific considerations for manholes, lateral junctions, tie -ins to cast -in-place structures, and general structural and hydraulic calculations. Some submittals will be made at the Plan Check stage, while others will be made at the Construction Management stage as "Pre -Construction Deliverables". Plan Check may assist in the review of Pre -Construction Deliverables upon request by Construction Management.
Manholes at PRCB
1. Stationing Adjustments:
• Construction Management (CM) will handle adjustments in stationing for manhole (MH) locations in the field to ensure manholes are centered lengthwise in the PRCB units. Pre-adjustment on plans is not required.
2. Structural Calculations for Manhole Openings (Pre-Construction Deliverable):
• Submitted at the CM stage, CM Manager may request Plan Check to review this pre-construction deliverable since shop drawings are typically not available at the Plan Check stage.
• Structural calculations and detailing shall be prepared by the manufacturer and reviewed to confirm adequacy for precast units with (MH) openings.
3. Pipe Seat Detail (Pre-Construction Deliverable):
• Pipe seat details can be deferred to shop drawings.
4. Anchoring of Steps (Pre-Construction Deliverable):
• Details for step anchoring (hole diameter, epoxy spec, etc.) can be deferred to shop drawings. Plans shall call for a standard MH No. 3 which includes note 3 for detailing.
• Haunches are generally not considered problematic for maintenance personnel.
Reviewer shall confirm the lowest step is a maximum of 2 feet above invert and the haunch below the bottom step matches the adjacent haunches. Any alternative requests from operations will be considered on a case-by-case basis.
Lateral Junctions to PRCB
1. Structural Calculations and Detailing for Openings (Pre-Construction Deliverable):
• Submitted at the CM stage, CM manager may request Plan Check to review this pre-construction deliverable since shop drawings are typically not available at the Plan Check stage.
• Structural calculations and detailing should be prepared by the manufacturer.
This shall be reviewed to confirm adequacy for precast units with openings for 08/26/2025
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Mr. Benjie Cho Page 14 of 15 10/04/24
2255 Avenida De La Playa, Suite 5, La Jolla, CA 92037 Phone (858) 866-0128 www.cvaldo.com laterals. This ensures openings are structurally sound and aligns with District standards.
• As an alternative to including lateral junction openings in PRCB units, at the location where there are lateral junctions, the box can be designed as cast-in-place and the plans refer to the applicable cast-in-place junction structure District Standard Drawing. In this case, the cast-in-place beginning and ending stations for each junction shall be called out on the plan and profile.
2. Horizontal Alignment Changes for Laterals Tying to PRCB:
• CM will handle lateral drain horizontal alignment changes in the field as needed to tie laterals into PRCB side wall openings. Design engineer does not need to consider precast unit lengths when stationing lateral junction locations at the Plan Check stage.
Tying PRCB to Cast-In-Place Sections
1. Tie-In Detail (Plan Check Review):
• Plans shall include a typical tie-in detail for precast to cast-in-place connections.
The detail must indicate the minimum exposed precast cage length, minimum splice length, and size and spacing of the cast-in-place section rebar to ensure proper tying of the precast unit to the cast-in-place section.
General Structural Calculations for PRCB Units with no Manholes or Lateral Junctions
1. When utilizing Caltrans Standard cast-in-place RCBs per Standard D83A and D83B, no structural calculations are required. Shop drawings will be required by CM (Pre- Construction Deliverable) to ensure conformance with the Caltrans Standards.
2. Calculations for Site-Specific Design Precast Units (Pre-Construction Deliverable):
• Submitted at the CM stage, CM manager may request Plan Check to review this pre-construction deliverable since shop drawings are typically not available at the Plan Check stage.
• For site-specific designs (not Caltrans Standard), manufacturers shall submit supporting details and structural calculations. These will be reviewed to ensure adequacy for loading conditions.
Hydraulic Calculations for PRCB
1. WSPG analysis (Plan Check Review):
• WSPG hydraulic calculations for PRCB sections shall decrease the modeled RCB width (compared to the design width) to account for the lost conveyance (cross sectional area) due to the haunches. For example, if a 12' wide by 8' high PRCB (96 s.f. of conveyance based on 12' x 8' dimensions) had 0.5 square foot haunches, the resulting conveyance would be 94 s.f. (conveyance = 96 s.f. – 4 haunches x 0.5 s.f. / haunch), and the WSPG would model this section as 11.75' wide x 8' high (= 94 s.f.). The reason we decrease the modeled width rather than the height is that a decrease in height would not impact the HGL if the RCB were flowing open channel, whereas the decrease in width will reflect impacts to the HGL in an open channel flow scenario.
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Mr. Benjie Cho Page 15 of 15 10/04/24
2255 Avenida De La Playa, Suite 5, La Jolla, CA 92037 Phone (858) 866-0128 www.cvaldo.com • Alternatively, the designer may also choose to model the RCB in WSPG as a channel type 6, irregular, with a covered top to account for the haunches in the hydraulic analysis. This approach allows for a more detailed representation of the RCB geometry, particularly where haunches may significantly impact the flow, though it may add complexity to the calculations. Designers should determine the most appropriate modeling approach based on project-specific considerations and hydraulic analysis needs.
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RIVERSIDE COUNTY FLOOD CONTROL AND WATER CONSERVATION DISTRICT
GENERAL NOTES
1. THE CONTRACTOR SHALL CONSTRUCT THE FLOOD CONTROL IMPROVEMENTS SHOWN ON THE DRAWINGS IN
CONFORMANCE WITH THE REQUIREMENTS OF THE RIVERSIDE COUNTY FLOOD CONTROL AND WATER CONSERVATION “DISTRICT'S (DISTRICT) M.O.U. STANDARD SPECIFICATIONS DATED MARCH 2020 AND DISTRICT STANDARD DRAWINGS. FOR THE LATEST STANDARD DRAWINGS, PLEASE REFER TO THE "ENGINEERING TOOLS” PAGE FOUND ON THE “BUSINESS” ©) DESERT ’ SECTION OF THE DISTRICT'S WEBSITE.
HOT SPRINGS
2. CONTACT THE ENCROACHMENT PERMIT ENGINEER AT 951.955.1266 IF AN ENCROACHMENT PERMIT IS REQUIRED FROM THE DISTRICT. AFTER THE PERMIT IS ISSUED, THE DISTRICT MUST BE NOTIFIED ONE (1) WEEK PRIOR TO CONSTRUCTION.
3. CONTACT CONSTRUCTION MANAGEMENT AT 951.955.1288 IF CONSTRUCTION INSPECTION WILL BE PERFORMED BY THE DISTRICT. THE DISTRICT MUST BE NOTIFIED TWENTY (20) DAYS PRIOR TO CONSTRUCTION.
4. ALL STATIONING REFERS TO CENTERLINE OF CONSTRUCTION UNLESS OTHERWISE NOTED.
5. STATIONING FOR LATERALS AND CONNECTOR PIPES REFER TO THE CENTERLINE INTERSECTION STATIONS.
6. FORTY-EIGHT (48) HOURS BEFORE EXCAVATION, CALL UNDERGROUND SERVICE ALERT AT 1.800.227.2600.
7. ALL ELEVATIONS SHOWN ARE IN FEET AND DECIMALS THEREOF BASED ON THE NORTH AMERICAN VERTICAL DATUM (NAVD 88).
8. ALL COORDINATES ARE SHOWN IN FEET AND DECIMALS ana ON THE NORTH AMERICAN DATUM (NAD 83),
SAN BERNARDINO COUNTY
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a 9. ALL CROSS SECTIONS ARE TAKEN LOOKING DOWNSTREAM.
) weeecaay = | 10. ELEVATIONS OF UTILITIES ARE APPROXIMATE UNLESS OTHERWISE NOTED.
N 11. UNLESS OTHERWISE SPECIFIED, MINIMUM STREET RECONSTRUCTION SHALL BE 4” TYPE "A” HOT MIX ASPHALT OVER 6” CLASS 2 AGGREGATE BASE OR AS SPECIFIED BY THE ENGINEER.
VICINITY MAP 12. OPENINGS RESULTING FROM THE CUTTING OR PARTIAL REMOVAL OF EXISTING CULVERTS, PIPES OR SIMILAR NTS. STRUCTURES TO BE ABANDONED SHALL BE SEALED WITH 6” OF CLASS "B” CONCRETE. ie) ENE INE 13. PIPE CONNECTED TO THE MAINLINE PIPE SHALL CONFORM TO JUNCTION STRUCTURE NO. 4 (JS 229) UNLESS SHEET INDEX SHEET NO OTHERWISE NOTED.
aera — 14,2PIPE BEDDING SHALL CONFORM TO DISTRICT STANDARD DRAWING NO. M815. a MAINTENANCE PLAN 2 154/BH-1 INDICATES SOIL BORING LOCATIONS BASED ON THE SOILS REPORT DATED . LOCATIONS SHOWN ARE PLAN & PROFILE 3-23 APPROXIMATE. LATERALS 24-26 ev DETAILS 27-30 16. 'V" IS THE DEPTH OF CATCH BASINS MEASURED FROM THE TOP OF CURB TO INVERT OF CONNECTOR PIPE. tate att. 17. CATCH BASINS SHALL BE LOCATED SO THAT LOCAL DEPRESSION SHALL BEGIN AT EXISTING CURB RETURN JOINT, er UNLESS OTHERWISE SPECIFIED. Le ee’ kon R.C.F.C & W.C.D. STANDARD DRAWINGS ry, (ver 18. ALL CURBS, GUTTERS, SIDEWALKS, DRIVEWAYS AND OTHER EXISTING IMPROVEMENTS ARE TO BE RECONSTRUCTED IN KIND AND AT THE SAME ELEVATION AND LOCATION AS THE EXISTING IMPROVEMENTS UNLESS OTHERWISE NOTED. CB 100 CATCH BASIN NO.1 CB 103 MANHOLE FRAME AND COVER 19. STANDARD DRAWINGS CALLED FOR ON THE PLAN AND PROFILE SHALL CONFORM TO DISTRICT STANDARD DRAWINGS PKWY CB 105 DETAIL OF CATCH BASIN OPENING & INSTALLATION UNLESS NOTED OTHERWISE.
DETAILS/REMOVABLE PROTECTION BAR FOR CB CB106 CATCH Pie REINFORCEMENT 20. THE CONTRACTOR IS REQUIRED TO CALL ALL UTILITY AGENCIES REGARDING TEMPORARY SHORING AND SUPPORT CB108 INLET TYPE X REQUIREMENTS FOR THE VARIOUS UTILITY LINES SHOWN ON THESE PLANS.
WESTERN CB 109 SPECIAL CONNECTIONS TO CATCH BASIN 21. DURING ROUGH GRADING OPERATIONS AND PRIOR TO CONSTRUCTION OF PERMANENT DRAINAGE STRUCTURES, _ END Pa yea See wae TEMPORARY DRAINAGE CONTROL SHOULD BE PROVIDED TO PREVENT PONDING WATER AND DAMAGE TO ADJACENT PROJECT JS 229 JUNCTION STRUCTURE NO. 4 PROPERTIES:
MH 251 MANHOLE NO. 1 22. APPROVAL OF THESE PLANS BY DISTRICT DOES NOT RELIEVE THE DEVELOPER’S ENGINEER OF RESPONSIBILITY FOR THE MH 252 MANHOLE NO. 2 ENGINEERING DESIGN. IF FIELD CHANGES ARE REQUIRED, IT WILL BE THE RESPONSIBILITY OF THE DESIGN ENGINEER TO MH 253 MANHOLE NO. 3 MAKE THE NECESSARY CORRECTIONS. 54 MANHOLE NO. 4 — MH 255 MANHOLE FRAME & COVER NON-ROCKING 23. THE CONTRACTOR OR DEVELOPER SHALL SECURE ALL REQUIRED ENCROACHMENT AND/OR STATE AND FEDERAL MH 257. MANHOLE SHAFT FOR CAST PIPE REGULATORY PERMITS PRIOR TO THE COMMENCEMENT OF ANY WORK.
