Ncil20250924 — Santee City Council, September 24, 2025 (part 6 of 8)

OMB Control Number: 1660-0016
Expiration: 1/31/2024

DEPARTMENT OF HOMELAND SECURITY
Federal Emergency Management Agency
RIVERINE HYDROLOGY & HYDRAULICS FORM (FORM 2)

PAPERWORK BURDEN DISCLOSURE NOTICE
Public reporting burden for this form is estimated to average 3.5 hours per response. The burden estimate includes the time for reviewing instructions, searching existing data sources, gathering and maintaining the needed data, and completing, reviewing, and submitting the form.

You are not required to respond to this collection of information unless it displays a valid OMB control number. Send comments regarding the accuracy of the burden estimate and any suggestions for reducing this burden to: Information Collections Management, Department of Homeland Security, Federal Emergency Management Agency, 500 C Street, SW, Washington, DC 20472 , Paperwork Reduction Project (1660-0016). Submission of the form is required to obtain or retain benefits under the National Flood Insurance Program. Please do not send your completed survey to the above address.

PRIVACY ACT STATEMENT
AUTHORITY: The National Flood Insurance Act of 1968, Public Law 90-448, as amended by the Flood Disaster Protection Act of 1973, Public Law 93-234.

PRINCIPAL PURPOSE(S): This information is being collected for the purpose of determining an applicant's eligibility to request changes to National Flood Insurance Program (NFIP) Flood Insurance Rate Maps (FIRM).

ROUTINE USE(S): The information on this form may be disclosed as generally permitted under 5 U.S.C § 552a(b) of the Privacy Act of 1974, as amended. This includes using this information as necessary and authorized by the routine uses published in DHS/FEMA/NFIP/LOMA-1 National Flood Insurance Program (NFIP); Letter of Map Amendment (LOMA) February 15, 2006, 71 FR 7990.

DISCLOSURE: The disclosure of information on this form is voluntary; however, failure to provide the information requested may delay or prevent FEMA from processing a determination regarding a requested change to a (NFIP) Flood Insurance Rate Maps (FIRM).

Flooding Source:

Note: Fill out one form for each flooding source studied A. HYDROLOGY

1. Reason for New Hydrologic Analysis (check all that apply):

Not revised (skip to section B) No existing analysis Improved data Alternative methodology Proposed Conditions (CLOMR) Changed physical condition of watershed

2. Comparison of Representative 1%-Annual-Chance Discharges Location Drainage Area (Sq. Mi.) Effective/FIS (cfs) Revised (cfs)

3. Methodology for New Hydrologic Analysis (check all that apply) Precipitation/Runoff Model J Specify Model: Duration: Rainfall Amount:

Statistical Analysis of Gage Records
Regional Regression Equations Other (please attach description) Please enclose all relevant models in digital format, maps, computations (including computation of parameters), and documentation to support the new analysis.

4. Review/Approval of Analysis
If your community requires a regional, state, or federal agency to review the hydrologic analysis, please attach evidence of approval/review.

5. Impacts of Sediment Transport on Hydrology
Is the hydrology for the revised flooding source(s) affected by sediment transport? Yes No If yes, then fill out Section F (Sediment Transport) of Form 3. If No, then attach your explanation.

4. HEC-RAS File Description**:

San Diego River
FEMA FORM FF-206-FY-21-101 (formerly 086-0-27A)
(01/21)

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B. HYDRAULICS

1. Reach to be Revised
Description Cross Section Water-Surface Elevation (ft.) Effective Proposed/Revised
Downstream Limit*
Upstream Limit*
*Proposed/Revised elevations must tie-into the Effective elevations within 0.5 foot at the downstream and upstream limits of revision.

2. Hydraulic Method/Model Used:

Steady State Unsteady State One-Dimensional Two-Dimentional

3. Pre-Submittal Review of Hydraulic Models*
DHS-FEMA has developed two review programs, CHECK-2 and CHECK-RAS, to aid in the review of HEC-2 and HEC-RAS hydraulic models, respectively. We recommend that you review your HEC-2 and HEC-RAS models with CHECK-2 and CHECK-RAS.

4. HEC-RAS File Description**:

Models Submitted Natural Run Floodway Run Datum
Duplicate Effective Model* File Name: Plan Name: File Name: Plan Name:

Corrected Effective Model* File Name: Plan Name: File Name: Plan Name:

Existing or Pre-Project
Conditions Model File Name: Plan Name: File Name: Plan Name:

Revised or Post-Project
Conditions Model File Name: Plan Name: File Name: Plan Name:

Other - (attach description) File Name: Plan Name: File Name: Plan Name:
* For details, refer to the corresponding section of the instructions. **See instructions for information about modeling other then HEC-RAS. Digital Models Submitted? (Required) C. MAPPING REQUIREMENTS
A certified topographic work map must be submitted showing the following information (where applicable): the boundaries of the effective, existing, and proposed conditions 1%-annual-chance floodplain (for approximate Zone A revisions) or the boundaries of the 1%- and 0.2%- annual-chance floodplains and regulatory floodway (for detailed Zone AE, AO, and AH revisions); location and alignment of all cross sections with stationing control indicated; stream, road, and other alignments (e.g., dams, levees, etc.); current community easements and boundaries; boundaries of the requester's property; certification of a registered professional engineer registered in the subject State; location and description of reference marks; and the referenced vertical datum (NGVD, NAVD, etc.).

Digital Mapping (GIS/CADD) Data Submitted (preferred) Topographic Information:

Source: Date:

Vertical Datum: Spatial Projection:

Accuracy:

Note that the boundaries of the existing or proposed conditions floodplains and regulatory floodway to be shown on the revised FIRM and/or FBFM must tie-in with the effective floodplain and regulatory floodway boundaries. Please attach a copy of the effective FIRM and/or FBFM, at the same scale as the original, annotated to show the boundaries of the revised 1%-and 0.2%-annual-chance floodplains and regulatory floodway that tie-in with the boundaries of the effective 1%-and 0.2%-annual-chance floodplain and regulatory floodway at the upstream and downstream limits of the area on revision.

Annotated FIRM and/or FBFM (Required)
870 feet DS of Site 112 337.8 NGVD29 337.8 NGVD29
10 feet US of Site 485 346.2 NGVD29 346.4 NGVD29
HEC-RAS Version 6.50
Santee3MultiFaCLOMCorrectedEffective Santee3MultiFaCLOMCorrectedEffective NGVD29 Santee3MultiFaCLOMCorrectedEffective 1Santee3MultiFaCLO CorrectedEffective NGVD29 CVC Inc Survey / SANGIS 11/27/2023 / 2018
NGVD29 NAD83 StatePlane CA Zone6
FEMA FORM FF-206-FY-21-101 (formerly 086-0-27A)
(01/21)

Page 3 of 3 ends

D. COMMON REGULATORY REQUIREMENTS*

1. For LOMR/CLOMR requests, do Base Flood Elevations (BFEs) or Special Flood Hazard Areas (SFHAs) increase compared to the effective BFEs? Yes No
If Yes, please attach proof of property owner notification. Examples of property owner notifications can be found in the MT-2 Form 2 Instructions.

2. For CLOMR requests, if either of the following is true, please submit evidence of compliance with Section 65.12 of the NFIP regulations:
• The proposed project encroaches upon a regulatory floodway and would result in increases above 0.00 foot compared to pre-project conditions.
• The proposed project encroaches upon a SFHA with or without BFEs established and would result in increases above 1.00 foot compared to pre-project conditions.

3. Does the request involve the placement or proposed placement of fill? Yes No If Yes, the community must be able to certify that the area to be removed from the special flood hazard area, to include any structures or proposed structures, meets all of the standards of the local floodplain ordinances, and is reasonably safe from flooding in accordance with the NFIP regulations set forth at 44 CFR 60.3(A)(3), 65.5(a)(4), and 65.6(a)(14). Please see the MT-2 instructions for more information.

4. Does the request involve the placement or proposed placement of fill? Yes No If Yes, attach evidence of regulatory floodway revision notification. As per Paragraph 65.7(b)(1) of the NFIP Regulations, notification is required for requests involving revisions to the regulatory floodway Elements and examples of regulatory floodway revision notification can be found in the MT-2 Form 2 Instructions.

5. For CLOMR requests, please submit documentation to FEMA and the community to show that you have complied with Sections 9 and 10 of the Endangered Species Act (ESA). For actions authorized, funded, or being carried out by Federal or State agencies, please submit documentation from the agency showing its compliance with Section 7(a)(2) of the ESA. Please see the MT-2 instructions for more detail.

APPENDIX 2
FEMA Payment Form
To be completed during future submittal

FEDERAL EMERGENCY MANAGEMENT AGENCY

PAYMENT INFORMATION FORM

Community Name:

Project Identifier:

MT-1 application
T-2 application

Type of Request:

THIS FORM MUST BE MAILED, ALONG WITH THE APPROPRIATE FEE, TO THE ADDRESS BELOW OR E-MAILED TO THE E-MAIL ADDRESS BELOW.

Please make check or money order payable to the National Flood Insurance Program.

E
): _______________ Check No.: ____ _________ __ Amou nt:

INITIAL FEE FINAL FEE FEE BALANCE** MASTER CARD VISA MONEY ORDER

— — —
1 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 Month
_________________________________________________________________ :

M
Request No. (if known
* CHECK
*Note: Check only for EDR and/or Alluvial Fan requests (as appropriate). **Note: Check only if submitting a corrected fee for an ongoing request.