MH 259 STANDARD DROP STEP 24. THE CONCRETE COATING ON THE INSIDE OF ALL REINFORCED CONCRETE PIPES AND STRUCTURES MUST BE INCREASED 8 5 me oe PNnGN SILLcTuRe Ho 3 TO PROVIDE A MINIMUM OF 1-1/2” OVER THE REINFORCING STEEL AND INCREASED TO A MINIMUM OF 3 1/2” OVER & Z “acs GONGRETE GOLLAR : REINFORCING STEEL FOR BOX CULVERT, WHEN DESIGN VELOCITIES EXCEED 20’ PER SECOND. THE CONCRETE DESIGN a < M 816 CONCRETE BULKHEAD STRENGTH IN THESE REACHES SHALL BE F'C=5,000 PSI FOR VELOCITIES EXCEEDING 20’ PER SECOND AND F’C=6,000 —} = 3 ; PS| FOR VELOCITIES EXCEEDING 30’ PER SECOND. S
= S RIVERSIDE COUNTY STANDARD DRAWINGS 25. CONSTRUCTION JOINTS FOR CALTRANS STANDARD REINFORCED CONCRETE BOX SHALL BE PLACED ACCORDING TO ;— & z STD 200 CURB AND GUITER ‘ DISTRICT STANDARD DRAWING NO. BOX 401. a a STD 300 CURB INLET CATCH BASIN 5 oO 5 > STD 311 GUTTER DEPRESSION FOR CURB OPENING™CATCH BASIN 26. ROCK FOR ACCESS ROADS, TURN AROUNDS AND OTHER AREAS WITHIN DISTRICT RIGHT OF WAY AS SHOWN ON THE — = Zz PROJECT DRAWINGS AND AS DIRECTED ae ENGINEER SHALL MEET THE REQUIREMENTS FOR 1” X NO.4 COARSE Q< 3 3 SPPWC DARD DRAWINGS AGGREGATE AS PER SECTION 90-1.02C(4)(B) OF THE CALTRANS SPECIFICATIONS. X VALUES FOR ROCK GRADATION -— s i Poe STAN ote FOR Ripe SHALL BE 75 AND 15 FOR 3/4” AND 3/8” RESPECTIVELY. ROCK SHALL ADDITIONALLY MEET THE SPREADING AND () e 4 Be shee BURG GIG GACH eet COMPACTION REQUIREMENTS OF SECTIONS 26-1.03D AND 26-1.03E OF THE CALTRANS SPECIFICATIONS. FURTHERMORE, o 2 e ROCK DEPTH SHALL NOT EXCEED 3” AND SHALL BE SUBJECT TO APPROVAL BY THE ENGINEER. ROCK SHALL NOT ©) g Ss PROJECT STD 307-3 CURB OPENING CATCH BASIN WITH MANHOLE IN STREET CRITN REENEL ED! BONCHETE BROBUGI = = STD 314-3 MODIFICATIONS FOR SIDE OPENING CATCH—BASIN i Oo i = FA END STD 380-4 CONCRETE COLLAR FOR RCP LASERFICHE METADATA 5 = PROJECT PLANNING CASE NO. TR 37119 Oe
a = N CALTRANS STANDARD DRAWINGS Links oul IF NO tHE oa = WW Us) 0728 TYPE G2 DRAINAGE INLET PDs s PLAN FILE NO.:
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& 2 APPROVED BY: C = af : GNED § WG Don't Dig...Until You Call: PERMANENT BENCH MARK: REVISIONS RIVERSIDE CQUNTY FLOOD CONTROL _! PROJECT NO. = e ALBERT A. ENGINEERING CONSULTANTS —_— U.S.A. Toll frees " 33 NAVORE aSeD OMNES CONTROL WATER Ci SsERVA IQN_ DISTRICT BELEN BRGRBONE AYN BY: AT —800-422—41 AND RCFC&WCD BENCHMARKS: 4 x 2 _ W E B B BH test) perry oe for the location | NEWPO2 (DX5632) — ELEV. 1497.91 > | Becongenge gor APPROVAL BY: mang a du sh ive STORM DRAIN DRAWING NO. a ww ASSOCIATES FAX (951) 788-1256 CONSTR. SET: 8/27/2024 NU) utility lines. ei0eee ah He ere Clann ¢ (44 Lay iW &- He's. WEEQ as 25 D RA FT CHECKED BY TMG | 4 vital services. a TITLE SHEET SHEET NO. ir ae | ‘ ———J pate: DATE: 1 35 to ENGINEER, RCE _C71582 DATE: PB NUMBER TWO WORKING ONS BEFORE YOU OG REF, DESCRIPTION ae | GRE TE: : a
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08/26/2025
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1485
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1455
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174.7 LF 48” RCP (1000D) 119.1 LF 36” RCP CLASS IV
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H:\2023\23-3358.01\DRAWINGS
CAD\FINAL\PLAN
SHEETS\TR
37119
BACKBONE\23-3358
SD
SHEETS
1.0WG
12/19/2024
10:14:06
PM
08/26/2025
C3
1490
1485
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12/19/2024 10:14:06 PM
H:\2023\23-3358.01\
DRAWINGS
CAD\FINAL\PLAN
SHEETS\TR
37119
BACKBONE\23-3358
SD
SHEETS
1.0WG
08/26/2025
C3
1500
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R 444.00’
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SUBMITTAL 1 — 30% — NOT FOR CONSTRUCTION
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RECMD
|
PLAN
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BACKBON
08/26/2025
C3
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12/19/2024 10:14:06 PM
H:\2023\23-3358.01\DRAWINGS
CAD\FINAL\PLAN
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37119
BACKBONE\23-3358
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1.0WG
08/26/2025
C3
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12/19/2024 10:14:06 PM
H:\2023\23-3358.01\DRAWINGS
CAD\FINAL\PLAN
SHEETS\TR
37119
BACKBONE\23-3358
SD
SHEETS
1.0WG
08/26/2025
C3
1520
1515
1510
1505
1500
1495
RECMD
|
PLAN
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OVERSIGHT
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REGISTRATION
NUMBER]
DATE
SIGNED
30+00 31+00 32+00 33+00
NOTE: CONTRACTOR SHALL PROTECT IN PLACE
ALL UTILITIES UNLESS OTHERWISE NOTED.
VELOCITY GREATER THAN 20 FPS. SEE NOTE 24 OF GENERAL NOTES ON SHT. 1 EXISTING SURFACE @
@ OF SD
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a a 6 Ea oO 1500 LATERAL @ STATON | WALL STATION | STRUCTURE | A | B | D1 | 02 |ELEVR|ELEVS q 8 HYDRAULIG. DATA sl ; cP-5 30+20.10 | 3042077 | MH.NO.1 | 70 | 18” | 24" | 24" | - - a Qioo q ; -
: LL Vioo =~8-fps a ‘ :
22 1495
ok ale 0 , mn ce = é NOTES eat -
@ Be be - @ @) _ CONSTRUCT 18” RCP (CLASS IV)
276.5 LF 24” RCP CLASS IV . 1 ft (@) CONSTRUCT 24” RCP (CLASS IV)
18.8 LF 24” RCP CLASS IV MAINTAINED BY R.C.T.D ( CONSTRUCT CATCH BASIN (SIZE PER PLAN) & LOCAL DEPRESSION PER CTD. HORIZ. 1”=20 RCTD STD. DWG. NO. 300 & 311 PROFILE VEE, Use ( CONSTRUCT MANHOLE #1 PER RCFC & WCD STD. DWG. NO. MH251 RY, @) —_ CONSTRUCT CONRETE COLLAR PER RCFC & WCD STD. DWG. NO. M803 Wk, oO y
AS GIG BASN NOS) a aM 59.00 RICE ROAD & 59.00’ Rw Ay > 30+ LINE A Weide Vo1088" EXISTING SURFACE N:2195847.6884 Ie " 4d E:6306290.3785 a 7 ar eee eee ar —-— — ; WIR8 © a EX RV — EXRW | ORWS
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BS | associates FAX (951) 788-1256 constr ers 12 19712086 4 bade pe ELEY. 1424.58 a eS DRAFT ceeckéo ev: TMG (2) tia senicds | LINE A PLAN & PROFILE SHEET NO.
So ENGINEER, RCE C71582 DATE: PB NUMBER: Tro Witag OWS BEFORE YoU DG REF. "DESCRIPTION — ‘appr. | pate | DATE OATE STA 30+00 TO STA 35+00 9 of 3S 12/19/2024 10:14:06 PM
H:\2023\23—3358.01\DRAWINGS
CAD\FINAL\PLAN
SHEETS\TR
37119
BACKBONE\23-3358
SD
SHEETS
1.DWG
08/26/2025
C3
1535
1530
1525
1520
1515
1510
1505
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|S 2 Qioo = 12 cfs g
oO] Zi ool. 4 Vioo = 9 fps +
me yy J q 5
5 a 3 = iS 2 MANHOLE / JUNCTION STRUCTURE DATA
in FA iz a as LATERAL € STATION WALL STATION STRUCTURE A B D1 O02 | ELEV R| ELEVS <Q) ni CP-6 334+12.48 334+14.48 MH NO. 1 45° 18” | 24” | 24” - o Oh. MZ = HYDRAULIC. DATA ok HYDRAULIC DATA UNE F 35+38.22 35+39.96 MH NO. 1 | 45° | 18” | 24” | 247 | - = falor HYDRAULIC DATA Qioo = 24 cfs az 00 = Vs Kala
ale Qioo = 24 cfs Vioo = 10 fps we 100. = > TPs
Or Vioo = 8 fps @
221.2 LF 24” RCP CLASS IV | 157.6 LF 24” RCP CLASS IV
1.9 LF 24” RCP CLASS V NOTES
MANTARED BY RETO, @ CONSTRUCT 18” RCP (CLASS IV)
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08/26/2025
C3
37+00 38+00 39+00 40+00
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5 Eg D RAFT CHECKED BY: © TMG Z vital services. — LINE A PLAN & PROFILE SHEET NO. & SE | ENGINEER RCE 71582 SATE: Sel wuiiser ») aoe = SOON saa Te OME Date STA 37+00 TO STA 39+46.85 11 of 35
08/26/2025
C3
1485
1480
1475
1470
1465
1460
10+00 11+00
NOTE: CONTRACTOR SHALL PROTECT IN PLACE
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RECMD
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$=0.0050 1473.14 BTM 8”, RW a 1472.33 TOP 24” SD
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Qioo = 19 cfs
” @® Vioo = 6 fps
PROFILE 42.2 LF 24” RCP CLASS IV
MAINTAINED BY R.C.T.D.
1485
1480
1475
1470
MANHOLE / JUNCTION STRUCTURE DATA
1465 LATERAL @ STATION WALL STATION | STRUCTURE A B c D1 02 | ELEV R| ELEV S UNE B 124+32.12 12+34.16 MH NO. 4 45 | 30") 7’ 48" | 54° |1468.54] 1468.53 UNE C 14+75.31 144+77.23 MH NO. 4 45 | 24" | 6 | 36" | 48” | 1469.97] 1469.96 1460
NOTES
(2) CONSTRUCT 24” RCP (CLASS IV)
(3) CONSTRUCT 30” RCP (CLASS IV)
HORIZ. 1”=20' VERT, 1”=5’ CONSTRUCT CONCRETE BULKHEAD PER RCFC & WCD STD. DWG. NO. M816 CONSTRUCT MANHOLE #4 PER RCFC & WCD STD. DWG. NO. MH254 CURVE DATA © ()
R 45,00" 22.50" a 4405'57" 671103" L 34.64" 26.38" T 18.23" 14.94" BC STA. 10+04.48| STA. 10+07.51 EC STA. 10+39.11|_ STA. 10+33.89 p| NORTHING — 2197092.296 |" 2197240.571 igasTING | 6306681.613 | 6306506.149 /
20'
TR 37119; IP#240031
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12/19/2024
10:14:06
PM H:\2023\23-3358.01\DRAWINGS CAD\FINAL\PLAN SHEETS\TR 37119 BACKBONE\23-3358 SD SHEETS 1.DWG 08/26/2025
C3
10+00 11+00 10+00 11+00 "ye
NOTE: CONTRACTOR SHALL PROTECT IN PLACE
ALL UTILITIES UNLESS OTHERWISE NOTED.
=<
2 bons |
1495 Is ¢ b EXISTING SURFACE @ 1495 1505 7 1505
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1490 Eos 1490 1500 2 ¢ OF SD 1500
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1485 1485 1495 I 1495
ag ee Oat t 1489.38 ToP 8” RW
| “o HGL [7] 1482-45 SIM 8" RW beetle 7 2?