DR application
LOMC Clearinghouse
3601 Eisenhower Ave. Suite 500 Alexandria, VA
22304-6426
Attn.: LOMC Manager
FEMA Project Library
3601 Eisenhower Ave. Suite 500 Alexandria, VA
22304-6426
E-mail: [email protected]

COMPLETE THIS SECTION ONLY IF PAYING BY CREDIT CARD
CARD NUMBER EXP. DATE
—
Year
Date Signature

NAME (AS IT APPEARS ON CARD)
(please print or type)
ADDRESS:
(for your
credit card
receipt-please
print or type)
DAYTIME PHONE:

FEMA Form 81-107 Payment Information Form
APPENDIX 3
ESA Compliance
Support Documentation
To be completed during future submittal

MEMORANDUM
To: Michael You, City Ventures
From: Danielle Mullen, Dudek
Subject: Federal Emergency Management Agency Conditional Letter of Map Revision (CLOMR) Memorandum for the Cottonwood and Park Project
Date: January 15, 2025
cc: Cindi Hoover, Dudek
Attachments: Figures 1–3
Dudek understands that City Ventures is processing a Conditional Letter of Map Revision (CLOMR) for the proposed Cottonwood and Park Project (project) as required by the Federal Emergency Management Agency. This memorandum provides the details and information needed to make a “no effect” determination for the federal endangered least Bell’s vireo (Vireo bellii pusillus) and a “no effect” determination for monarch butterfly (Danaus plexippus plexippus) as required by the Federal Emergency Management Agency for addressing the CLOMR for the proposed project. 1 Project Location and Description
The approximately 23-acre project site is in the south-central portion of the City of Santee, within San Diego County, as shown in Figure 1, Project Location. The project site is at the southern end of Park Center Drive and is bound by the San Diego River to the south. The project site lies within the U.S. Geological Survey El Cajon quadrangle with a latitude of N 32°50′ 54.72″ and longitude of W 116°58′ 32.76″. The Assessor’s Parcel Number for the project site is 381-051- 1800, and off-site impacts would occur within Assessor’s Parcel Numbers 381 051-1400, 381-051-1700, and 381- 050-7700. Land uses adjacent to the project site consist of Town Center Community Park along the northern and western boundaries, residential housing to the east, and the San Diego River corridor along the southern boundary.

The proposed project would involve construction of 291 multifamily residential units, on-site parking, and recreational areas. Off-site road improvements are proposed west of Cottonwood Avenue, and a detention basin would be located within southwestern corner of the site that would include an off-site storm drain outfall that directs overflow to the San Diego River immediately south of the site. Project impacts are shown in Figure 2, Impacts to Biological Resources.

To comply with the City of Santee Housing Element Rezone Program Implementation Program Environmental Impact Report (City of Santee 2022), all riparian habitats within the main stem of the San Diego River would be avoided by the proposed project1 and would be designated as biological open space and incorporated into the City of Santee’s preserve system, including recordation of an easement to ensure their protection in perpetuity. Additionally, a 100- foot buffer from the edge of the riparian habitat associated with the San Diego River would be established within the project site and would be managed for natural biological values as part of the City of Santee’s preserve system. 1 All impacts to the riparian resources within the main stem of the San Diego River would be avoided by the proposed project, with the exception of a small impact (0.004 acres) occurring from the project’s storm drain outfall, which is considered an allowable use (i.e., desiltation or erosion control facilities or other improvements necessary to protect the habitat) within the City of Santee’s preserve system.

MEMORANDUM
SUBJECT: FEDERAL EMERGENCY MANAGEMENT AGENCY CONDITIONAL LETTER OF MAP REVISION (CLOMR)

MEMORANDUM FOR THE COTTONWOOD AND PARK PROJECT
15269 2
JANUARY 2025
2 Biological Resources
Data regarding biological resources within the project site were obtained through a review of pertinent literature and through field surveys conducted May through August 2023 and June 2024, including vegetation mapping, jurisdictional aquatic resource assessment, a protocol-level least Bell’s vireo survey (USFWS 2001), and a rare plant survey.

2.1 Existing Conditions
The project site is currently undeveloped land containing mostly non-native vegetation communities and land cover types (i.e. disturbed habitat, non-native grassland, eucalyptus woodland, and urban/developed lands), with a patch of native arrowweed scrub and a small area of riparian habitat (i.e., freshwater marsh and southern cottonwoodwillow riparian forest) associated with the San Diego River corridor that overlaps the southern site boundary. The vegetation communities and land cover types are shown in Figure 2.

Table 1 lists the federally listed species as described in the U.S. Fish and Wildlife Service’s (USFWS) Environmental Conservation Online System (ECOS) Information for Planning and Consultation (IPaC) Resource List (USFWS 2024) for the project site, and species occurrence data from the California Department of Fish and Wildlife’s California Natural Diversity Database (CDFW 2023), the California Native Plant Society’s Rare Plant Inventory (CNPS 2023), and USFWS Species Occurrence Data (USFWS 2023) within the U.S. Geological Survey’s 7.5-minute El Cajon quadrangle and the surrounding Alpine, Dulzura, Poway, San Vicente Reservoir, El Cajon Mountain, La Mesa, National City, and Jamul Mountains quadrangles. One federally listed endangered species, least Bell’s vireo, and one federally proposed threatened species, monarch butterfly, were observed within the project site during field surveys conducted in 2023. The federally endangered least Bell’s vireo was documented within riparian habitat in the San Diego River along the southern boundary of the project site. This area supports suitable foraging and/or nesting habitat for this federally listed species. Figure 2 shows the locations of least Bell’s vireos within the project site and surrounding area. No location was recorded for monarch butterfly because the individual was passing through the site. In addition, the project site is not an established overwintering area for this species, the site does not provide any host plants (i.e., milkweed), and the site supports very limited nectar plants (i.e., the majority of the site contains non-native grasses). For regional context, Figure 3, USFWS Critical Habitat and Species Occurrences, shows the locations of the USFWS species occurrence data and USFWS designated critical habitat within a 5-mile buffer surrounding the project site. No other federally listed species were observed on the project site during focused surveys conducted by Dudek in 2023 and 2024.

MEMORANDUM
SUBJECT: FEDERAL EMERGENCY MANAGEMENT AGENCY CONDITIONAL LETTER OF MAP REVISION (CLOMR)

MEMORANDUM FOR THE COTTONWOOD AND PARK PROJECT
15269 3
JANUARY 2025
Table 1. Federally Listed and Federally Proposed Species Observed or Potential to Occur within the CLOMR Permit Area Scientific Name Common Name Status1 Habitat Potential to Occur Plants
Acanthomintha ilicifolia San Diego thornmintFT Chaparral, coastal scrub, valley and foothill grassland, vernal pools; clay, openings/annual
herb/April–June/30–3,150 feet
Not expected to occur. No clay soils or
vernal pools present.

Ambrosia pumila San Diego
ambrosia
FE Chaparral, coastal scrub, valley and foothill
grassland, vernal pools; sandy loam or clay, often in
disturbed areas, sometimes alkaline/perennial
rhizomatous herb/April–Oct/65–1,360 feet
Not expected to occur. This species
would have been observed during the
rare plant survey if present.

Arctostaphylos
glandulosa ssp.
crassifolia
Del Mar
manzanita
FE Chaparral (maritime, sandy)/perennial evergreen
shrub/Dec–June/0–1,200 feet
Not expected to occur. No suitable
vegetation present. This perennial
species would have been observed
during the rare plant survey if present.

Baccharis vanessae Encinitas
baccharis
FT Chaparral (maritime), cismontane woodland;
sandstone/perennial deciduous shrub/
Aug, Oct, Nov/195–2,360 feet
Not expected to occur. No suitable
vegetation present. This perennial
species would have been observed
during the rare plant survey if present.

Berberis nevinii Nevin’s barberry FE Chaparral, cismontane woodland, coastal scrub, riparian scrub; sandy or gravelly/perennial evergreen
shrub/(Feb.)March–June/225–2,705 feet
Not expected to occur. This perennial
species would have been observed
during the rare plant survey if present.

Brodiaea filifolia thread-leaved
brodiaea
FT Chaparral (openings), cismontane woodland, coastal
scrub, playas, valley and foothill grassland, vernal
pools; often clay/perennial bulbiferous herb/
March–June/80–3,675 feet
Not expected to occur. No clay soils
present.

Chloropyron maritimum
ssp. maritimum
(formerly Cordylanthus
maritimus ssp.
maritimus)
salt marsh
bird’s-beak
FE Coastal dunes, marshes and swamps (coastal
salt)/annual herb (hemiparasitic)/May–Oct (Nov)/
0–100 feet
Not expected to occur. The site is
outside of the species’ known
elevation range and there is no
suitable vegetation present.

Deinandra conjugens Otay tarplant FT Coastal scrub, valley and foothill grassland; clay/annual herb/(Apr) May–June/80–985 feet
Not expected to occur. No clay soils
present.

MEMORANDUM
SUBJECT: FEDERAL EMERGENCY MANAGEMENT AGENCY CONDITIONAL LETTER OF MAP REVISION (CLOMR)

MEMORANDUM FOR THE COTTONWOOD AND PARK PROJECT
15269 4
JANUARY 2025
Table 1. Federally Listed and Federally Proposed Species Observed or Potential to Occur within the CLOMR Permit Area Scientific Name Common Name Status1 Habitat Potential to Occur Eryngium aristulatum
var. parishii
San Diego
button-celery
FE Coastal scrub, valley and foothill grassland, vernal pools; mesic/annual/perennial herb/April–June/
65–2,035 feet
Not expected to occur. This perennial
species was not observed during the
rare plant survey, and no vernal pools
are present.