1480 = 138062) 108 20" 80) (480 1490 1486.87 TOP 8” SWR 1490 = z= 1477.50 BTM 30” SD “ ene tu. S=0.0030 2 1474.95 TOP 8” SWR a MANHOLE / JUNCTION STRUCTURE DATA (=)
a Z| a LATERAL € STATION WALL STATION | STRUCTURE A 8 c 01 D2 | ELEV R| ELEV S 1475 fam : re 1475 1485 ae 19] 1485
co] Gu aS St UNE D 18+61.42 18+62.83 MH NO. 4 45° | 30” | 5.5° | 30” | 36” | 1477.71/1477.75 ire) foe) i=)
or ia = QF UNE E 21+86.95 214+88.19 JS NO. 2 45° | 18” 5 30” | 30” | 1489.01 | 1486.68 so al Ws =a
1470 ee OB 1470 1480 st <e ed 1480
ae di 5 10) BS @ ®t HYDRAULIC DATA
Oe . oz Qioo = 22 cfs
K7.8 LF 18” RCP (CLASS Vioo = 12 fps
41.9 tes os aes \V HYDRAULIC DAA MAINTAINED BY R.C.T.D. ——_ MA MEDS 0 eae PROFILE HORIZ. 1”=20' nee Pipe PROFILE VERT. 1°=5' NOTES CG) _ CONSTRUCT 18” RCP (CLASS IV)
® CONSTRUCT 30” RCP (CLASS IV)
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= = DERROVED BY Don't Dig...Until You Call: PERMANENT BENCH MARK REVISIONS RIVERSIDE COUNTY FLOOD CONTROL PROJECT NO. 5 ° A LB E RT A. ENGINEERING CONSULTANTS DESIGNED BY: WG ee ee en GAVORA RASEGN NS CONTHOL AND SOLEADA—BACKBONE z Q BABE Mconny RIREEL DRANNCEY: RH 1-800-422-4133 | AND RCFC&WCD BENCHMARKS: WATE OSEAN DET STORM DRAIN a ow W E B 83 PH. (951) 686-1070 - Bee for the location | NEWPO2 (DX5632) — ELEV. 1497.91 RECOMMENDED FOR APPROVAL BY: APPROVED BY: DRAWING NO. 18g |"Bereereres ° (051) 708-1258 com sc: 12/18/2024 a) tee | zoe Se 2 25 DRAFT CHECKED By: TMG ial sores. = LINE D & LINE E PLAN PROFILE SHEET NO. S a3 e — STA 10+00-10+69.64 & SI 55.6 35 & to ENGINEER, RCE C71582 DATE: PB NUMBER: TWO WORKING DAYS BEFORE YOU DIG REF. DESCRIPTION apPR. | pare | DATE DATE: 10+00-10+69.64 & STA 10+00.00-10+55.62 13° oF
12/19/2024
10:14:06
PM
H:\2023\23-3358.01\DRAWINGS
CAD\FINAL\PLAN
SHEETS\TR
37119
BACKBONE\23-—3358
SD
SHEETS
1.0WG
08/26/2025
C3
10+00 11+00 10+00 11+00
NOTE: CONTRACTOR SHALL PROTECT IN PLACE
ALL UTILITIES UNLESS OTHERWISE NOTED.
FINISHED SURFACE
EXISTING SURFACE
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12/19/2024 10:14:06 PM H:\2023\23-3358.01\DRAWINGS CAD\FINAL\PLAN SHEETS\TR 37119 BACKBONE\23-—3358 SD SHEETS 1.0WG
08/26/2025
C3
1480
1475
1470
1465
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1450
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NOTE: CONTRACTOR SHALL PROTECT IN PLACE
ALL UTILITIES UNLESS OTHERWISE NOTED.
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3 ES D RAFT CHECKED BY: © TMG vital services. | 744359 LINE Q PLAN & PROFILE SHEET NO. oe Si ENGINEER, RCE C71582 DATE: PB NUMBER: Two WOSONG ONS BEFORE YOU Om ELEV.1424.53 REF. TESURETION appR | ome | DATE: DATE: STA 30+96.61 TO STA 34+11.91 15 of 35
08/26/2025
C3
10+00
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ALL UTILITIES UNLESS OTHERWISE NOTED.
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ra} 2 APPROVED BY: Di i oo : : Don't Dig...Until You Call: PERMANENT BENCH MARK REVISIONS RIVERSIDE COUNTY FLOOD CONTROL = PROVECT NO. = e sepcepememgmenngy SNGNEERING. CONSLITANTS —— USA Tol Frees NAVEBS (BASED ON NGS CONTROL AND WATER CONSERVATION DISTRICT SUL EE Roem eNe h 1-800-422-4133 | RCFC&WCD BENCHMARKS:
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11+00
10+00
11+00
08/26/2025
C3
11+00 12+00 13+00
NOTE: CONTRACTOR SHALL PROTECT IN PLACE
ALL UTILITIES UNLESS OTHERWISE NOTED.
1535 1535
12/19/2024
11:18:03
PM
H:\2023\23-3358.01\DRAWINGS
CAD\FINAL\PLAN
SHEETS\TR
37119
BACKBONE\23-3358
SD
SHEETS
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08/26/2025
C3
13+00 14+00 15+00 16+00
NOTE: CONTRACTOR SHALL PROTECT IN PLACE
ALL UTILITIES UNLESS OTHERWISE NOTED.
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5 e ALBERT A. ENGNEERING CONSULTANTS pesigneo ay: WG en me You Call: roe. aye HO exec ano REVISIONS RIVERSIDE COUNTY FLOOD CONTROL SOLEADA—BACKBONE PROJECT NO. 5 Q W E 33 B RIVERSIDE CA. 92506 prawn ey: JH 1800242274159 || REECEWED BENCHMARIS ; Sen oe —_ — STORM DRAIN DRAWING NO ag EH. (981), 686 "1070 . HAHA ot. buried NEWPO2 (DX5632) 210626 _ a SM 3 a so ASSOCIATES FAX (951) 788-1256 CONSTR. SET: “ar fees. | FLEV.1497.91 euev. 1514.08 = [| 3 eo DRAFT cHecKeo er: TMG val srvices. | 714359 LINE G PLAN & PROFILE SHEET NO. & && | ENGNEER RCE C71582 Sate: Lanai Fie. 1424.53 = see aa tame | ONE oat STA 13+0Q TO STA 16+00 18 of 35
56 12/19/2024 11:18:03 PM
H:\2023\23-3358.01\ORAWINGS
CAD\FINAL\PLAN
SHEETS\TR
37119
BACKBONE\23-3358
SD
SHEETS
2.0WG
08/26/2025
C3
16+00 17+00 18+00 19+00 20+00
NOTE: CONTRACTOR SHALL PROTECT IN PLACE
ALL UTILITIES UNLESS OTHERWISE NOTED. aw
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08/26/2025
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08/26/2025
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08/26/2025
C3
1580
1575
1570
1565
1560
1555
1550
1545
10+00 11+00 12+00
NOTE: CONTRACTOR SHALL PROTECT IN PLACE
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08/26/2025
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10+00 11+00 12+00 135+00
12/19/2024
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rt] 2 APPROVED BY: Don't Di i , PERMANI NCH MARK REVISIONS RIVERSIDE COUNTY FLOOD CONTROL PROJECT NO. 5 2 a aS ENGINEERING CONSULTANTS Deseo oy _ Ri ii hee ee NAVDB8 En = NGS CONTROL AND “ WATER CON a W pisTR SOLEADA—BACKBONE , ‘ z G | ay a 4-800-422-4133 | RCFC&WCD BENCHMARKS: ‘ONS JON DISTRICT 2 = W E B B BN. (051) 85~1070 — = Es Guede NEWPO2 (DX5632 210626 ——] RECOMMENDED FOR APPROVAL, BY: APPROVED BY: STORM DRAIN DRAWING NO. a BH | associates FAX (951) 768-1256 constr. set: 12/19/2024 Ral ) ity nes. Newror Ox ore ———=— 2 gS DRAFT crecken ey: TMG é CY vat seniets. | 14359 5 LINE G INTERIM PLAN & PROFILE SHEET NO. fe oe ENGINEER, RCE C71582 DATE: PB NUMBER TWO WOKING DAYS BEFORE YOU DG ELEV.1424.53 TESURETON WR ONE] DATE: DATE STA 13+00 TO STA 17+00 25 of 35
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1535
1530
1525
1520
1515
1510
1505
1500
1495
1490
Loustne BASIN
10+00 11+00 12+00 13+00
NOTE: CONTRACTOR SHALL PROTECT IN PLACE
ALL UTILITIES UNLESS OTHERWISE NOTED.
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1528.24
EX GROUND @ & STORM DRAIN (28)
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a li ~=HYDRAULIC DATA Se al io Qioo = 56 cfs ths g Vjoo = 17 fps a i=} mA q
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+
2 189.0 LF 30” RCP (CLASS IV) 56.6 LF 30” RCP (CLASS IV)
T 1509.74 INV
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= =<
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eh sil S® ai2 i2
STA: 12+55.64 (59
END LINE G INT
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lines, provide
elevations
N:2194493.0528
E:6307467.4188 ——=—>___ 3
20’ ie} 20
1535.
1530
1525
1520
1515
1510
1505
1500
1495
HORIZ. 1”=20°
VERT. 1”=5'
CONSTRUCTION NOTES
haa SURFACE
=
MASS GRADING SURFACE
UNE K INTERIM 30” RCP~
SECTION AT STA. 11+50.00
r) INFORMATION NOTE |
| ALL _X-SECTIONS TAKEN! |
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L: cl
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- 11+95.72 114+97.56 MH NO. 14 30”
CONSTRUCT 30” RCP (CLASS IV)
CONSTRUCT MANHOLE #1 PER RCFC & WCD STD. DWG. NO. MH251 CONSTRUCT TEMPORARY TYPE X INLET PER RCFC & WCD STD. DWG. NO.
CB108 AND DETAILS ON SHEET 29
INSTALL FLARED END SECTION PER CALTRANS STD. DWG. NO. D94A
CURVE DATA in)
R 45.00’
A 90°00'00”
L 70.69"
T 45.00’
BC STA. 10+24.87
EC STA. 10+95.55
p NORTHING —_2194493.020
IEASTING | 6307397.551
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| DATE
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TR 37119; IP#240031
DESIGNED BY: WG Don't Dig...Until You Call: PERMANENT BENCH MARK REVISIONS RIVERSIDE COUNTY FLOOD CONTROL SOLEADA—BACKBONE PROJECT NO. - ENGINEERING CONSULTANTS = : : ; SE NTROL AND 3788 McCRAY STREET USA: Toll: Free: _soomcgras: [NORRIS WATER CONSERVATION DISTRICT RIVERSIDE CA. 92506 prawn ey: WG T8009 Age 183) (Ru SNARES STORM DRAIN . 4 for the location - RECOMMENDED FOR APPROVAL BY: APPROVED BY; DRAWING NO. “A PH. (951) 686-1070 12/19/2024 of, buried NEWPO2 (DX5632) 210626 OG | ASSOCIATES FAX (951) 788-1256 CONSTR. ‘SET: = ullty Wines, ELEV.1497.91 ELEV, 1514.08 = ih B DRAFT cuoneo sy: TG — ee LINE K INTERIM PLAN & PROFILE SHEET NO. = ENGINEER, RCE C71582 DATE: PB NUMBER TWO WORKING DAYS BEFORE YOU DG ELEV.1424.53 REF. DESCRIPTION appr. | DATE | DATE: DATE: STA 10+00 TO STA 12+54.14 27 of 35
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11:01:23
PM
SUBMITTAL 1 — 30% — NOT FOR CONSTRUCTION
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10+00 11+00 12+00 13+00
NOTE: CONTRACTOR SHALL PROTECT IN PLACE
ALL UTILITIES UNLESS OTHERWISE NOTED.
12/19/2024 11:01:23 PM
H:\2023\23-3358.01\DRAWINGS
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SHEETS
2 INT.DWG
1535 1535
x
men EXISTING SURFACE eo
ey ~ Sf oa a 1530 lc 58 1530 SS
ze BF MASS GRADING SURFACE EX GROUND @ © STORM DRAIN a 5 we a
FINISHED SURFACE @ @ STORM DRAIN z 1525 Lae ee “ LINE K INTERIM 30” RCP — Fra — SECTION AT STA. 11+50.00
1520 / UNDERGROUND DETENTION CHAMBERS
CONSTRUCTED IN ULTIMATE CONDITION
- ee = 1515 === =e a 1515
a SF ee | INFORMATION NOTE |
2 Qu
© al [= ALL X—SECTIONS TAKEN and ‘ - wy “| HYDRAULIC_DATA | 1510 LY ei ef iw a] ree Real = 1510 CL SSS a) = _ "a a = ca IN Qioo = 30 cfs ? ‘| ol ram HYDRAULIC DATA i) Vioo = 9 fps
i= =
ToS HYDRAULIC_DATA ee ey fee MANHOLE / JUNCTION STRUCTURE DATA ol- - f ’ ma 1505 as V2 = Hf fo Re he 1505 LATERAL @ staTION | WALL staTION| stRUcTURE | D | L REMOVE 95.6 LF OF 30” RCP & tS ic es 11495.72 11497.56 MH NO. 1 | 30" | 4° FLARED END IN ULTIMATE CONDITION 2f2 =
1500 ® 1500
< 97.7 LF 30” RCP (CLASS IV) 56.6 LF 30” RCP (CLASS IV) 1 1495 \ é» g MAINTAINED BY R.C.T.D. 1495
ied pier y
HORIZ. 1”=20'
1490 VERT. 1°=5'
PROFILE
/ \
CONSTRUCTION NOTES
Way 3 ” @ CONSTRUCT 30” RCP (CLASS IV)
: pat (7) CONSTRUCT MANHOLE #1 PER RCFC & WCD STD. DWG. NO. MH251 STA: _10+95.55 NO‘01'37°W CONSTRUCT TEMPORARY TYPE X INLET PER RCFC & WCD STD. DWG. NO. CONNECT TO UNDERGROUND CB108 AND DETAILS ON SHEET 29 DETENTION CHAMBERS Oo IN ULTIMATE CONDITION
S ray
a 2
lu Q @ LINE K 30” RCP
= z
a =
= 8 r—REMOVE 95.6 LF OF 30” RCP
wi S & FLARED END IN ULTIMATE CONDITION
=z
3! lz § a] [8 Pp Elevations 2
& ° UNDERGROUND DETENTION CHAMBERS Ss re wy o TO BE INSTALLED FOR ULTIMATE CONDITION S j’2) — S| 8 iva a
2 8 el] |e —_2>—— 8
g 20° ie} 20° - o = iS
a| lz a 8
i]
g| |g a a < s g) PLAN :
zg 2 TR 37119; IP#240031 3 5 8 :
oO le ’ 7 <
5 zs ae Rov _As, eae ces CSS RE Don't Dig...Until You Call: PERMANENT BENCH MARK REVISIONS RIVERSIDE coulis too CONTROL SOLEADA—BACKBONE PROJECT NO. a 3788 McCRAY STREET U.S.A. Toll Free: OEE EASED OF NGS CONTROL AND WATER CONSERVATION DISTRICT z ro) neuer: RH 4-800-422-4133 | RCFC&WCD BENCHMARKS: STORM DRAIN a =. W E B B ERE tsst Ge 02508 — lor the tecaton — RECOMMENDED FOR APPROVAL BY: APPROVED BY: DRAWING NO. ? is of burie 2 |_| = ag ASSOCIATES FAX (951) 788-1256 CONSTR. set: 12/19/2024 utility lines. aeviadret ; LEV. 1514.08 wy TIMeate gon) p [Ti9 Pa eG D RAFT CHECKED BY: TMG Gen eee ase LINE K PLAN & PROFILE SHEET NO. @ <a ENGINEER, RCE 071582 DATE: PB NUMBER Two WMuNG Days BEFORE vou OG ELENIA 24-59 REF. DESCRIPTION appr. | vate | OE: on _ 28 of 3S
08/26/2025
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RECMD
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OVERSIGHT
ENGINEER}
REGISTRATION
NUMBER}
DATE
SIGNED
APPROVED
AS TO
CONFORMANCE
WITH
APPLICABLE
COUNTY
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AND
PRACTICES.
Gj
Gi
Re < € eras GROUND §
a FINISHED GROUND a a -
1480 se ohm S53 1480 1480 or =X GROUND @ 55 1480
ha EX GROUND @ Sito 8 ghtoG @ sp 8
paste ey Sete aes it z 2oF id gerak BF +e 7 ——— ~ . i eT a * “OTM tti(“‘“C Cé‘C;O;*~‘ CS ~~] y-HGL “ : rise
= = SSODBV To RC || $=0.1116
* 1470 wl 1470 1470 w FS 1470
. a] =| 1470.63 BTM 18” SD
1471.86 BTM 18° SD 1466.92 TOP 8” WIR
"AN HYDRAULIC DATA
1460.94 TOP 6” SEWER HYDRAULIC DATA = ot Grea = Z us
Qo = 2 cfs HOES TES HYDRAULIC DATA We = 6 ips 1460 Qioo = 2 cfs 1460 1460 1460 Vioo = 3 fps @ 18.4 LF 18" RCP (CLASS IV)
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1490 1490.26 TOP 8” WIR 1491.50 BTM 18” SD 1491.19 TOP 8” WIR 1490 me 1488.95 TOP 8” Bale
HYDRAULIC_DATA HYDRAULIC DATA g
Qoo = 2 cfs Qo = 7 cfs a
Vioo = 9 fps Vioo = 12 fps =
8 io
19.9 LF 18" RCP (CLASS IV) ie 30.1 LF 18" RCP (CLASS M) 1480 I I | 1480 CONNECTOR PIPE EP-3 CONNECTOR PIPE CP—4
MAINTAINED BY 6 MAINTAINED BY 6 z
R.C.T.D. ‘A R.C.T.D. re 5
g
CONSTRUCTIO! OTES 8
oO
qd) CONSTRUCT 18” RCP (CLASS IV) :
‘®) CONSTRUCT MANHOLE #1 PER RCFC & WCD STD. DWG. NO. MH251 7 as
@ CONSTRUCT JUNCTION STRUCTURE #4 PER RCFC & WCD STD. DWG. NO. JS229 i]
2 =
TR 37119; IP#240031 3
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ENGINEER, RCE _C71582 DATE: P8_NUNBER: TWO ROSONG OAS BEFORE YOU REF. DESCRIPTION appR | pate | ONE DATE: 29 of 35
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ea
3 —X GROUND © ots 2 3
€ sp Selo5 oo S = 2
1520 gebet 1520 1530 8 1530
Seeing irs FINISHED GROUND = SS ES TTT oT ols = e¢so €X GROUND © az aeSit = stats
0 =s pf afm = — fee = Ss 8
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1504.50 _INV/ 9
HYDRAULIC DATA IZ HYDRAULIC DATA 1500 Gg = 5 ats 1500 1510 Qin = 2 es 1510 Vioo = 12 fps - Vioo = 11 fps
3 a 26.6 LF 18" RCP (CLASS IV) 43.0 LF 18" RCP (CLASS IV) i 1
CONNECTOR PIPE CP—5 CONNECTOR PIPE (CP-6»
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HYDRAULIC DATA
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1510 3 Sue 5 foe 1510
= ®
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& z CONNECTOR PIPE (CP-7 g MAINTAINED BY 78 é Z| |é R.C.T.D. SB 5 FS 3 5 — is) 5
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3 2 CONSTRUCTION NOTES 8 z s a
& a CONSTRUCT 18” RCP (CLASS IV) =
z = © CONSTRUCT CATCH ras (Sze PER PLAN) & LOCAL DEPRESSION PER RCTD i a STD. DWG. NO. 300 & 3 & a CONSTRUCT JUNCTION STRUCTURE #4 PER RCFC & WCD STD. DWG. NO. ' o} z JS229 &
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2 koe
Pst FINISHED GROUND Og FINISHED GROUND zZ ots
P o¢sD chad —X GROUND © a 288 & EX GROUND © S38 @ 80 a. —speil € so SESst Beast ‘30 epee pi Eodit ee ee ee SE apgli 1530 |_| i o ae == ——~- —— -- ——-- eet S=O-00ST — |
/ Sab. to48 == 1524.86 BTM 18” SD
7 1524.35 BIN 16" SD ae lI 1524.00 TOP 18” WIR O A
wl S 1522.89 TOP 12” WIR 14 a
& HYDRAULIC DATA 8 HYDRAULIC DATA
1520 ed = - said HYDRAULIC DATA is Qioo = 3 cfs ig 1520 hoo = 1 fps 2 Qo = 3 cfs a Vioo = 9 fps ; to ln Vioo = 2 fps g
i lo is
? fo) : © 52.0 LF 18” RCP (CLASS IV) - 40.7 LF 18" RCP (CLASS IV) i | q
CONNECTOR PIPE €p—8\ CONNECTOR PIPE —_p-a
MAINTAINED BY 21 MAINTAINED BY 22
R.C.1.D. ‘Eh? R.C.T.D. \2Y
5 Wi LS= FINISHED GROUND ed
koa @¢sp oge. w
Ba —X GROUND @ ages
1570 SESS ft = gees t 1570
zeit
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sie 1563.76 TOP 8" WIR ©
| 1562.43 BIN 16” SD
ee ar =
1560 — 1560
a
aj
asszaiw/ (12
HYDRAULIC DATA HYDRAULIC DATA =
Qo = 4 cfs Qioo = 4 cfs
Q Vioo = 3 fps Vioo = 9 fps
Zz a
a| |= 1550 iS 1550 = g wy 42.6 LF 18” RCP (CLASS M)
a a t
Zz CONNECTOR PIPE is
g hh MANTAINED BY CZ5 S
(=)
2 e R.C.T.D. 5
6 3 Ff = 3° 2
El |y g
a 2 &
we s CONSTRUCTION NOTES i
ra = 8
ws < @ CONSTRUCT 18” RCP (CLASS IV)
S 2 a E (2 CONSTRUCT MANHOLE #2 PER RCFC & WCD STD. DWG. NO. MH252 3 lu 1
3 2 ( CONSTRUCT MANHOLE #4 PER RCFC & WCD STD. DWG. NO. MH254 = @ = z
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S 2 TR 37119; IP#240031 3
a o TPPROVED BY: 7 inna ; RIVERSIDE COUNTY FLOOD CONTROL PROJECT NO. & ° AGL GCE RST A. Bionic CaNaTANE pesicneD ey: © WG Don’t Dig?-Untl You Call: Cweeetees on wa ontROL REVISIONS nD SOLEADA—BACKBONE 3788 McCRAY STREET We USihe Toll Free cadataias. | SND eCFCOHCD LENCIMERIS. R CONSERVATION DISTRIC STORM DRAIN | 2 . W E B B Heep Ge Bee GRAN BY oy Bae fos ine. ection NEWPO2 (DX5632) ELEV. 1497.91 RECOMMENDED FOR APPROVAL BY: APS D ay: DRAWING NO. ay ASSOCIATES FAX fell 788-1256 CONSTR. SET: 12/19/2024 F utility fines. ct pe 11308 .
3 Z5 DRAFT cucKeD er: TMG Mal nee —— LATERALS CP-8, CP-9, CP—10 SHEET NO. & ae ENGINEER, RCE _C71582 DATE: PB NUNBER: TWO WORONG DAYS EEFORE YOU Dio REF. DESCRIPTION APPR. | DATE | OE One 31 or 35 H:\2023\23-3358.01\DRAWINGS CAD\FINAL\PLAN SHEETS\TR 37119 BACKBONE\23-3358 SD SHEETS 3.DWG
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//
PROP. 54" RCP LINE A
Ne
24’
4" WIDE RECTANGULAR NOTCH OPENING
/ 1467.12 FL/INV | | le
‘ N:2197420.962 << //|SEE SHEET 3 FOR PLAN
y £:6306396.374 | AND PROFILE
1473.44 TW 1475.44 TW
/ 1467.12 FS 1467.12 FS
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1468.50 TW
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1467.00 FS | 1467.00 FS || 5:
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1468.50_TW ; 1467.00 FS 57,63 | \ 4468.50 ' "7467.00 FS <
24’
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BASIN BIM=1467.00
_.—— BOTTOM OF BASIN SLOPE
FOREBAY—1_ PLAN
=
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PROP. 18" RCP LAT Q9 SEE SHEET 16 FOR PLAN AND PROFILE
1467.21 FL/INV Ni2197564.975
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>
a 1470.50 TW 1470.50 TW
1467.21 FS | 1467.21 FS
|
Lj2 1468.50 TW 1468.50 TW 1468.50 FS a g /V468.50 FS
By (48 4” WIDE RECTANGULAR NOTCH a _ OPENING FULL WALL HEIGHT | |\1467.00 FS | 1467.00 FS/ |_| SPACED 10' 0.C. (TYP.) rm
9 = = par
1468.50 TW 1468.50 1467.00 FS 1467.00 FS | 1467.00 FS 1467.00 FS — ol — / | BOTTOM OF BASIN SLOPE .
o
<
| 22' |
Show ld
LINE TABLE.