Fremontodendron
mexicanum
Mexican
flannelbush
FE Closed-cone coniferous forest, chaparral, cismontane woodland; gabbroic, metavolcanic, or serpentinite/
perennial evergreen shrub/March–June/
30–2,350 feet
Not expected to occur. No suitable
vegetation present. This perennial
species would have been observed
during the rare plant survey if present.

Monardella viminea willowy
monardella
FE Chaparral, coastal scrub, riparian forest, riparian
scrub, riparian woodland; alluvial ephemeral
washes/perennial herb/June–Aug/160–740 feet
Not expected to occur. This perennial
species would have been observed
during the rare plant survey if present.

Navarretia fossalis spreading
navarretia
FT Chenopod scrub, marshes and swamps (assorted
shallow freshwater), playas, vernal pools/annual
herb/April–June/95–2,150 feet
Not expected to occur. This species is
strongly associated with vernal pools,
which are not present within the
project site (USFWS 2009a).

Orcuttia californica California Orcutt
grass
FE Vernal pools/annual herb/April–Aug/45–2,165 feet Not expected to occur. No vernal pool habitat present.

Pogogyne abramsii San Diego mesa
mint
FE Vernal pools/annual herb/March–July/295–655 feet Not expected to occur. No vernal pool habitat present.

Pogogyne nudiuscula Otay Mesa mint FE Vernal pools/annual herb/May–July/295–820 feet Not expected to occur. No vernal pool habitat present.

Amphibians
Anaxyrus californicus arroyo toad FE Semi-arid areas near washes, sandy riverbanks, riparian areas, palm oasis, Joshua tree, mixed
chaparral and sagebrush; stream channels for
breeding (typically third order); adjacent stream
terraces and uplands for foraging and wintering
Not expected to occur. No suitable
stream channels present. Outside of
known range (USFWS 2009b).

Spea hammondii Western
Spadefoot
PT Primarily grassland and vernal pools, but also in
ephemeral wetlands that persist at least 3 weeks in
chaparral, coastal scrub, valley–foothill woodlands,
pastures, and other agriculture
Not expected to occur. No suitable
ephemeral wetlands, and the
grassland areas are highly disturbed.

MEMORANDUM
SUBJECT: FEDERAL EMERGENCY MANAGEMENT AGENCY CONDITIONAL LETTER OF MAP REVISION (CLOMR)

MEMORANDUM FOR THE COTTONWOOD AND PARK PROJECT
15269 5
JANUARY 2025
Table 1. Federally Listed and Federally Proposed Species Observed or Potential to Occur within the CLOMR Permit Area Scientific Name Common Name Status1 Habitat Potential to Occur Reptiles
Chelonia mydas green sea turtle FT Shallow waters of lagoons, bays, estuaries, mangroves, eelgrass, and seaweed beds
Not expected to occur. Suitable
shallow estuarine or marine habitat is
not present.

Actinemys pallida southwestern
pond turtle
PT Slow-moving permanent or intermittent streams,
ponds, small lakes, and reservoirs with emergent
basking sites; adjacent uplands used for nesting and
during winter
Not expected to occur. Suitable
wetland habitat is present around the
project site within the San Diego River.

However, southwestern pond turtle is
not currently known from the San
Diego River in the City of Santee.

Birds
Charadrius alexandrinus
nivosus
western snowy
plover
FT On coasts nests on sandy marine and estuarine
shores; in the interior nests on sandy, barren or
sparsely vegetated flats near saline or alkaline lakes, reservoirs, and ponds
Not expected to occur. No suitable
nesting habitat present.

Coccyzus americanus
occidentalis
western yellowbilled cuckooFT Nests in dense, wide riparian woodlands and forest with well-developed understories
Not expected to occur. Not observed
during riparian bird surveys. Riparian
habitat adjacent to the site is too
narrow and lacks dense, wide riparian
vegetation preferred by this species.

Empidonax traillii
extimus
southwestern
willow flycatcher
FE Nests in dense riparian habitats along streams,
reservoirs, or wetlands; uses variety of riparian and
shrubland habitats during migration
Not expected to occur. Species not
observed during riparian bird surveys.

The U.S. Fish and Wildlife Service
agreed that focused surveys not
needed in this area due to lack of
suitable nesting habitat.

Polioptila californica
californica
coastal
California
gnatcatcher
FT Nests and forages in various sage scrub
communities, often dominated by California
sagebrush and buckwheat; generally avoids nesting
in areas with a slope of greater than 40%; majority of
nesting at less than 1,000 feet above mean sea level
Not expected to occur. No suitable
vegetation present and this species
was not incidentally observed during
riparian bird surveys within the site.

MEMORANDUM
SUBJECT: FEDERAL EMERGENCY MANAGEMENT AGENCY CONDITIONAL LETTER OF MAP REVISION (CLOMR)

MEMORANDUM FOR THE COTTONWOOD AND PARK PROJECT
15269 6
JANUARY 2025
Table 1. Federally Listed and Federally Proposed Species Observed or Potential to Occur within the CLOMR Permit Area Scientific Name Common Name Status1 Habitat Potential to Occur Rallus obsoletus levipes
(formerly R. longirostris
levipes)
Ridgway’s rail FE Coastal wetlands, brackish areas, coastal saline emergent wetlands
Not expected to occur. No suitable
coastal wetland habitat present.

Sternula antillarum
browni
California least
tern
FE Forages in shallow estuaries and lagoons; nests on
sandy beaches or exposed tidal flats
Not expected to occur. The site lacks
suitable habitat for this species. This
species establishes nesting colonies
along coastal beach or estuarine
habitats, which is not present in the
project area.

Vireo bellii pusillus least Bell’s vireo FE Nests and forages in low, dense riparian thickets along water or along dry parts of intermittent
streams; forages in riparian and adjacent shrubland
late in nesting season
Present. Observed within riparian
areas within the project site (along the
southern boundary) and immediately
south, north, and west of the project
site. All riparian vegetation around the
project is expected to be occupied.

Invertebrates
Branchinecta
sandiegonensis
San Diego fairy
shrimp
FE Vernal pools, non-vegetated ephemeral pools Not expected to occur. No vernal pool habitat is present within the site.

Danaus plexippus
plexippus pop. 1
monarch –
California
overwintering
population
PT Wind-protected tree groves with nectar sources and
nearby water sources
Present. Observed during surveys
within project site. However, the
project site is not an established
overwintering area for this species, nor
does it provide any host plants (i.e.
milkweed) and there is very limited
nectar plants (i.e., majority of site
contains non-native grasses).

MEMORANDUM
SUBJECT: FEDERAL EMERGENCY MANAGEMENT AGENCY CONDITIONAL LETTER OF MAP REVISION (CLOMR)

MEMORANDUM FOR THE COTTONWOOD AND PARK PROJECT
15269 7
JANUARY 2025
Table 1. Federally Listed and Federally Proposed Species Observed or Potential to Occur within the CLOMR Permit Area Scientific Name Common Name Status1 Habitat Potential to Occur Euphydryas editha
quino
Quino
checkerspot
butterfly
FE Annual forblands, grassland, open coastal scrub and
chaparral; often soils with cryptogamic crusts and
fine-textured clay; host plants include Plantago
erecta, Antirrhinum coulterianum, and Plantago
patagonica (Silverado Occurrence Complex)
Not expected to occur. No primary host
plants are present (i.e. only Plantago
ovata was observed at very low density
within the site), site lacks clay soils
preferred by primary host plants, very
limited flowering plants present for
nectar sources (i.e., majority of site
contains non-native grasses), the site
is outside the U.S. Fish and Wildlife
Service recommended survey area,
and the non-native grassland is highly
disturbed.

Lycaena hermes Hermes copper FT Mixed woodlands, chaparral, and coastal scrub Not expected to occur. No suitable vegetation or host plants present.

Streptocephalus
woottoni
Riverside fairy
shrimp
FE Vernal pools, non-vegetated ephemeral pools Not expected to occur. No vernal pool habitat is present within the site.

Notes:

CLOMR = Conditional Letter of Map Revision
1 The federal status of species is based on the Special Animals List (October 2024) (CDFW 2024).

Federal Designations
FE: Federally listed as endangered
FT: Federally listed as threatened
PT: Proposed Threatened

MEMORANDUM
SUBJECT: FEDERAL EMERGENCY MANAGEMENT AGENCY CONDITIONAL LETTER OF MAP REVISION (CLOMR)

MEMORANDUM FOR THE COTTONWOOD AND PARK PROJECT
15269 8
JANUARY 2025

2.2 Determination of Effects
As noted above in Table 1, one federally listed endangered species, least Bell’s vireo, and one federally proposed threatened species, monarch butterfly, were observed within the project site. The federally endangered least Bell’s vireo was documented within riparian habitat in the San Diego River along the southern boundary of the project site. This area supports suitable foraging and/or nesting habitat for this federally listed species. Direct impacts to least Bell’s vireo individuals are not anticipated due to the project’s avoidance of impacts to occupied habitat through the establishment of a 100-foot buffer from the edge of the riparian habitat. 2 Indirect impacts to least Bell’s
vireo from construction noise potentially resulting in take would be avoided through implementation of mitigation measure MM-BIO-2 from the Program Environmental Impact Report, which would require noise attenuation measures for occupied habitat if project construction occurs during the least Bell’s vireo breeding season (i.e., April 10 through July 31) (City of Santee 2022). Therefore, the proposed project is not likely to jeopardize the continued existence of least Bell’s vireo, and a “no effect“ determination should be made. No take is expected to occur for monarch butterfly because the observation was one individual passing through the site, the project site is not an established overwintering area for this species, the project site does not contain any host plants (i.e., milkweed), and the project site supports very limited nectar plants (i.e., the majority of the site contains non-native grasses).