UNE # | LENGTH DIRECHON |
Li | G17 sao" 07" o4'w
2 | 34.63 | 50° 05’ 04"E
L3_ | 28.79 | sao" 52’ 56"E
L4 | 10.04 |} N40" 07’ 04"€
L5 | 28.79 | Noo’ 52° 56"W
Ls | 34.63 | Nag" 53" 11°W
7 N71" 20’ 06"W
ls | 5.89 | seo" 39° 16°W
t9 | 10.46 | s29° 20’ 44"E
u10 | 5.88 ,| Neo: 39° 16"E
11 G5.42 N11" 56’ 13°E
L12 | 2.41, | Nag 20° 44°w
LINE L1 TO L12 INDICATE THE INSIDE
FACE OF WALL
if
Uhre i+ Sheule be.
| verity
[Ff each Metis F
eads DOL; dun
L= Shb3-la
= 48637
20" 9 20"
a v CONSTRUCTION. NOTES
SEE SHEET 3 FOREBAY—2 PLAN P F r = INSTALL BACKING NO.3 RIPRAP, T=0.6" AND LIMITS PER PLAN oN CONSTRUCT TYPE ”A” HEADWALL AND WINGWALLS PER CALTRANS STD. NO. D90 SEE SHEET 16
PER PLAN AND LINE TABLE HEREON 8”
TW PER PLAN
4 =
we
ADJACENT SLOPE wo (L1) PER PLAN we
Zz
we PER
5.00’ _ 8” PLAN HEADWALL PER CALTRANS STD. NO. 2 Po D90 AND MODIFIED AS SHOWN ° 10.00’ 0.C. (TYP.) TW: PER RUAN a 3 a TW PER|PLAN | : iad 2 | ed a2! PER PER 5 2 | a“ e 2S} | PLAN PLAN 2] Ie ay ee jl a) Z FL. PER PLAN FL PER PLAN (p) BASIN BOTTOM Ls. ‘3 7 : S < PER PLAN a [ — 4° WIDE a 2 “ || _ | i BASIN BOTTOM S RECTANGULAR « - Sarre d z oe z tal NOTCH (TYP.) — rH Bz 3 b =~ aoe \ z = Tf i Qe is} 2 z eee z = : ape = =
2] |8 g | E & 2S 6” THICK NO. 3 BACKING RIP reat | . 10x6 WWI . 7 Wi E = RAP SPAS OREBAY WALL si ee a HEADWALL PER CALTRANS STD. NO. 090 Cur Or aL 8 3 s 90% COMPACTED NATIVE AND MODIFIED AS SHOWN & & = Q Ss
iS < TYPICAL SECTION B-B 2 S BI - NTS !
a| |= Herz, | 3
i _ t
5| |2 TYPICAL SECTION A-A ES an =< NTS a
& z fe > Oo = o ire z
= 5 Ae o a
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fam = wa W E B B BE tost reaps a {ee ihe. lection NEWPO2 (DX5632) ELEV. 1497.91 RECOMMENDED FOR APPROVAL BY> APPREVED BY: STORM D AIN DRAWING NO. ap eh faereetnres ix Ost) 706i coon ans /9/2 — | Be 3 eo DRAFT cHecKeD BY: TMG val services, LINE A & LAT Q9 OUTLET DETAILS SHEET NO. ty a s _ 7 oe
fe ca ENGINEER, RCE C71582 DATE: PB NUMBER TWO WORKING DAYS BEFORE YOU OG REF. DESCRIPTION APPR. | DATE ig DATE b2 OF 35
/
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bill Sheet 23 | |
RECMD
|
PLAN
CHECK
OVERSIGHT
ENGINEER]
REGISTRATION
NUMBER]
DATE
SIGNED
APPROVED
AS TO
CONFORMANCE
WITH
APPLICABLE
COUNTY
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C3
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08/26/2025
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SR Crossroads South, LLC Section 1
PS eas VS Fes 52 PD a
Final Drainage Study TR 37119 Soleada
SECTION 1 - SUMMARY
PURPOSE
The purpose of this report is to document the hydrologic and hydraulic analyses performed in support of the TR 37119 project located in the County of Riverside, California. The project is bounded by Domenigoni Parkway to the north, Newport Road to the south, Rice Road to the west and Winchester Road to the east. The project proposes to build a residential development on approximately 130 acres.
This report will summarize the hydrologic and hydraulic analyses that were conducted in order to determine the necessary drainage improvements required to provide flood protection for the proposed building and safely convey the runoff through the site.
The scope of this report will include the following:
e Determine the peak 100-year and 10-year flow rates for the developed condition using the Riverside County Flood Control and Water Conservation District (RCFC&WCD) Rational Method.
e Determine the required storm drain facilities, alignment, and sizes required to flood protect the project site.
e Determine the necessary basin area and volume required for water quality treatment and to mitigate for increases in runoff.
e Preparation of a preliminary report summarizing the hydrology and hydraulic results.
DESCRIPTION OF WATERSHED
As previously described, the project is proposing a residential development on approximately 130 acres of vacant land. In the existing condition, the site is divided into two separate general drainage areas with separate ultimate discharge locations.
The northern 100 acres of the project site drain towards the north with existing elevations across the area varying from 1553 to 1467 (NAVD88 datum). The northern portion generally slopes down at approximately 3% grade to the north. The existing drainage pattern for the site and the general area is characterized by sheet flow towards the intersection of Domenigoni Parkway and Seta Street.
Approximately 87.3 acres of the northern area flow towards the southwest corner of this intersection where flows are conveyed to the existing storm drain Line Q via existing storm drain Lat Q7. An existing catch basin and Lat Q9 convey flows from the existing developed portion of Seta Street, just south of the intersection with Domenigoni Parkway, into an interim water quality basin at the southwest corner of the intersection which will also discharge to Lat Q7. The remaining area of the northern portion is also tributary to Line Q via separate laterals. Line Q was previously designed for the ultimate condition of its tributary areas, including portions of TR 37119, and ultimately discharges into the Salt Creek Channel located approximately 1,200 feet north of the project site. The analysis for Line Q was detailed in the previous study, “The Crossroads Specific Plan, Line Q Storm Drain Drainage Study” of which relevant excerpts have been included in Appendix D. This portion of the project is located within the boundaries of the Santa Ana Watershed and the San Jacinto River sub-watershed.
There is an existing triple 30” CMP culvert which conveys flows from the east of Winchester Road into the Crossroads in Winchester Specific Plan area and ultimately also discharging to Line Q. A routing analysis for the culvert watershed and its capacity was performed in a previous study, “The Crossroads in Winchester, Specific Plan No. 288, Amendment No. 2 Drainage Study”. While the Line Q drainage study, mentioned above, included a WSPG analysis to determine the capacity of the existing culvert and the maximum flow rate of 60.3 cfs before sheet flowing over Domenigoni Parkway towards the north and bypassing the culvert. Excerpts of both studies relevant to the existing culvert analysis are included in Appendix D.
Section | 1-1
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ERE SON
Final Drainage Study TR 37119 Soleada
The southern 50.7 acres of the project site drain towards the southeast with existing elevations across the area varying from 1580 to 1508 (NAVD88 datum). There are approximately 91.5 acres of offsite natural slopes located east of the TR 37119 project site tributary to the southern project drainage area. This area is currently undeveloped, with a portion zoned for rural residential development. The southern portion generally slopes down at approximately 3% grade to the southeast within the project area and the offsite area slopes down at approximately 25% grade to the southeast. The existing drainage pattern for the site and the general area is characterized by sheet flow towards the intersection of Newport Road and Winchester Road. At the northwest corner of this intersection flows are captured in a temporary basin before being conveyed east across Winchester Road by an existing 24” storm drain which connects to an existing 3’x6’ RCB line under Winchester Road. The outlet from the temporary basin was designed to mitigate flows to the pre-widening condition of Winchester Road to prevent flooding of the property located on the northeast corner of the intersection. The analysis of the temporary basin and existing outlet was detailed in the previous study, “Newport Road and Highway 79 Hydrology Study”. Relevant excerpts are included in Appendix D. Flows from the southern portion of the site ultimately discharge to recharge ponds between the San Diego underground aqueduct and San Diego Canal located approximately 2,200 feet east of the Newport Road and Winchester Road intersection. This portion of the project is located within the boundaries of the Santa Margarita Watershed.
The project is located within the Crossroads in Winchester Specific Plan No. 288 and is located within FEMA Flood Zone X.
PROPOSED CONDITIONS
Tract 37119 proposes to develop residential developments with associated backbone street improvements on approximately 130 acres, with approximately 91.5 acres of offsite areas being tributary to the project site. This study will analyze the backbone storm drain improvements associated with the TR 37119 project. The ultimate developed condition has been analyzed for the backbone storm drain system. Storm drain stubs have been provided for each future phase of development. As each phase is designed, separate drainage studies will be needed to determine the final onsite drainage system requirements. The overall TR 37119 project site will be divided into two separate drainage areas as in the existing condition.
North Area
The northern project drainage area consists of flows from approximately 87.3 acres which are conveyed via a proposed underground drainage system to the proposed bioretention basin at the southwest corner of the intersection of Domenigoni Parkway and Seta Street. Flows exit the basin through existing Lat Q7 which confluences with Line Q. The northern drainage area consists of approximately 100 acres total tributary to Line Q, which discharges to the Salt Creek Channel. No mitigation of increased runoff is required for developments which drain to the Salt Creek Channel, other than HCOC mitigation which is required for the project site to meet water quality requirements. The remaining area tributary to the basin is considered offsite from the TR 37119 project and will discharge directly to Line Q, bypassing the proposed basin. Previous studies included PA-9, PA-12 and TTM 38959 (PA-11) as offsite areas. It was assumed PA-7 and TTM 38959 would require separate water quality facilities when developed. In this study, the basin has been updated to include water quality treatment of the TTM 38959 site. This has caused the basin outlet storm drain line, Lat Q7, to be undersized as it was only designed to convey a peak flow rate of 120 cfs. With the additional area tributary to the basin, the 100-year peak flow rate to the basin would be 164.7 cfs. Therefore, the proposed outlet structure has been designed to mitigate the increased runoff from the 100-year storm event as well as the required HCOC mitigation.
Line Q was designed and analyzed for only the 100-year storm event in previous studies. Therefore, the rational method analysis for offsite areas performed only for the 100-year storm event analysis in this study. This includes the planning areas which will bypass the basin and the offsite flows from east of Winchester Road which were determined to have a 100-year peak flow of 60.3 cfs in previous studies. The TR 37119 project areas were analyzed for the 10- and 100-year storm events for the rational method analysis. Unit hydrograph and routing calculations only included areas tributary to the basin.
Section 1 1-2
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[fo so Kh ny See yA Sy Site eee na LTS i
Final Drainage Study TR 37119 Soleada
South Area
The southern project drainage area consists of flows from approximately 142.2 acres which are conveyed via a proposed underground drainage system to the proposed underground chamber system at the northwest corner of the intersection of Newport Road and Winchester Road. Flows exit the chambers through the existing 24” RCP and then 3’x6’ RCB line which discharges on the eastern side of Winchester Road. The area tributary to the basin consists of approximately 50.7 acres of TR 37119 and approximately
91.5 acres of offsite natural slopes to the west of the project site. The proposed underground chambers are sized to contain the water quality volume before treatment and mitigate the 2-, 5-, 10- and 100- year storm events to meet the pre-widening condition of Winchester Road in order to prevent excessive flooding of the property located at the northeast corner of the intersection. Modular Wetland System (MWS) vaults are proposed to meet the water quality treatment requirement, further details are presented in the separate Final Water Quality Treatment Plan for the southern portion of the project. The rational method analysis for the southern area was performed for the 10- and 100-year storm events. The offsite natural slope areas were analyzed in two conditions. The first is the existing condition as the area is to remain undeveloped with this project, the areas were bulked by a factor of 1.1 to account for potential sediment or debris. The second condition considers the ultimate developed state as a portion of the offsite slopes are zoned as rural residential. The offsite areas were included in the onsite analyses as all areas are tributary to the basin.
An interim condition for TR 37119-2 and_-3 within the southern area were also analyzed for the mass graded condition of these phases. Mass 5s grading of TR 37119-3 will not affect the existing flow path of the offsite areas through the site. A sediment basin is proposed near the eastern boundary of the to capture the sediment yield from the area before flows are conveyed to the interim Line G. Interim Line G will convey flows from the tributary offsite area and mass graded TR 37119-3 site to the existing mitigation basin at the intersection of Winchester Road and Newport Road. The mass graded condition of TR 37119- 2 will include a sediment basin at the southern boundary of the phase to capture the sediment yield of this area before conveying flows to the existing mitigation basin, via interim Line K, in the condition that the detention system is installed prior to ultimate construction of TR 37119-2. With the ultimate construction of TR 37119-2 and -3, portions of the interim Line K and Line G will remain, downstream portions will be removed and replaced to connect to the proposed underground chambers while the upstream ends will be extended per the onsite storm drain plans for each phase.
Piseads wh & Cio GPS to on fst cyde of Valen chegfer , ~ Tecoativn, METHODOLOGY Ub/r
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HYDROLOGY
Hydrologic calculations were performed in accordance with the RCFC&WCD Hydrology Manual, dated April 1978 (RCFC). The Rational Method was utilized in determining peak flow rates.
The hydrological parameters, including rainfall values and soil types were derived from the RCFC&WCD Hydrology Manual. The isohyetal maps and soil map have been included in Section 2.
Rational Method calculations were performed using a computer program developed by CivilDesign Corporation and Joseph E. Bonadiman and Associates Inc. The computer program is commonly referred to as CivilD which incorporates the hydrological parameters outlined in the RCFC&WCD Hydrology Manual.
The Rational Method was used to determine the peak flow rates to size and design the drainage facilities need to convey onsite flows through the site to the proposed basin. The flow rates were computed by generating a hydrologic “link-node” model in which the overall area is divided into separate drainage sub-areas, each tributary to a concentration point (node) determined by the proposed layout and grading.
The Unit Hydrograph Method was used to determine the peak flow rates and volumes associated with the 2, 5, 10 and 100-year storm events for the site. Calculations were performed for both the existing condition and developed condition to be used in the analysis of the proposed basin. See Section 4 for additional information and results regarding the hydrologic analyses performed for this project.
Section | 1-3
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RRS n
Final Drainage Study TR 37119 Soleada
HYDRAULICS
Water quality basin calculations were performed using spreadsheets that were created by RCFC&WCD.
Final calculations and additional details can be found in the Final-WQMP.
Basin routing calculations were performed using the CivilD computer program. The CivilD program utilizes the Modified-Puls methodology to routes unit hydrographs through a basin using the stage- storage and stage-discharge curves determined from the proposed basin design. See Section 4 for additional discussion and results.