Therefore, a “no effect” determination should be made for monarch butterfly.

No other federally listed species were observed on the project site or have potential to occur on the project site.

Therefore, the proposed project is not expected to result in take of any other federally listed species. Additionally, there is no critical habitat designated for any federally listed plant or wildlife species on the project site. Therefore, no adverse effects to critical habitat would occur due to project implementation. 2 All impacts to riparian resources within the main stem of the San Diego River would be avoided by the proposed project with the exception of a small impact (0.004 acres) occurring from the project’s storm drain outfall, which is considered an allowable use (i.e., desiltation or erosion control facilities or other improvements necessary to protect the habitat) within the City of Santee’s preserve system.

MEMORANDUM
SUBJECT: FEDERAL EMERGENCY MANAGEMENT AGENCY CONDITIONAL LETTER OF MAP REVISION (CLOMR)

MEMORANDUM FOR THE COTTONWOOD AND PARK PROJECT
15269 9
JANUARY 2025
References
CDFW (California Department of Fish and Wildlife). 2023. California Natural Diversity Database (CNDDB).

RareFind 5: Commercial version. CDFW, Biogeographic Data Branch. https://wildlife.ca.gov/Data/CNDDB/Maps-and-Data.

CDFW. 2024. “Special Animals List.” California Natural Diversity Database (CNDDB). CDFW, Biogeographic Data Branch. October 2024. Accessed January 2025. https://nrm.dfg.ca.gov/FileHandler.ashx? DocumentID=109406&inline=1.

City of Santee. 2022. Draft Program Environmental Impact Report (DPEIR) for the City of Santee Housing Element Rezone Program Implementation. SCH #2021100263. Prepared June 17, 2022. City of Santee Development Services. Accessed June 10, 2024. https://www.cityofsanteeca.gov/ home/showpublisheddocument/22332/637910492391800000.

CNPS (California Native Plant Society). 2023. Rare Plant Inventory (online edition, v9-01 1.5). California Native Plant Society, Rare Plant Program. https://rareplants.cnps.org/.

USFWS (U.S. Fish and Wildlife Service). 2001. Least Bell’s Vireo Survey Guidelines. January 19, 2001. U.S.

Department of the Interior, Fish and Wildlife Service, Ecological Services. Carlsbad, California. Accessed June 10, 2024. http://treecareforbirds.com/wp-content/uploads/2017/07/LBVireo.2001.protocol.pdf.

USFWS. 2009a. Navarretia fossalis (Spreading navarretia) 5-Year Review: Summary and Evaluation. Carlsbad Fish and Wildlife Office. Carlsbad, California. August 10, 2009. https://ecos.fws.gov/docs/ five_year_review/doc2574.pdf/.

USFWS. 2009b. Arroyo Toad Bufo californicus (=microscaphus). 5-Year Review: Summary and Evaluation.

Ventura, California: USFWS Ventura Office. August 2009.

USFWS. 2023. Critical Habitat and Species Occurrence Database [map]. Accessed August 2023. https://www.arcgis.com/apps/mapviewer/index.html?url=https://services.arcgis.com/ QVENGdaPbd4LUkLV/ArcGIS/rest/services/USFWS_Critical_Habitat/FeatureServer&source=sd.

USFWS. 2024. Information for Planning and Consultation (IPaC) Resource List. Accessed January 6, 2025. https://ipac.ecosphere.fws.gov/.

San D i e go R i v e r
67 Project Location
Federal Emergency Management Agency (FEMA) Conditional Letter of Map Revision (CLOMR) Memorandum for the Cottonwood and Park Project SOURCE: ESRI Imagery 2023
Date: 1/13/2025 - Last saved by: lterry - Path: Z:\Projects\j1526902\MAPDOC\DOCUMENT\FEMA CLOMR\Figure1_ProjectLocation.mxd Project Site Boundary
San Diego River
FIGURE 1
Carlsbad
Chula Vista
Coronado
Del Mar
El Cajon
Encinitas
Escondido
Imperial
Beach
La Mesa
La Quinta
Laguna
Niguel
Lake
Elsinore
Lemon Grove
Murrieta
Oceanside
Palm Springs
Poway
San Clemente
San Diego
San Marcos
Santee
Solana
Beach
Temecula
Vista
R i v e r s i d e
C o u n t y
905
52 54
94 163
188
241
125
56 86 111
78 74
74 67
76 79
805
215
15 5
8 Project Site

S A N D I E G O

C O U N T Y
0 500 1,000
Feet
Date: 1/13/2025 - Last saved by: lterry - Path: Z:\Projects\j1526902\MAPDOC\DOCUMENT\FEMA CLOMR\Figure2_Impacts_to_BiologicalResources.mxd FWM
DEV
OW
DH
NNGB
San Diego River
AWS
NNG
NNG
DEV
EUC
SCWRF
NNG
NNG DH
EUC
DEV
NNGB
DH
DEV
DH
FWM
DH
SCWRF
SCWRF
Impacts to Biological Resources
Federal Emergency Management Agency (FEMA) Conditional Letter of Map Revision (CLOMR) Memorandum for the Cottonwood and Park Project SOURCE: ESRI Imagery 2023
0 110 220Feet
FIGURE 2
Project Site Boundary
500-Ft Buffer
Permanent Impact
Temporary Impact
San Diego River
Wildlife
Least Bell's Vireo (Vireo bellii pusillus), B-LBVI
White Rabbit-Tobacco (Pseudognaphalium
leucocephalum), Pseleu
Vegetation Communities and Land Cover Types
Arrowweed Scrub - AWS
Coastal and Valley Freshwater Marsh - FWM
Disturbed Habitat - DH
Eucalyptus Woodland -
Non-Native Grassland -
Non-Native Grassland: Broadleaf-Dominated -
Southern Cottonwood-Willow Riparian Forest -
SCWRF
Urban/Developed - DEV
Open Water, OW
Coastal and Valley Freshwater Marsh, FWM
CDFW Riparian Habitat
Arrowweed Scrub,
Southern Cottonwood-Willow Riparian Forest, SCWRF
SCWRF
DH NNG
FWM
0 20 40Feet
SCWRF
NNGB
DH
FWM

USACE/RWQCB/CDFW
125
163
274
54 52
67 8
15 15
805
15 8
USFWS Critical Habitat and Species Occurrences
Federal Emergency Management Agency (FEMA) Conditional Letter of Map Revision (CLOMR) Memorandum for the Cottonwood and Park Project SOURCE: ESRI Imagery 2023
Date: 1/13/2025 - Last saved by: lterry - Path: Z:\Projects\j1526902\MAPDOC\DOCUMENT\FEMA CLOMR\Figure3_CritHab_Species.mxd USFWS Occurrences
least Bell's vireo
Quino checkerspot butterfly
San Diego fairy shrimp
coastal California gnatcatcher
Critical Habitat
Arroyo Toad
Hermes copper butterfly
San Diego thornmint
San Diego ambrosia
Willowy monardella
Coastal California gnatcatcher
Least Bell's vireo
5-Mile Buffer
Project Site
FIGURE 3
0 3,200 6,400
Feet
APPENDIX 4
Public Notification Documents
To be completed during future submittal
APPENDIX 5
Effective Flood Insurance Study
Excerpts

Page 1 of 4 ends

LETTER OF MAP REVISION

DETERMINATION DOCUMENT

COMMUNITY AND REVISION INFORMATION PROJECT DESCRIPTION

COMMUNITY
APPROXIMATE LATITUDE & LONGITUDE: 32.846, -116.980
SOURCE: USGS QUADRANGLE DATUM: NAD 83
City of Santee
San Diego County
California
COMMUNITY NO.: 060703

BASIS OF REQUEST

IDENTIFIER

FILL FLOODWAY

HYDRAULIC ANALYSIS

UPDATED TOPOGRAPHIC DATA
Parc One

ANNOTATED MAPPING ENCLOSURES ANNOTATED STUDY ENCLOSURES TYPE: FIRM* NO.: 06073C1651G DATE: May 16, 2012
TYPE: FIRM* NO.: 06073C1653G DATE: May 16, 2012
DATE OF EFFECTIVE FLOOD INSURANCE STUDY: May 16, 2012
PROFILE(S): 369P-370P
FLOODWAY DATA TABLE: TABLE 13
Enclosures reflect changes to flooding sources affected by this revision. * FIRM - Flood Insurance Rate Map; ** FBFM - Flood Boundary and Floodway Map; *** FHBM - Flood Hazard Boundary Map

FLOODING SOURCE(S) & REVISED REACH(ES)
San Diego River - from approximately 60 feet downstream of Cuyamaca Street to Cottonwood Avenue

SUMMARY OF REVISIONS
Flooding Source Increases Decreases Effective Flooding Revised Flooding San Diego River Zone AE Zone AE YES YES
BFEs* BFEs YES YES
No BFEs BFEs YES NONE
Floodway Floodway YES YES
* BFEs - Base Flood Elevations

DETERMINATION
This document provides the determination from the Department of Homeland Security's Federal Emergency Management Agency (FEMA) regarding a request for a Letter of Map Revision (LOMR) for the area described above. Using the information submitted, we have determined that a revision to the flood hazards depicted in the Flood Insurance Study (FIS) report and/or National Flood Insurance Program (NFIP) map is warranted. This document revises the effective NFIP map, as indicated in the attached documentation. Please use the enclosed annotated map panels revised by this LOMR for floodplain management purposes and for all flood insurance policies and renewals in your community.