Conduit capacity calculations, such as storm drains, were performed using a computer program developed by CivilDesign Corporation. The Water Surface Pressure Gradient computer program is commonly referred to as WSPG.
WSPG was used to model the conduits to determine the appropriate sizes required to adequately convey onsite flows through the site to the proposed basin. The program uses hydraulic principles, including Bernoulli’s equation and Manning’s formula, to provide the water surface elevations of flows within the analyzed conduits. See Section 3 for additional discussion and results.
Additional hydraulic calculations were prepared using the Federal Highway Administration’s Hydraulic Toolbox, version 5.3. The Hydraulic Toolbox analysis provides unpressurized flow depths for curb & gutters, catch basins, grated inlets, and conduits. Calculations are provided in Appendix B.
Section | 1-4
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SR Crossroads South, LLC Section 2
[iS PUNE ITs ESI SCS aS BS
Final Drainage Study TR 37119 Soleada
SECTION 2 - HYDROLOGY ANALYSIS
HYDROLOGY PARAMETERS
The RCFC&WCD Hydrology Manual was used to determine several of the hydrological parameters. The following rainfall depths were utilized in the hydrology analyses, which were obtained from the isohyetal maps provided in the RCFC&WCD Hydrology Manual:
Table 1 - Precipitation Values
Duration
1-Hour
Storm Event (inches)
2-Year 0.5
100-Year 12
The value for slope of intensity was determined to be 0.52 from Plate D-4.1which has been included in Appendix A. The isohyetal maps have been included in Appendix A.
Based on the Plate C-1.43 (Winchester) in the RCFC&WCD Hydrology Manual, the project site is classified as soil types B and C. The soils map is included in Appendix A.
The cover type was determined based on the existing land cover and proposed land use of the site.
Hydrological computations for the existing condition were done using Grass and Residential or Commercial. The Residential or Commercial cover type was used to represent the developed condition.
The table below summarizes the runoff index values and the recommended values for percentage of impervious cover for each category:
Table 2 - Cover Type
Soil Soil Soil Soil Percentage of
Cover Group | Group | Group | Group | Impervious
Type A B Cc D Cover
Grass (Existing) - 78 86 - 7%
(North Area)
Residential or - 56 69 - 0%
Commercial (South Area)
(Existing)
Residential or - 56 69 - 43.6%
Commercial (North Area)
(Proposed) 32.7%
(South Area)
Grass (Proposed) } - 56 69 -
Section 4 2-1
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SR Crossroads South, LLC Section 2
ERP AER
Final Drainage Study TR 37119 Soleada
ON-SITE RATIONAL METHOD HYDROLOGY
North Area
The rational method was used to determine peak flow rates in order to adequately size the proposed subsurface storm drains and associated inlets used to convey on-site flows to the proposed basin and Line Q. The north area was broken up into major areas based on the separate phases of development. The 200 Series includes the areas of the backbone streets and portions of TR 37119-3 tributary to the northern basin. The nodes in the 500 range within the 200 Series are the offsite areas which discharge to Line Q directly, bypassing the water quality basin. The 100 and 120 Series consists of the southern and northern portions of TIM 38959, respectively. The 300 Series consists of TR 37119-1. The 420 Series consists of the majority of TTM 38958 while the 400 Series includes a portion of TTM 38958 and a portion of Rice Road.
The 900 Series consists of the northwest portion of TR 37119-2. Results from the 100, 120, 300, 400, 420 and 900 Series are included in the 200 Series as User Defined inputs, these areas were analyzed in detail per separate drainage studies. Relevant excerpts of the studies, including the hydrogeology maps, have been included in Appendix D.
The following table summarizes the rational method results at key points:
Table 4 - Northern On-site Rational Method Results
10-Year 100-Year
Peak Flow Rate | Peak Flow Rate
Point of Interest (cfs) (cfs)
Node 201 - Flows from TR 37119-3 8.0 12.4
Node 904 - Flows from Southern TR 37119-2 8.4 12.9
Node 110 - Flows from Southern TTM 38959 18.6 28.7
Node 130 -Flows from Northern TTM 38959 9.6 14.7
Node 309 - Flows from Phase 1 21.5 34.1
Node 404 - Flows from Rice Road and TTM 38958 12.0 19.0 Node 425- Flows from TTM 38958 10.2 159
Node 218- Lat Q9 flows to Basin 32 48
Node 217 - Total flows to water quality basin 109.6 164.7 Node 502 - Flows from Winchester Road and offsite area to east - 90.1 Node 507 - PA-9 flows - 277
Node 219- Total Flows to Line Q - 253.6
See Appendix A for the output files of the rational method analysis.
South Area
The rational method was used to determine peak flow rates in order to adequately size the proposed subsurface storm drains and associated inlets used to convey on-site flows to the proposed underground chambers. The south area was broken into three major areas. The 600 Series consists of the offsite
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undeveloped slopes to the west of the project site which are conveyed to the backbone storm drain Line G in Newport Road. The 700 Series consists of the onsite TR 37119-3 areas and a portion of undeveloped area to the north of the site. The 800 Series consists of the onsite TR 37119-2 areas and are included in the 700 Series as a User Defined input. A separate drainage study has been prepared for the TR 37119-2 project site. Relevant excerpts of the study have been included in Appendix D, The offsite areas analyzed in the 600 Series are included in the onsite rational method as they are conveyed to the proposed basin along with onsite flows for increased runoff mitigation and therefore also included in the water quality calculations. The peak flows from the undeveloped offsite areas have been bulked by a factor of 1.1 in the rational method analysis for the 600 and 700 Series. While the offsite areas are not currently planned for development, a portion of the area is zoned for rural residential development. Therefore, the 600 and 700 Series have also been analyzed in the ultimate developed condition with the rural residential areas considered Single Family ¥2 acre lots in the analysis.
The following table summarizes the rational method results at key points:
Table 5 - Southern On-site Rational Method Results
10-Year Ultimate 10- 100-Year Ultimate 100-
Peak Flow Rate | Year Peak Flow | Peak Flow Rate | Year Peak Flow Point of Interest (cfs) Rate(cfs) (cfs) Rate(cfs)
Node 611 - Flows from Offsite Slopes 122.8 125.0 193.0 197.6 Node 711 - Flows from TR 37119-3 38.4 - 60.6 -
Node 720 - Total Flows Line G 170.7 170.4 269.3 268.4
Node 816 - Flows from TR 37119-2 26.8 - 42.7 -
Node 819- Total Flows to Southern Basin 211.0 207.5 330.5 324.9
The rational method was used to determine peak flow rates in the mass graded condition of TR 37119-2 and -3 in order to adequately size the proposed sediment basin and interim subsurface storm drains and associated inlets used to convey flows to the existing mitigation basin. Two major areas were analyzed for the mass graded condition within the southern area. The 60MG Series consists of the offsite undeveloped slopes to the west of the project site which are conveyed to TR 37119-3 and the onsite area of TR 37119-3.
The peak flows from the undeveloped offsite areas have been bulked by a factor of 1.1. The 80MG Series consists of the TR 37119-2 site in the mass graded condition. All areas were considered undeveloped poor cover in the analysis. '
100-Year
Peak Flow Rate
Point of Interest _ (cfs)
Node 76 - Flows from Offsite Slopes 209.4
Node 77 - Total Flows TR 37119-3 246.3
Node 84- Total Flows TR 37119-2 55.5
See Appendix A for the output files of the rational method analysis.
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SECTION 3 - HYDRAULIC ANALYSIS
ON-SITE STORM DRAIN FACILITIES
Storm drain facilities throughout the site have been designed to convey the 100-year storm event. Street Capacity and catch basin capacity calculations were performed which confirmed the 100-year flows remained within the right-of-way elevation limit and the 10-year storm flows did not spill over the top of curb elevation. Catch basins are proposed at street low points, at locations where the street section is not capable of conveying the flows and to prevent flows from exiting the project site. Laterals for flow-by » catch basins and sump catch basins are proposed along the proposed backbone streets while lateral stubs have been provided for future phases of development to extend storm drain onsite. The underground * storm drain system has been designed for the ultimate developed condition. Runoff will ultimately be conveyed to the proposed bioretention basin or underground chambers via the proposed underground « storm drain system for water quality treatment and required mitigation. There are two general drainage areas on the TR 37119 site. The northern area of the site ultimately flows to the northern bioretention , basin, located at the southwest corner of Domenigoni Parkway and Seta Street. The southern portion of , the site flows to the underground chamber & MWS system, located at the northwest corner of Newport Road and Winchester Road.
The starting water surface elevation of Line A and Lat Q9 were determined based on the maximum ponding within the northern bioretention basin produced by mitigating for HCOC and increased runoff. ° The starting water surface elevation of the laterals was based on the HGL elevation of Line A at the point of confluence.
The starting water surface elevation of Line G was determined based on the maximum ponding within , the southern underground chambers produced by mitigating for increased runoff. The starting water surface elevation of the laterals was based on the HGL elevation of Line G at the point of confluence.
North Basin Outlet Structure
A proposed outlet structure within the proposed northern bioretention basin will outlet to Lat Q7, which is proposed to be extended. The proposed outlet structure will mitigate for HCOC requirements and for increased runoff as Lat Q7 was previously only designed for a peak flow of 120 cfs. A drop inlet is proposed at the water quality ponding elevation, 0.5’ above the basin bottom. This orifice mitigates for the 2-year, 24-hour storm event and produces a ponding of 1.9’ above the outlet orifice (at an elevation of 1469.4). At this elevation, three 2'x3’, non-traffic rated grates per Caltrans Std. D77B are proposed to mitigate the 100-year storm event and produces a ponding of 1.81’ above the weir r invert. This creates a total ponding within the basin of 1471.21, Above this elevation an emergency “outlet is provided by a proposed 60’ spillway along the eastern side of the basin to bypass the full 100-year storm peak flow in case of the outlet structure clogging. The calculations have been included in Appendix B andC.
Lat O7
Lat Q7 is an existing 54” RCP which discharges to existing Line Q within Seta Street. Lat Q7 is proposed to be extended to provide an outlet from the proposed bioretention basin. Lat Q7 conveys the routed peak flow of 38.9 cfs to Line Q. The hydraulic model for Lat Q7 is included in Appendix B.
Lat O9
Lat Q9 is an existing 18” RCP which conveys flows from Seta into the temporary basin at the southwest corner of Seta Street and Domenigoni Parkway. Street flows are captured via an existing 7’ wide flow-by catch basin. Lat Q9 is proposed to be extended to discharge into the proposed bioretention basin which is to replace the existing temporary basin. In the ultimate developed condition, Lat Q9 will convey a 100- year peak flow of 4.8 cfs into the basin. The hydraulic model for Lat Q9 is included in Appendix B.
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Line A
Line A is a proposed 24” - 54” RCP that ultimately discharges into the proposed northern bioretention basin. From the basin, Line A runs south along Seta Street and then southeast along Rice Road. Multiple laterals convey flows from the streets and from,planning areas into Line A. Line A conveys the 100-yeark peak flow of 119.5 cfs to the northern bioretention basin. The hydraulic model for Line A is included in Appendix B.
Line B Spore affesi fe.
Line B is a proposed 30” RCP which discharges to Line A. Line B will be extended with the development of TR 37119-1. In the ultimate developed condition, Line B will run southwest along A Street and convey a 100-year peak flow of 34.1 cfs in the ultimate developed condition. The hydraulic model for Line B is included in Appendix B.
Line C
Line C is a proposed 24” RCP which discharges to Line A. Line C will be extended with the development of TR 38959. In the ultimate developed condition, Line C will be extended into the northern portion of TR 38959 and convey the 100-year peak flow of 19.4 cfs to Line A. The hydraulic model for Line C is included in Appendix B. Are glans ealable for This track 2
Line D
Line D is a proposed 30” RCP which discharges to Line A. Line D will be extended with the development of TR 38959. In the ultimate developed condition, Line D will be extended into the southern portion of TR 38959 and convey the 100-year peak flow of 26.7 cfs to Line A. The hydraulic model for Line D is included in Appendix B.
Line E
KY
Line E is a proposed 18” RCP which discharges to Line A. Line E will be extended with the development of the future park site south of TR 38959. In the ultimate developed condition, Line E will convey the 100- year peak flow of 21.8 cfs to Line A. The hydraulic model for Line E is included in Appendix B.
Line F ‘i
Line F is a proposed 18” RCP which discharges to Line A. Line F will be extended with the development of TR 37119-2. In the ultimate developed condition, Line F will run east along I Street and convey a 100- year peak flow of 12.9 cfs in the ultimate developed condition. The hydraulic model for Line F is included in Appendix B.
CP-1
Line C confluences with CP-1, an 18” RCP line, along Seta Street near the future intersection with A Street. CP-1 conveys the 100-year peak fl flows of 2.2 cfs collected by by a 10’ wide flow-by catch basin on the east side of Seta Street. The hydraulic model for CP-1 is included in Appendix B.