This determination is based on the flood data presently available. The enclosed documents provide additional information regarding this determination. If you have any questions about this document, please contact the FEMA Map Information eXchange toll free at 1-877-336-2627 (1-877-FEMA MAP) or by letter addressed to the LOMC Clearinghouse, 847 South Pickett Street, Alexandria, VA 22304-4605. Additional Information about the NFIP is available on our website at http://www.fema.gov/nfip.
15-09-0699P 102-I-A-C
Luis Rodriguez, P.E., Chief
Engineering Management Branch
Federal Insurance and Mitigation Administration

Page 2 of 4 ends

LETTER OF MAP REVISION

DETERMINATION DOCUMENT (CONTINUED)

COMMUNITY INFORMATION

APPLICABLE NFIP REGULATIONS/COMMUNITY OBLIGATION
We have made this determination pursuant to Section 206 of the Flood Disaster Protection Act of 1973 (P.L. 93-234) and in accordance with the National Flood Insurance Act of 1968, as amended (Title XIII of the Housing and Urban Development Act of 1968, P.L. 90-448), 42 U.S.C. 4001-4128, and 44 CFR Part 65. Pursuant to Section 1361 of the National Flood Insurance Act of 1968, as amended, communities participating in the NFIP are required to adopt and enforce floodplain management regulations that meet or exceed NFIP criteria. These criteria, including adoption of the FIS report and FIRM, and the modifications made by this LOMR, are the minimum requirements for continued NFIP participation and do not supersede more stringent State/Commonwealth or local requirements to which the regulations apply.

We provide the floodway designation to your community as a tool to regulate floodplain development. Therefore, the floodway revision we have described in this letter, while acceptable to us, must also be acceptable to your community and adopted by appropriate community action, as specified in Paragraph 60.3(d) of the NFIP regulations.

COMMUNITY REMINDERS
We based this determination on the 1-percent-annual-chance flood discharges computed in the FIS for your community without considering subsequent changes in watershed characteristics that could increase flood discharges. Future development of projects upstream could cause increased flood discharges, which could cause increased flood hazards. A comprehensive restudy of your community’s flood hazards would consider the cumulative effects of development on flood discharges subsequent to the publication of the FIS report for your community and could, therefore, establish greater flood hazards in this area.

Your community must regulate all proposed floodplain development and ensure that permits required by Federal and/or State/Commonwealth law have been obtained. State/Commonwealth or community officials, based on knowledge of local conditions and in the interest of safety, may set higher standards for construction or may limit development in floodplain areas. If your State/Commonwealth or community has adopted more restrictive or comprehensive floodplain management criteria, those criteria take precedence over the minimum NFIP requirements.

We will not print and distribute this LOMR to primary users, such as local insurance agents or mortgage lenders; instead, the community will serve as a repository for the new data. We encourage you to disseminate the information in this LOMR by preparing a news release for publication in your community's newspaper that describes the revision and explains how your community will provide the data and help interpret the NFIP maps. In that way, interested persons, such as property owners, insurance agents, and mortgage lenders, can benefit from the information.

This revision has met our criteria for removing an area from the 1-percent-annual-chance floodplain to reflect the placement of fill.

However, we encourage you to require that the lowest adjacent grade and lowest floor (including basement) of any structure placed within the subject area be elevated to or above the Base (1-percent-annual-chance) Flood Elevation.

Page 3 of 4 ends

LETTER OF MAP REVISION

DETERMINATION DOCUMENT (CONTINUED)
We have designated a Consultation Coordination Officer (CCO) to assist your community. The CCO will be the primary liaison between your community and FEMA. For information regarding your CCO, please contact:

Mr. Jeffrey D. Lusk
Director, Mitigation Division
Federal Emergency Management Agency, Region IX
1111 Broadway, Suite 1200
Oakland, CA 94607-4052
(510) 627-7175

STATUS OF THE COMMUNITY NFIP MAPS
We will not physically revise and republish the FIRM and FIS report for your community to reflect the modifications made by this LOMR at this time. When changes to the previously cited FIRM panel(s) and FIS report warrant physical revision and republication in the future, we will incorporate the modifications made by this LOMR at that time.

Page 4 of 4 ends

LETTER OF MAP REVISION

DETERMINATION DOCUMENT (CONTINUED)

PUBLIC NOTIFICATION OF REVISION
A notice of changes will be published in the Federal Register. This information also will be published in your local newspaper on or about the dates listed below and through FEMA’s Flood Hazard Mapping website at https://www.floodmaps.fema.gov/fhm/Scripts/bfe_main.asp. LOCAL NEWSPAPER Name: The East County Californian Dates: July 16, 2015 and July 23, 2015
Within 90 days of the second publication in the local newspaper, a citizen may request that we reconsider this determination. Any request for reconsideration must be based on scientific or technical data. Therefore, this letter will be effective only after the 90-day appeal period has elapsed and we have resolved any appeals that we receive during this appeal period. Until this LOMR is effective, the revised flood hazard determination information presented in this LOMR may be changed.

DISTANCE WIDTH (FEET) SECTI
O

N AREA (SQUARE FEET) ME
A

N VELOCITY (FEET PER SECOND) REGULATORY WITHOUT FLOODWAY WITH FLOODWAY INCREASE 6,220
1 498 5,410 7.0 306.7 306.7 307.3 0.6
7,097
1 695 7,383 5.1 309.6 309.6 310.3 0.7
8,128
1 600 5,647 6.7 311.7 311.7 312.6 0.9
9,079
1 560 6,111 6.1 315.3 315.3 315.6 0.3 10,100
1 1,300 12,607 3.0 317.0 317.0 317.3 0.3 11,4411 1,557 10,122 3.8 318.3 318.3 318.6 0.3 12,0951 1,470 9,785 3.9 319.5 319.5 319.8 0.3 12,8001 1,545 9,949 3.7 320.2 320.2 320.4 0.2 14,1001 799 __ 2 __ 2 321.3 321.3 321.5 0.2 14,889 1 930 __ 2 __ 2 323.2 323.2 323.3 0.1 15,927 1 875 __ 2 __ 2 329.1 329.1 329.1 0.0 16,6111 990 __ 2 __ 2 329.7 329.7 329.7 0.0 17,6291 728 __ 2 __ 2 330.5 330.5 331.2 0.7 19,1991 775 __ 2 __ 2 334.5 334.5 335.0 0.5 19,9621 454 4,884 7.4 335.7 335.7 336.7 1.0 20,8551 1,000 5,786 5.9 339.9 339.9 340.3 0.4 21,8741 1,008 11,793 2.9 343.0 343.0 343.5 0.5 22,6401 1,015 11,600 2.9 343.2 343.2 343.7 0.5 23,4761 950 __ 2 __ 2 347.4 347.4 348.1 0.7 24,2941 575 __ 2 __ 2 348.5 348.5 349.0 0.5 25,5551 655 __ 2 __ 2 350.4 350.4 350.6 0.2 26,863 1 512 __ 2 __ 2 350.7 350.7 350.9 0.2 28,4701 737 __ 2 __ 2 351.9 351.9 352.2 0.3 29,2161 443 __ 2 __ 2 351.8 351.8 352.1 0.3 29,9541 417 __ 2 __ 2 352.4 352.4 352.7 0.3 -1,359 3 391 6,448 5.1 364.5 364.5 364.5 0.0 1 Feet Above Limit of Detailed Study2 Data Not Available 3 Feet Above Riverford Bridge TABLE 13 FEDERAL EMERGENCY MANAGEMENT AGENCY SAN DIEGO COUNTY, CA AND INCORPORATED AREAS AT AUAVAWAXAYBKBMBNBOBP BQ FLOODWAY 1-PERCENT-ANNUAL-CHANCE FLOOD WATER SURFACE ELEVATION (FEET NAVD) CROSS SECTION FLOODING SOURCE San Diego River (cont'd) FLOODWAY DATA SAN DIEGO RIVER AZBABBBCBDBEBF BGBHBI BJ BLBRBS

REVISED TO

REFLECT LOMR
EFFECTIVE:

REVISED TO

REFLECT LOMR
EFFECTIVE:

BK
,
BI ,
BJ
,
BJ
,
343.2
338 0.
347.4
343.0
339 9.
335.7
343.2
349
349
349
347

N MAGNOLIA AVENUE

JIM LANE

COTTONWOOD AVENU
L
E

ITTLE LEAF LANE

EVE LANE

STAR MAGNOLIA
LANE

KRIS WA
O
Y

LD TREE LANE

CUYAMACA STREET

CAMBURY DRIVE

PARK CENTER DRIVE

AMSTER DRIVE
BM 348.5
BL
,
BI ,
BM
B
,K 343.2

WILLOW AVENUE

SHIRLEY LANE

C VI CI CENTER DRIVE

BLUE BOY LANE

RHODES COURT

DONNAJEAN LANE

BUENA VALLEY DRIVE

COTTONWOOD AVENUE
4TH STREET
1ST STREET

M SI S OI N GREENS ROAD

CARYL DRIVE

ASPENGLOW PLACE

CUYAMACA STREET

COTTONWOOD AVENUE

PRIVATE ROAD

CUYAMACA STREET

PRIVATE ROAD

RAILROAD
APPENDIX 6
Effective Data
APPENDIX 7
Duplicate Effective Analysis
7A: HEC-2
7B: HEC-RAS
0 500 1000 1500 2000 2500 3000 3500 4000
315320325330335340345350
Santee3MultiFamCLOMR Plan: DuplicateEffective 1/8/2025
Main Channel Distance (ft)
Elevation (ft)
Legend
EG PF 2
WS PF 2
EG PF 1
WS PF 1
Crit PF 1Crit PF 2
Ground
Right Levee
80 85
100
101
102
110
114
116
120
460
470
480
483
485
San Diego River ParcOne
7A: HEC-2
0 1000 2000 3000 4000 5000
320325330335340345350
Santee3MultiFamCLOMR Plan: DuplicateEffective 1/8/2025
RS = 460
Station (ft)
Elevation (ft)
Legend
EG PF 2
WS PF 2
EG PF 1
WS PF 1
Ground
Bank Sta
Encroachment
.04 .04 .04
0 1000 2000 3000 4000 5000
335340345350355360
Santee3MultiFamCLOMR Plan: DuplicateEffective 1/8/2025
RS = 485
Station (ft)
Elevation (ft)
Legend
EG PF 2EG PF 1
WS PF 2
Crit PF 2
WS PF 1
Crit PF 1
Ground
Bank Sta
Encroachment
.04 .
04 .04
0 1000 2000 3000 4000 5000
320330340350360370
Santee3MultiFamCLOMR Plan: DuplicateEffective 1/8/2025
RS = 483
Station (ft)
Elevation (ft)
Legend
EG PF 2EG PF 1
WS PF 2WS PF 1
Crit PF 1
Ground
Bank Sta
Encroachment
.04 .
04 .04
0 1000 2000 3000 4000 5000
320330340350360370
Santee3MultiFamCLOMR Plan: DuplicateEffective 1/8/2025
RS = 480
Station (ft)
Elevation (ft)
Legend
EG PF 2EG PF 1
WS PF 2WS PF 1
Crit PF 1
Ground
Bank Sta
Encroachment
.04 .
04 .04
0 1000 2000 3000 4000 5000
320325330335340345350
Santee3MultiFamCLOMR Plan: DuplicateEffective 1/8/2025
RS = 470
Station (ft)
Elevation (ft)
Legend
EG PF 2
WS PF 2
EG PF 1
WS PF 1
Crit PF 2Crit PF 1
Ground
Ineff
Bank Sta
Encroachment
.04 .04 .04
0 500 1000 1500 2000
325330335340345
Santee3MultiFamCLOMR Plan: DuplicateEffective 1/8/2025
RS = 120 2012 Topo added to LOB
Station (ft)
Elevation (ft)
Legend
EG PF 2
WS PF 2
EG PF 1
WS PF 1
Crit PF 1Crit PF 2
Ground
Ineff
Bank Sta
Encroachment
.03 .
11 .02 .
11 .03
500 1000 1500 2000 2500 3000
326328330332334336338340342
Santee3MultiFamCLOMR Plan: DuplicateEffective 1/8/2025
RS = 116 New section
Station (ft)
Elevation (ft)
Legend
EG PF 2
WS PF 2
EG PF 1
WS PF 1
Crit PF 1Crit PF 2
Ground
Ineff
Bank Sta
Encroachment
.
05 .03 .
05 .11 .03
0 500 1000 1500 2000 2500
326328330332334336338340342
Santee3MultiFamCLOMR Plan: DuplicateEffective 1/8/2025
RS = 114 New section
Station (ft)
Elevation (ft)
Legend
EG PF 2
WS PF 2
EG PF 1
WS PF 1
Crit PF 1Crit PF 2
Ground
Ineff
Bank Sta
Encroachment
.
05 .
03 .
11 .03 .05 .11 .03
0 500 1000 1500 2000 2500
326328330332334336338340342344
Santee3MultiFamCLOMR Plan: DuplicateEffective 1/8/2025
RS = 112 New section
Station (ft)
Elevation (ft)
Legend
EG PF 2EG PF 1
WS PF 2WS PF 1
Crit PF 2Crit PF 1
Ground
Ineff
Bank Sta
Encroachment
.
05 .
03 .
11 .03 .05 .11 .
03 0 500 1000 1500 2000 2500
326328330332334336338340
Santee3MultiFamCLOMR Plan: DuplicateEffective 1/8/2025
RS = 110 2012 Topo added to LOB
Station (ft)
Elevation (ft)
Legend
EG PF 2EG PF 1
WS PF 2WS PF 1
Ground
Ineff
Bank Sta
Encroachment
.
03 .
11 .03 .05 .11 .03
0 500 1000 1500 2000 2500
324326328330332334336338340342
Santee3MultiFamCLOMR Plan: DuplicateEffective 1/8/2025
RS = 102 New section
Station (ft)
Elevation (ft)
Legend
EG PF 2
WS PF 2
EG PF 1
WS PF 1
Crit PF 1Crit PF 2
Ground
Ineff
Bank Sta
Encroachment
.03 .
11 .03 .
05 .11 .03
0 500 1000 1500 2000 2500
324326328330332334336338
Santee3MultiFamCLOMR Plan: DuplicateEffective 1/8/2025
RS = 101 New section
Station (ft)
Elevation (ft)
Legend
EG PF 2
WS PF 2
EG PF 1
WS PF 1
Ground
Ineff
Bank Sta
Encroachment
.03 .
11 .03 .11 .03
200 400 600 800 1000 1200 14001600 18002000 2200
324326328330332334336338
Santee3MultiFamCLOMR Plan: DuplicateEffective 1/8/2025
RS = 100 2012 Topo added to LOB
Station (ft)
Elevation (ft)
Legend
EG PF 2
WS PF 2
EG PF 1
WS PF 1
Crit PF 2Crit PF 1
Ground
Ineff
Bank Sta
Encroachment
.
03 .
11 .03 .11 .03
0 100 200 300 400 500 600
320325330335340345
Santee3MultiFamCLOMR Plan: DuplicateEffective 1/8/2025
RS = 90
Station (ft)
Elevation (ft)
Legend
EG PF 2EG PF 1
WS PF 2WS PF 1
Crit PF 2Crit PF 1
Ground
Bank Sta
Encroachment
.03 .05 .03
0 100 200 300 400 500 600
320325330335340345350
Santee3MultiFamCLOMR Plan: DuplicateEffective 1/8/2025
RS = 85 BR
Station (ft)
Elevation (ft)
Legend
EG PF 2EG PF 1
WS PF 2WS PF 1
Crit PF 1Crit PF 2
Ground
Bank Sta
Encroachment
.03 .05 .03
0 100 200 300 400 500
320325330335340345
Santee3MultiFamCLOMR Plan: DuplicateEffective 1/8/2025
RS = 80
Station (ft)
Elevation (ft)
Legend
EG PF 2EG PF 1
WS PF 2WS PF 1
Ground
Bank Sta
Encroachment
.03 .05 .03
0 200 400 600 800 1000 1200 1400 1600 1800
315320325330335340345
Santee3MultiFamCLOMR Plan: DuplicateEffective 1/8/2025
RS = 70
Station (ft)
Elevation (ft)
Legend
EG PF 2
WS PF 2
EG PF 1
WS PF 1
Crit PF 1Crit PF 2
Ground
Levee
Ineff
Bank Sta
Encroachment
.
03 .11 .03
7B: HEC-RAS
HEC-RAS Plan: DupeEff River: San Diego River Reach: ParcOne Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl (cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft)
ParcOne 485 PF 1 34000.00 335.20 344.18 344.18 345.52 0.006466 11.48 4639.36 1733.81 0.74ParcOne 485 PF 2 34000.00 335.20 344.39 344.39 346.07 0.007066 12.23 3803.27 965.00 0.77ParcOne 483 PF 1 34000.00 326.20 340.26 338.03 342.72 0.005481 12.71 2945.38 696.59 0.70ParcOne 483 PF 2 34000.00 326.20 340.89 343.00 0.004489 11.85 3135.93 532.54 0.64ParcOne 480 PF 1 34000.00 325.30 340.07 336.17 341.88 0.003315 10.93 3472.04 726.13 0.56ParcOne 480 PF 2 34000.00 325.30 340.64 342.33 0.002905 10.51 3439.08 451.74 0.52ParcOne 470 PF 1 34000.00 324.80 341.07 332.50 341.21 0.000242 3.00 12339.43 1653.44 0.15ParcOne 470 PF 2 34000.00 324.80 341.57 332.51 341.71 0.000229 2.99 11600.01 1015.00 0.15ParcOne 460 PF 1 34000.00 324.80 341.01 341.12 0.000143 2.71 14467.03 1776.53 0.12ParcOne 460 PF 2 34000.00 324.80 341.51 341.62 0.000141 2.74 12966.33 935.00 0.12ParcOne 120 PF 1 34000.00 326.00 340.93 331.65 341.07 0.000161 3.02 11660.95 1789.27 0.15ParcOne 120 PF 2 34000.00 326.00 341.44 331.64 341.58 0.000143 2.93 11792.95 1008.18 0.14ParcOne 116 PF 1 34000.00 327.00 340.59 335.73 340.91 0.001844 4.64 7637.40 1948.19 0.28ParcOne 116 PF 2 34000.00 327.00 341.12 335.73 341.43 0.001566 4.49 7632.65 996.12 0.26ParcOne 114 PF 1 34000.00 327.00 339.55 336.94 339.95 0.004085 4.66 6778.60 1761.54 0.29ParcOne 114 PF 2 34000.00 327.00 339.98 336.92 340.52 0.004543 5.12 6005.26 994.75 0.32ParcOne 112 PF 1 34000.00 326.00 337.76 335.66 338.29 0.007357 5.44 6489.22 1691.75 0.35ParcOne 112 PF 2 34000.00 326.00 338.22 335.76 338.82 0.006741 5.44 5784.53 999.79 0.34ParcOne 110 PF 1 36000.00 326.00 337.40 337.85 0.007007 5.07 6834.44 1692.32 0.32ParcOne 110 PF 2 36000.00 326.00 337.76 338.39 0.008135 5.66 5833.91 998.62 0.35ParcOne 102 PF 1 36000.00 325.00 336.39 332.86 336.76 0.002805 4.92 7371.32 1720.54 0.33ParcOne 102 PF 2 36000.00 325.00 336.86 332.86 337.24 0.002601 4.90 7350.36 993.35 0.32ParcOne 101 PF 1 36000.00 325.00 336.05 336.41 0.001671 4.78 7546.27 2123.32 0.31ParcOne 101 PF 2 36000.00 325.00 336.56 336.91 0.001554 4.73 7624.94 970.68 0.30ParcOne 100 PF 1 36000.00 325.00 335.73 332.27 336.19 0.003181 5.46 6600.68 1658.69 0.37ParcOne 100 PF 2 36000.00 325.00 336.22 332.30 336.70 0.003231 5.56 6471.46 831.06 0.35 HEC-RAS Plan: DupeEff River: San Diego River Reach: ParcOne (Continued) Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl (cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft)
ParcOne 90 PF 1 36000.00 321.00 334.15 330.13 335.21 0.003185 8.31 4360.99 453.26 0.46ParcOne 90 PF 2 36000.00 321.00 334.96 330.14 335.87 0.002432 7.66 4731.66 453.32 0.41ParcOne 85 BridgeParcOne 80 PF 1 36000.00 321.00 333.62 334.65 0.003154 8.14 4451.60 454.28 0.45ParcOne 80 PF 2 36000.00 321.00 334.57 335.42 0.002329 7.42 4883.48 454.28 0.39ParcOne 70 PF 1 36000.00 318.00 333.50 324.19 333.77 0.000896 4.17 8691.09 669.33 0.20ParcOne 70 PF 2 36000.00 318.00 334.50 324.19 334.73 0.000699 3.86 9360.42 669.33 0.18 APPENDIX 8
Corrected Effective Condition
Workmap
STOP LEGEND NOTES: 1. CROSS SECTIONS ARE ORIENTED LEFT TO RIGHT LOOKING UPSTREAM. 2. ELEVATIONS SHOWN ARE ON THE NGVD29 VERTICAL DATUM. 3. BSI CROSS-SECTION LOCATIONS APPROXIMATED FROM DIGITIZED STUDY EXHIBIT. 4. ARCHITECTURAL SITE PLAN DATED 12-18-2023. 5. RESULTS SHOWN ARE PRELIMINARY AND SUBJECT TO CHANGE. 6. HYDRAULIC ANALYSIS RESULTS SHOWN HEREON SHALL BE USED FOR PRELIMINARY DESIGN ONLY. SUBSEQUENT ANALYSIS REQUIRED ONCE SITE DESIGN IS DEVELOPED. PROPOSED HYD. MODEL WSEL FEMA CROSS SECTION FEMA 100-YEAR FLOODPLAIN (ZONE AE) FEMA BASE FLOOD ELEV. (BFE) FEMA 100-YEAR FLOODWAY (ZONE AE) BL HYDRAULIC MODEL X-SECTION EXISTING 100-YEAR HYD. FLOODWAY EXISTING 100-YEAR HYD. FLOODPLAIN TIE-IN LOCATION ONSITE TOPO LIMITS STUDY LIMITS STREAM CENTERLINE © 2022 RICK ENGINEERING COMPANY C:\RICK\Projects\C19500\19969_CityVenturesSanteeMultiFamily\WaterRes\19969_drn_HECRS_CLOMR.dwg REC_NCS_v2.ctb GRAPHIC SCALE: 1" = 200' 200 100 0 200 400 600 SANTEE 3 HEC-RAS HYDRAULIC WORKMAP PROPOSED CONDITION SAN DIEGO, CA 92110 5620 FRIARS ROAD 619-291-0707 rickengineering.com APPENDIX 9
Corrected Effective Condition
Analysis
9A: Multiple Profile
9B: Floodplain and Floodway
0 500 1000 1500 2000 2500
325330335340345350
Santee3MultiFamCLOMR Plan: CorrectiveEffective 1/10/2025 Main Channel Distance (ft)
Elevation (ft)
Legend
EG PF 2EG PF 1
WS PF 2WS PF 1
Crit PF 1Crit PF 2
Ground
114
116
120
460
470
480
483
485
San Diego River ParcOne
9A: Multiple Profile
0 500 1000 1500 2000 2500 3000
330335340345350
Santee3MultiFamCLOMR Plan: CorrectiveEffective 1/10/2025 RS = 485 ROB topo Updated - 11-27-23 Aerial
Station (ft)
Elevation (ft)
Legend
EG PF 2EG PF 1
WS PF 2
Crit PF 1
WS PF 1
Crit PF 2
Ground
Bank Sta
Encroachment
.04 .04 .04
0 500 1000 1500 2000 2500 3000
330335340345350
Santee3MultiFamCLOMR Plan: CorrectiveEffective 1/10/2025 RS = 483 ROB topo Updated - 11-27-23 Aerial
Station (ft)
Elevation (ft)
Legend
EG PF 2EG PF 1
WS PF 2WS PF 1
Crit PF 2Crit PF 1
Ground
Ineff
Bank Sta
Encroachment
.04 .04 .04
0 500 1000 1500 2000 2500 3000
330335340345350
Santee3MultiFamCLOMR Plan: CorrectiveEffective 1/10/2025 RS = 480 ROB topo Updated - 11-27-23 Aerial
Station (ft)
Elevation (ft)
Legend
EG PF 2EG PF 1
WS PF 2
Crit PF 2
WS PF 1
Crit PF 1
Ground
Bank Sta
Encroachment
.04 .04 .04
0 1000 2000 3000 4000
330332334336338340342344346
Santee3MultiFamCLOMR Plan: CorrectiveEffective 1/10/2025 RS = 470 ROB topo Updated - 11-27-23 Aerial
Station (ft)
Elevation (ft)
Legend
EG PF 2
WS PF 2
EG PF 1
WS PF 1
Crit PF 2Crit PF 1
Ground
Ineff
Bank Sta
Encroachment
.04 .07 .04
0 500 1000 1500 2000 2500 3000
330335340345350
Santee3MultiFamCLOMR Plan: CorrectiveEffective 1/10/2025 RS = 460 ROB topo Updated - 11-27-23 Aerial
Station (ft)
Elevation (ft)
Legend
EG PF 2
WS PF 2
EG PF 1
WS PF 1
Crit PF 2Crit PF 1
Ground
Ineff
Bank Sta
Encroachment
.04 .02 .1 .04
0 500 1000 1500 2000 2500
330335340345350355
Santee3MultiFamCLOMR Plan: CorrectiveEffective 1/10/2025 RS = 120 ROB topo Updated - 11-27-23 Aerial
Station (ft)
Elevation (ft)
Legend
EG PF 2
WS PF 2
EG PF 1
WS PF 1
Crit PF 1Crit PF 2
Ground
Ineff
Bank Sta
Encroachment
.03 .
11 .02 .
11 .03
0 500 1000 1500 2000 2500 3000
330335340345350
Santee3MultiFamCLOMR Plan: CorrectiveEffective 1/10/2025 RS = 116 2014/2015 City TOPO - n-Values from Effective Model Station (ft)
Elevation (ft)
Legend
EG PF 2
WS PF 2
EG PF 1
WS PF 1
Crit PF 1Crit PF 2
Ground
Ineff
Bank Sta
Encroachment
.03 .
05 .11 .03
0 500 1000 1500 2000 2500
330332334336338340342344346
Santee3MultiFamCLOMR Plan: CorrectiveEffective 1/10/2025 RS = 114 2014/2015 City TOPO - n-Values from Effective Model Station (ft)
Elevation (ft)
Legend
EG PF 2
WS PF 2
EG PF 1
WS PF 1
Crit PF 1Crit PF 2
Ground
Ineff
Bank Sta
Encroachment
.05 .
03 .
11 .03 .05 .11 .03
400 600 800 1000 1200 1400 1600 1800 2000 2200 2400
326328330332334336338340342344
Santee3MultiFamCLOMR Plan: CorrectiveEffective 1/10/2025 RS = 112 Effective Model - section 112
Station (ft)
Elevation (ft)
Legend
EG PF 2EG PF 1
WS PF 2WS PF 1
Crit PF 1Crit PF 2
Ground
Bank Sta
Encroachment
.
05 .
03 .