CP-2
Line C confluences with CP-2, an 18” RCP line, along Seta Street near the future intersection with A Street. CP-2 conveys the 100-year peak flows of 2.0 cfs collected by a 10’ wide flow-by catch basin on the west side of Seta Street. The hydraulic model for CP-2 is included in Appendix B.
CP-3
Line C confluences with CP-3, an 18” RCP line, along Seta Street near the future intersection with G Street. CP-3 conveys the 100-year peak flows of 1.6 cfs collected by a 10’ wide flow-by catch basin on the west side of Seta Street. The hydraulic model for CP-3 is included in Appendix B.
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CP-4
Line C confluences with CP-4, an 18” RCP line, along Seta Street near the future intersection with G Street. CP-4 conveys the 100-year peak flows of 6.7 cfs collected by a 14’ wide flow-by catch basin on the west side of Seta Street. The hydraulic model for CP-4 is included in Appendix B.
CP-5
Line C confluences with CP-5, an 18” RCP_line, along Rice Road near the intersection with Seta Street. CP- 5 conveys the 100-year peak flows of 4.5 cfs collected by a 10’ wide flow-by catch basin on the east side of Rice Road. The hydraulic model for CP-5 is included in Appendix B.
CP-6
Line C confluences with CP-6, an 18” RCP line, along Rice Road between the intersections with Seta Street and future I Street. CP-5 conveys the 100-year peak flows of 2.4 cfs collected by a 7’ wide flow-by catch basin on the west side of Rice Road. The hydraulic model for CP-6 is included in Appendix B.
South Underground Chamber System
To mitigate increased flows, an underground chamber system is proposed to hold approximately 756,000 cf, including the water quality volume. This would require the system to consist of a 350’x300’x8’ Stormtrap Doubletrap detention system. The water quality volume will drain to the proposed MWS units for treatment before outlet to Line J. A proposed outlet structure to mitigate increased runoff will also outlet to Line J, which is proposed to be extended. A drop inlet is proposed with an orifice placed at the water quality ponding elevation. This orifice mitigates for the 2- and 5-year storm events and produces a ponding of 3.92’ above the outlet orifice (at an elevation of 1512.98). At this elevation, a 4’ weir is proposed to mitigate the 10- and 100-year storm events. This creates a total ponding within the basin of 1515.44 which is contained within the chamber. The calculations have been included in Appendix B and GC.
Line J
Line J is an existing 24” RCP which is proposed to be extended to provide an outlet from the proposed underground chambers. Line J conveys the routed peak flows to the existing RCB under Winchester Road which discharges at the northeast corner of Newport Road and Winchester Road. The hydraulic model for Line J is included in Appendix B.
Line K
Line K is a proposed 30” RCP that ultimately discharges into the proposed southern underground chambers. From the chambers, Line K runs north and will be extended with the development of TR 37119-2 to collect flows within the proposed tract. Multiple laterals convey flows from the streets and from planning areas into Line G. In the ultimate developed condition, Line G conveys the 100-year peak flow rate of 269.3 to the southern bioretention basin. The hydraulic model for Line G is included in Appendix B.
An interim condition of Line K will consist of 30” RCP which will discharge flows produced by the mass graded TR_37119-2 site from the sediment basin to the existing mitigation basin at the intersection of Winchester Road and Newport Road. Interim Line K will collect the 100-year peak flow of 55.5 cfs within the sediment basin via a 3’ diameter temporary type X inlet.
Line G
Line G is a proposed 48” - 60” that ultimately discharges into the proposed southern underground chambers. From the chambers, Line G runs west along Newport and will be extended with the development of TR_37119-3 to collect flows from the offsite slopes to the west of the proposed tract.
Multiple laterals convey flows from the streets and from planning areas into Line G. In the ultimate
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developed condition, Line G conveys the 100-year_peak flow rate of 269.3 to the southern bioretention basin. The hydraulic model for Line G is included in Appendix B.
An interim condition of Line G will consist of 48”-54” RCP which will discharge flows produced by the mass graded TR 37119-3 site and offsite slopes from the sediment basin to the existing mitigation basin at the intersection of Winchester Road and Newport Road. Interim Line G will collect the 100-year peak flow of 246.3 cfs within the sediment basin via three 3’ diameter temporary type X inlets.
Line I
Line I is a proposed 18” RCP which discharges to Line G. Line I runs west along Newport Road and will be extended with the development of TR 37119-3 to collect flows from the offsite slope area west of the tract. In the ultimate developed condition, Line I will convey the total 100-year peak flow of 5.3 cfs to Line G. The hydraulic model for Line I is included in Appendix B.
CP-7
Line G confluences with CP-7, an 18” RCP line, along Newport Road between the intersections with Rice Road and Winchester Road. CP-7 conveys the 100-year peak flows of 4.7 cfs collected by a 14’ wide flow- by catch basin on the north side of Newport Road. The hydraulic model for CP-7 is included in Appendix B.
Line H
Line H is a proposed 30” - 42” RCP which discharges to Line G. Line H runs north along Rice Road and will be extended with the development of TR 37119-3 into the future residential tract to collect onsite flows and flows from the offsite slope area northwest of the tract. Line H also confluences with CP-8 and CP-9 within Rice Road to collect flows from the backbone street. In the ultimate developed condition, Line H will convey the total 100-year peak flow of 65.6 cfs to Line G. The hydraulic model for Line H is included in Appendix B.
CP-8
Line H confluences with CP-8, an 18” RCP line, along Rice conveys the 100-year peak flows of 2.2 cfs collected by a 4’ wide sump catch basin on the east side of Rice Road. The hydraulic model for CP-8 is included in Appendix B.
CP-9
ed\ Line H confluences with CP-9, an 18” RCP line, along Rice and conveys the 100-year peak flows of 3.3 cfs collected by a 4’ wide sump catch basin on the west side of Rice Road. The hydraulic model for CP-9 is included in Appendix B.
CP-10
Line G-confluences with CP-10, an 18” RCR line, along Newport Road near the future intersection with the entrance street to TR 37119-3. CP-10 conveys the 100-year peak flows of 3.7 cfs collected by a 10’ wide flow-by catch basin on the north side of Newport Road. The hydraulic model for CP-10 is included in Appendix B.
OFF-SITE STORM DRAIN FACILITIES
Line Q is an existing 60”-84” RCP line which conveys flows from the northern drainage area of the project site to Salt Creek Channel. Line Q is proposed to be extended_along Seta Street with the backbone improvements and to the ultimate alignment to collect offsite flows from Winchester Road with the development of TTM 38959, The proposed portion of Line Q will be a 48” RCP which has been sized for the ultimate condition. Line Q was previously designed and analyzed in the previous study, “The Crossroads Specific Plan, Line Q Storm Drain Drainage Study”, included in Appendix D. The hydraulic
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model for Line Q is included in Appendix B and the existing Line Q plans have been included in Appendix D.
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SECTION 4 - BASIN ANALYSIS
The unit hydrograph method was used to determine the peak flow rates and volumes in order to adequately size the proposed basin to address HCOC mitigation and increased runoff mitigation, as required for each basin. Unit hydrographs were performed for both the existing condition and developed condition. The existing condition is used to establish a baseline for comparative purposes. The developed condition is used for design purposes, it was utilized in the basin routing analysis in order to size and analyze the proposed basin for the northern area and underground chamber system for the southern area.
For the northern area, approximately 87.3 acres were included in the existing and proposed condition analyses. The northern area was analyzed for the 2-year, 24-hour storm event to meet HCOC water quality conditions. While areas discharging to the Salt Creek Channel are not required to mitigate for increased runoff, the proposed basin and_outlet structure will mitigate the 100-year storm event to be within the design capacity of the existing Lat Q7. Lat Q7 was previously designed to convey a 100-year peak flow rate of 120 cfs, assuming TTM 38959 would provide its own separate water quality facilities. In this current study, the the basin has been updated to include water quality treatment of the TTM 38959 site leading to a higher 100- -year peak flow rate. Therefore, the proposed outlet structure has been designed to mitigate the increased runoff from the 100-year storm event as well as the required HCOC mitigation. —
For the southern area, two proposed unit hydrograph analyses were performed to separately analyze the onsite areas and offsite areas. The onsite analysis included approximately 50.7 acres while the offsite analysis included approximately 91.5 acres. The existing condition analysis used was the pre-widening of Winchester Road condition which was previously analyzed in the study, “Newport Road and Highway 79 Hydrology Study” for the development of the existing temporary basin. Increased runoff mitigation of the 2-, 5-, 10- and 100-year storm events were analyzed to prevent flooding of the property on the northeast corner of the Newport Road and Winchester Road intersection.
The following table summarizes the results of the unit hydrograph analysis:
Table 7 - Unit Hydrograph Results - Northern Area
Existing Condition | Proposed Condition
Peak Peak
Volume Flow Volume Flow
Storm Event (Ac-ft) (cfs) (Ac-ft) (cfs)
2-Year aa-Eteas 2.07 3.31 6.22 10.11
100-Year 1-Hour . 6.87 199.85
= Hour ‘ 108.05
6-Hour . 95.66
ee tlouy : 36.15
ws 5 valewane”
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Table 8 - Unit Hydrograph Results - Southern Area
Existing Condition* Proposed Condition
Peak Peak Onsite Offsite
Storm Event Flow Flow to Onsite Peak Offsite Peak
Volume (cfs) the East Volume Flow Volume Flow
(Ac-ft) (cfs) (Ac-ft) (cfs) (Ac-ft) (cfs)
iow 1.60 48 6 1.09 38.33 1.67 66.25
3-Hour 1.30 21 5 1.33 13.80 1.73 21.18 2-Year : : : .
6-Hour 1.60 18 5 ! 2.10 14.35 2.70 22.62
aati 2.00 3 3 3.62 5.94 4.49 7.35
1-Hour 2.90 81 9 1.58 56.86 2.52 99.55
eo 2.70 48 8 1.91 22.71 2.69 39.76 5-Year : : . :
6-Hour 3.03 43 8 2.79 21.31 3.78 37.35
a4 Hour 2.90 5 4 4.87 7.99 6.04 9.89
Leaer 5.80 132 20 2.20 77.05 4.05 140.16
orion 6.80 95 23 2.63 36.76 4.33 68.22 10-Year : : : :
veceainend 7.80 89 25 3.61 34.23 5.73 62.16
24-Hour 7.50 26 12 5.81 9.54 7.86 18.94
1-Hour 10.90 231 116 3.94 127.69 731 230.71
sey 14.80 173 114 4.71 65.11 8.47 119.00 100-Year :
6-Hour 17.40 163 106 6.05 57.82 10.27 103.63
24-Hour 20.20 59 45 9.68 20.78 15.39 39.50 x y
Note: *The existing condition analysis was performed per the separate study, “Newport Road and ; é Highway 79 Hydrology Study” and considers the pre-widening of Winchester Road as existing. Ys yw Kr" .
The unit hydrograph output files and hydrology map have been included in Appendix C. ,
BASIN ROUTING ANALYSIS
Northern Basin
A routing analysis was completed to demonstrate that the basin contains substantial volume needed to mitigate flows down to existing condition peak flow rates.
Basin routing calculations were conducted for the project site. A stage-storage-discharge table was determined for the project site. The stage-storage-discharge table provides input data at select elevations in the basin which will determine the storage and discharge at each point based on the mitigation
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configuration of the outlet rn An outlet structure is proposed consisting of an orifice for the 2- storm and a weir for mitigation of the 100-year storm. mS e 2-year storm, a 10" orifice is proposed at at the water quality ponding elevation, at an elevati 1467.5. The orifice creates a maximum ponding depth of(L9 festhbove the outlet invert (apet above tbs the basin bottom). The 100-year weir is proposed at the maximum ponding elevation of the 2-year, 24-hour storm event. The 100-year outlet will consist of three 2’x3" non-traffic rated grates per Caltrans Std. D77B are proposed to mitigate the 100-year storm event. This will create a ponding height of 1.81 feet above the outlet weir structure which would bring the WSE of the proposed basin to 1471.21 feet, which still allows for approximately 1.79 feet_of freeboard below the top of the basin which has a minimum top elevation of 1473.00 feet.
The following table presents the result of routing analysis for the 2-year, 24-hour and 100-year storm event to demonstrate that the basin provides the necessary storage volume needed to restrict the outflow to existing condition flow rates.
Table 9- Routing Results - Northern Area
Existing Condition Proposed Condition
Peak Peak Routing
Storm Event Volume Flow Volume Flow Peak Flow
(Ac-ft) (cfs) (Ac-ft) (cfs) (cfs)
2-Year 24-Hour 2.07 951 -< 6.22 10.11 3.54 ,
100-Year 1-Hour : 6.87 199.85 19.69
3-Hour . 10 8.24 108.05 2755 .
6-Hour 1, 10.56 95.66 38.94,
24-Hour . 16.96 36.15 24.05
The basin routing calculations and other hydraulic calculations have been provided in Appendix C.
Southern Basin
A routing analysis was completed to demonstrate that the underground chambers contain substantial volume needed to mitigate flows down to existing condition peak flow rates.
Basin routing calculations were conducted for the project site. A stage-storage-discharge table was determined for the project site. The stage-storage-discharge table provides input data at select elevations in the chambers which will determine the storage and discharge at each point based on the mitigation configuration of the outlet structure. An outlet structure is proposed consisting of an orifice for the 2- and 5-year storms and a weir for mitigation of the 10- and 100-year storms. For the 2- and 5-year storms, a 6.5” orifice is proposed at the top of water quality ponding, at an elevation of 1509.06. The orifice creates a maximum ponding depth of 3.92 feet above the outlet invert. The 10- and 100-year weir is proposed at the maximum ponding elev elevation of the 5-year storm event. The 10- and 100-year outlet will consist of a 4’ length weir. This will create a ponding height of 2.46 feet above the outlet weir structure which would bring the WSE of the proposed underground chambers to 1515.44 ft, which will be contained within the chamber. ~
The following table presents the result of routing analysis for the 2-, 5-, 10- and 100-year storm events to demonstrate that the basin provides the necessary storage volume needed to restrict the outflow to existing condition flow rates.
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Table 10- Routing Results - Southern Area
Existing Condition* Proposed Condition
Peak Peak Onsite Offsite }| Routing
Storm Event Flow Flow to Onsite Peak Offsite Peak Peak
Volume (cfs) the East | Volume Flow Volume Flow Flow
(Ac-ft) (cfs) (Ac-ft) (cfs) (Ac-ft) (cfs) (cfs)
a 1.60 48 6 1.09 38.33 1.67 66.25 119 ,
3-Hour 4-Vear 1.30 val 5 | 133 13.80 1.73 21.18 196 xz
6-Hour 1.60 18 5 2.10 14.35 2.70 22.62 1.63
eaves 2.00 3 -_ 3.62 5.94 4.49 7.35 1.97
our 2.90 81 9 .] 158 56.86 2.52 99.55 1.53
3-Hour 2.70 48 8 1.91 22.71 2.69 39.76 1.44 5-Year ‘ “ . z , Z a, e-bieine 3.03 43 i » 2.79 21.31 3.78 37.35 1.95 ,
24-Hour 2.90 5 4. 4.87 7.99 6.04 9.89 533 «
es 5.80 132 2 | 220 77.05 4.05 140.16 195 ,
40:Véar stiaur 6.80 95 23 | 2.63 36.76 4.33 68.22 2.05, Goa 7.80 89 2 | 3.61 34.23 5.73 62.16 3.28 .
ae iate 7.50 26 12 -} 581 9.54 7.86 18.94 | 10.27,
1-Hour 10.90 231 116 3.94. 127.69 7.31 230.71 14.79 |
i 3-Hour 14.80 173 114 4.71 65.11 8.47 119.00 26.91 100-Year :
6-Hour 17.40 163 106 6.05 57.82 10.27 103.63 49.43 ,
aacHloue 20.20 59 45 .| 9.68 20.78 15.39 39.50 38.13
The basin routing calculations and other hydraulic calculations have been provided in Appendix C
SEDIMENT BASIN ANALYSIS
In the mass graded condition for TR 37119-2 and -3, a sediment basin is proposed to capture the sediment yield and bypass the 100-year peak flow rate to interim storm drain lines which convey flows to the existing mitigation basin at the intersection of Winchester Road and Newport Road. The sediment yield was calculated using the RUSLE equation per the 2022 Construction General Permit. A two year period was assumed to determine the total sediment volume required within the basins. The TR 37119-2 sediment basin is sized for a sediment yield of 22,176 cf. The basin will bypass a 100-year-peak flow of
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ve® pee 55.5 cfs via a 3’ diameter grated riser which will outlet to interim Line K. the TR 37119-3 sediment basin is sized for a sediment yield of 126,470 cf. The basin will bypass a 100-year peak flow of 246.3 cfs via three 3’ diameter grated risers which will outlet to interim Line G. See sediment yield and weir calctJations in Appendix C. “
ver Fy
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SECTION 5 - CONCLUSION
Based on the analyses and results of this report, the following conclusions were derived from the hydrology and hydraulic results:
e The proposed drainage improvements will adequately convey flows to the basin and provide flood protection for the 100-year storm event.
e The proposed basins will provide adequate water quality treatment. e The proposed project will not impact flooding condition to upstream or downstream properties.
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SEE ESD
Final Drainage Study TR 37119 Soleada
r Name of
Srocm Way,
mil Vi te sallich
CB Node Qo (CFS) Qioo (CFS) Qbypass (CFS) Qcapacrry (CFS) [RECIEVING NODE]
ane 207 15 24 : 24
So wk 208 3.0 4.8 0.3 [NODE 215.1] 4.5
4 x 214.1 11 16 ° . 1.6
»
: 215.1 5.6 6.9 0.2 [NODE 215] 6.7
ph: 214 12 2.0 - 2.0
ok os 215 1.8 DO - 2.2
\ iaeff 617 2.4 2d - 3.7
af” Nt ot" 716 21 3.3 - 3.3
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- 718 14 29 7 2.9
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Appendix B
YAH
www.webbassociates.com
08/26/2025
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08/26/2025
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Basin
1 - Stage/Storage/Outflow
Table
W.O.# 23-3358
Basin Information: Bioretention Basin North 2-Year* |WEIR 2-Year* |ORIFICE 100-Year** |WEIR Tributary Area: 87.3 AC Q 34 Q 31 Q 120
DCV= 108,855 EXISTING EXISTING EXISTING
Opening Opening
Bottom Elevation: 1467 (in) 10 (in) 10 L(ft) 9.14 *
# of
€ 3 * [Orifices 1% Cc 3
Bottom Area: 74,350 Area (sf) Area (sf) 0.5454
pening . pike
Bottom Slope: 0% Opening (ft) (ft) 0.8333 ! Conro®
Total Area Total Area 6 494 an
(sf) (sf) 0.5454
Opnirice= Cd*Area*(2*G*H)°* G (ft/s*2) G (ft/s%2) 32.2 ees epee face ne 5 Qwein= C*L*H Cd Cd_ 0.66 , phere ars
FHWA Qwein= Area*Opening’**(H/(Opening*0.534)) > Invert H “Yaar MOOSE Invert H (ft) 1464.5 | (ft) 1464.5 Invert H (ft) 468.54 e 0 orag otal Q ota! O
Dep orage a @ @ O e
al 1467.5], 0 0.00 0.000 0.000 0.00 0.00 0.00] Top of VBMP/Invert of Orifice 2 1467.92] 0.416667 31224.91} 0.717 0.417 0.44). z c 0.44 0.44] Middle of Orifice 3 1468.33], 0.833333 63241.55| 1.452 0.833 1.54]. bee har ree™ 1.54 1.54] Top of Orifice 4 1468.5 1 79548.65} 1.826 0.583] 2.21, 2.21 2.21
5 1469 1.5 129673.64] 2.977 1.083 3.01) 3.01 3.01
6 1469 1.9 164100.76} 3.767 1.483 3.52 Ole 0 3.52 3.52]Top of 2-YR Ponding/Inv 100-Yr = 7 1469.5 2 172834.72| 3.968 1,583 3.63 0.10) 0.43 3.63 4.07 8 1470 2.5 217271.95] 4.988 2.083|% 4.17 0.60 6.37 4.17 10.54 9 1470.5 3 262996.84| 6.038 2.583 4.64 1.10 15.82 4.64 20.46 10 1471 3.5 310020.88} 7.117 3.083 5.07 1.60 2745 5:07 32.82 11 1471.21 3.41 330321.44] 7.583 3.293 5.24 1.81 33.39 5.24 38.63]|Top of 100-YR Ponding 12 1471.5 4 358355.55] 8.227 3.583 5.47 2.10 41.72 5.47 47.19 13 1472 4.5 408012.30| 9.367 4.083 5.84 2.60 57.48 5.84 63.31 14 1472.5 5 459002.65} 10.537 4,583 6.18 3.10 74.83 6.18 81.02 45) 1473 5.5 500782.62} 11.496 5.083 6.51 3.60 93.65 6.51} _100.16}Top of Basin Note: *The 2-year Weir and Orifice refer to the same 10" circular orifice set at the top of VBMP ponding elevation. Below the top of orifice elevation, the weir equation per FHWA HDS-S5 has been applied. Above the top of orifice elevation the orifice equation is applied. **The 100-year weir consists of 3 grates per Caltrans Std. D77A Type 24-9, which results in a weir length of 18.28 ft. A 50% clogging factor has been applied resulting in L=9.14 ft ™ Saintes
08/26/2025
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Tl SOLEADA BACKBONE
T2 LINE A - STARTING WSE IS 100-YR BASIN PONDING ELEV.
T3 2024-08-09 EP
9701467.090 11
1501467.050 11
3301467.120 11
so
R
TS
WX
976.
1016.
1039.
1039
1067.
1083.
1214.
1230.
1237
1267.
1295).
L311.
1322.
1316:
1324
1325.
1339:,
13'65:.
1474
1480.
1575.
1860.
1867
1898
2185.
2186.
2264.
22:69
2536.
ZTLS:
2910.
2912.
3018
3023.
3106.
3200.
33115
3316
3368
3477
3500
4 4
4 4
4 4
2 2
2 4
.5601468.190
-8501527.
.3301467.120
1601467.200
2901467.250
7001467.640
3§01467.690
1201468 ,280
9801468 .370
6401468. 410
6401468. 420
0391468. 430
-8101468.440
8101468.450
6001468.590
4791468 .570
- 7301468 .900
8901469.9b0
4201471.799
3401477.500
.0001478.0g0
. 9201480. 690
9501488 .0L0
9501488.020
6601490.000
3301490.500
5501495.750
1901499. 34%
0901503.090
5261503.140
.7401504.570
4601504. 640
9201505.769
0091515.5Q0
8801516.920
5§01516.980
.18)1517.649
.4801519.020
.0001519.320
.7591519.970
.4201520.050
-4901525.510
8 0,0 9 84
FPOCDCORPRPHHHEH
°o
°o o
-0
waa yas . e
Ss
DNDDNANDNADADDADAADADADADADADADADAKDAANNNNNUUNP
PREP
RRP
RRP
EB
oN
POrR eM WNEH DN
oO
oO
oO
|
uo
So
So
1471.210
.015 ss .000
.015 4 000
013 . 000 .000 0
013 20.540 .000 0
013 plan shows 52 As .000 .000 0
013 «= ven fy .000 -19.970. 0
013 +=25.000 1468 .530 45.0, -9.130*
03 7 -37.640. .000 0 Ch py °
013 36.740, .000 0
013 000 .000 0
013 0.900 1470.010 -45.0. Y .000
013 000 gp 000 0
013 12.450 .000 0
013 1.600 1469.950 60.077 000
013 ‘ 17.550 .000 0 0 baa
013 000 .000 0 &
013 4.490 —»~<000 0 &3
013 «19.300 1469.950, -45.0 000
013 3.890 .000 0
013 000 .000 0
013 +=20.900 1477.750 -45.0 000
013 > 000 .000 0
013 Plan HFS yory 37.170—.00 0 °o
013 21.300 1488 .680 -45.0 ¢ coo 6! 68
i ss 10.030 ——-086—-6———— : Laws
013 1.400 3.3001490.6901490.650 45.0-60.0 000 lak 3 -* — 013 Se we —— Te a 34 40 - d 2b %
013 al 000 .000 0 S
013 -18.060: .000 0 . ge.11
013 000 .000 0
013 -49.310 .000 0
013 2.400 1505.040 -70.0 000 Aue, aie
013 . -39.790 .000 0
013 3.830 — .000 0
013 4620 000 0 ho, 44° P
013. 1.300 1517.500 45.04 000 i+ —ok
013 : 24299 7000 0 —
013 000 .000 0
013 650 .000 0
013 1.100 .000 0
013 9.600, 1520.340 45.0. 000
013 9.030 .000 0
013 95.960 .000 0
013 000 .000 0
1527.170
.000 .000 .000 .00
.000 .000 .000 .00
.000 .000 .000 .00
.000 .000 .000 .00
.000 .000 .000 .00
.000 .000 .000 .00
.000 .000 .000 .00
50.000 .000 .000 .00
10.000 .000 .000 .00
47.000 ,.000 .000 .00 17.00 7000 .000 .000 .00
08/26/2025
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Tl SOLEADA BACKBONE 0
T2 LINE B - STARTING WSE FROM LINE A HGL AT STA 12+35.28 T3 2024-08-20 EP
so 1000.0001468.52 1 1472.180
R 1033.8901468.629 1 - 0136 67.180" .000 0
3 1033.8901468.620 1 1468.620
eo 1 4 al -000 2.500 -000 .000 .000 .00
34.100, .0 Q
Ade ila
08/26/2025
C3