11 .03 .05 .11 .
03 9B: Floodplain and Floodway
HEC-RAS Plan: CorrEff River: San Diego River Reach: ParcOne Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl (cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft)
ParcOne 485 PF 1 34000.00 330.00 344.39 344.39 346.42 0.005694 12.21 3627.50 1135.05 0.71ParcOne 485 PF 2 34000.00 330.00 344.54 343.85 346.95 0.006297 12.89 2997.88 556.24 0.74ParcOne 483 PF 1 34000.00 330.00 343.58 339.88 345.02 0.003136 9.88 3930.10 800.55 0.54ParcOne 483 PF 2 34000.00 330.00 344.58 339.90 346.19 0.002714 10.23 3451.82 539.85 0.51ParcOne 480 PF 1 34000.00 330.00 339.79 339.79 343.92 0.011928 16.30 2085.43 255.05 1.01ParcOne 480 PF 2 34000.00 330.00 340.35 340.35 345.11 0.012307 17.50 1942.55 205.00 1.00ParcOne 470 PF 1 34000.00 330.00 341.38 334.77 341.59 0.001443 3.72 9377.43 1393.63 0.21ParcOne 470 PF 2 34000.00 330.00 341.94 334.78 342.15 0.001274 3.65 9327.56 863.65 0.20ParcOne 460 PF 1 34000.00 330.00 341.14 334.53 341.39 0.000220 4.14 8958.74 1470.61 0.23ParcOne 460 PF 2 34000.00 330.00 341.69 334.54 341.96 0.000210 4.18 8124.36 736.85 0.22ParcOne 120 PF 1 34000.00 330.00 341.02 335.37 341.29 0.000383 4.54 8449.58 1442.89 0.25ParcOne 120 PF 2 34000.00 330.00 341.46 335.20 341.85 0.000471 5.11 6920.23 682.71 0.27ParcOne 116 PF 1 34000.00 330.00 340.65 335.32 340.99 0.002457 4.72 7323.96 1180.82 0.27ParcOne 116 PF 2 34000.00 330.00 341.18 335.32 341.51 0.002160 4.57 7436.26 765.46 0.26ParcOne 114 PF 1 34000.00 330.00 339.15 335.27 339.82 0.004291 6.68 5421.31 1083.31 0.41ParcOne 114 PF 2 34000.00 330.00 339.87 335.26 340.50 0.003519 6.38 5333.21 582.74 0.37ParcOne 112 PF 1 34000.00 326.00 337.80 334.96 338.24 0.006231 4.62 7401.11 1692.01 0.27ParcOne 112 PF 2 34000.00 326.00 338.20 334.96 338.94 0.008782 5.61 5221.56 827.14 0.32 APPENDIX 10
Proposed Condition
Workmap
FEMA CROSS SECTION LEGEND FEMA 100-YEAR FLOODPLAIN (ZONE AE) NOTES: 1. CROSS SECTIONS ARE ORIENTED LEFT TO RIGHT LOOKING UPSTREAM. 2. ELEVATIONS SHOWN ARE ON THE NGVD29 VERTICAL DATUM. 3. BSI CROSS-SECTION LOCATIONS APPROXIMATED FROM DIGITIZED STUDY EXHIBIT. 4. ARCHITECTURAL SITE PLAN DATED 12-18-2023. 5. RESULTS SHOWN ARE PRELIMINARY AND SUBJECT TO CHANGE 6. HYDRAULIC ANALYSIS RESULTS SHOWN HEREON SHALL BE USED FOR PRELIMINARY DESIGN ONLY. SUBSEQUENT ANALYSIS REQUIRED ONCE SITE DESIGN IS DEVELOPED. FEMA 100-YEAR FLOODWAY (ZONE AE) BL HYDRAULIC MODEL X-SECTION PROPOSED 100-YEAR HYD. FLOODWAY PROPOSED 100-YEAR HYD. FLOODPLAIN TIE-IN LOCATION ONSITE TOPO LIMITS PROJECT LIMITS STUDY LIMITS STREAM CENTERLINE © 2022 RICK ENGINEERING COMPANY C:\RICK\Projects\C19500\19969_CityVenturesSanteeMultiFamily\WaterRes\19969_drn_HECRS_CLOMR_Post.dwg REC_NCS_v2.ctb GRAPHIC SCALE: 1" = 200' 200 100 0 200 400 600 SANTEE 3 HEC-RAS HYDRAULIC WORKMAP PROPOSED CONDITION SAN DIEGO, CA 92110 5620 FRIARS ROAD 619-291-0707 rickengineering.com APPENDIX 11
Proposed Condition
Analysis
11A: Multiple Profile
11B: Floodplain and Floodway
0 500 1000 1500 2000 2500
325330335340345350
Santee3MultiFamCLOMR Plan: Proposed 1/10/2025
Main Channel Distance (ft)
Elevation (ft)
Legend
EG PF 2EG PF 1
WS PF 2WS PF 1
Crit PF 1Crit PF 2
Ground
114
116
120
460
470
480
483
485
San Diego River ParcOne
11A: Multiple Profile
0 500 1000 1500 2000 2500 3000
330335340345350
Santee3MultiFamCLOMR Plan: Proposed 1/10/2025
RS = 460 ROB topo Updated - Proposed Site Grading
Station (ft)
Elevation (ft)
Legend
EG PF 2
WS PF 2
EG PF 1
WS PF 1
Crit PF 1Crit PF 2
Ground
Ineff
Bank Sta
Encroachment
.04 .02 .
1 .04
0 500 1000 1500 2000 2500 3000
330335340345350
Santee3MultiFamCLOMR Plan: Proposed 1/10/2025
RS = 485 ROB topo Updated - Proposed Site Grading
Station (ft)
Elevation (ft)
Legend
EG PF 2EG PF 1
WS PF 2
Crit PF 1
WS PF 1
Crit PF 2
Ground
Bank Sta
Encroachment
.04 .04 .04
0 500 1000 1500 2000 2500 3000
330335340345350
Santee3MultiFamCLOMR Plan: Proposed 1/10/2025
RS = 483 ROB topo Updated - Proposed Site Grading
Station (ft)
Elevation (ft)
Legend
EG PF 2EG PF 1
WS PF 2WS PF 1
Crit PF 1
Ground
Bank Sta
Encroachment
.04 .04 .04
0 500 1000 1500 2000 2500 3000
330335340345350
Santee3MultiFamCLOMR Plan: Proposed 1/10/2025
RS = 480 ROB topo Updated - Proposed Site Grading
Station (ft)
Elevation (ft)
Legend
EG PF 2EG PF 1
WS PF 2
Crit PF 2
WS PF 1
Crit PF 1
Ground
Bank Sta
Encroachment
.04 .04 .04
0 1000 2000 3000 4000
330332334336338340342344346348
Santee3MultiFamCLOMR Plan: Proposed 1/10/2025
RS = 470 ROB topo Updated - Proposed Site Grading
Station (ft)
Elevation (ft)
Legend
EG PF 2
WS PF 2
EG PF 1
WS PF 1
Crit PF 2Crit PF 1
Ground
Ineff
Bank Sta
Encroachment
.04 .07 .04
0 500 1000 1500 2000 2500
330335340345350355
Santee3MultiFamCLOMR Plan: Proposed 1/10/2025
RS = 120 ROB topo Updated - Proposed Site Grading
Station (ft)
Elevation (ft)
Legend
EG PF 2
WS PF 2
EG PF 1
WS PF 1
Crit PF 1Crit PF 2
Ground
Ineff
Bank Sta
Encroachment
.03 .
11 .02 .
11 .03
0 500 1000 1500 2000 2500 3000
330335340345350
Santee3MultiFamCLOMR Plan: Proposed 1/10/2025
RS = 116 Effective Model
Station (ft)
Elevation (ft)
Legend
EG PF 2
WS PF 2
EG PF 1
WS PF 1
Crit PF 2Crit PF 1
Ground
Ineff
Bank Sta
Encroachment
.03 .
05 .11 .03
0 500 1000 1500 2000 2500
330332334336338340342344346
Santee3MultiFamCLOMR Plan: Proposed 1/10/2025
RS = 114 2014/2015 City topo - n-values from Effective model Station (ft)
Elevation (ft)
Legend
EG PF 2
WS PF 2
EG PF 1
WS PF 1
Crit PF 1Crit PF 2
Ground
Ineff
Bank Sta
Encroachment
.05 .
03 .
11 .03 .05 .11 .03
400 600 800 1000 1200 1400 1600 1800 2000 2200 2400
326328330332334336338340342344
Santee3MultiFamCLOMR Plan: Proposed 1/10/2025
RS = 112 Effective Model
Station (ft)
Elevation (ft)
Legend
EG PF 2EG PF 1
WS PF 2WS PF 1
Crit PF 1Crit PF 2
Ground
Bank Sta
Encroachment
.
05 .
03 .
11 .03 .05 .11 .
03 11B: Floodplain and Floodway
HEC-RAS Plan: PropCond River: San Diego River Reach: ParcOne Reach River Sta Profile Q Total Min Ch El W.S. Elev Crit W.S. E.G. Elev E.G. Slope Vel Chnl Flow Area Top Width Froude # Chl (cfs) (ft) (ft) (ft) (ft) (ft/ft) (ft/s) (sq ft) (ft)
ParcOne 485 PF 1 34000.00 330.00 344.36 344.36 346.37 0.005504 12.21 3606.92 991.71 0.70ParcOne 485 PF 2 34000.00 330.00 344.53 343.86 346.98 0.006085 12.99 2998.62 556.64 0.74ParcOne 483 PF 1 34000.00 330.00 343.76 339.86 345.07 0.003326 9.46 4086.53 828.34 0.54ParcOne 483 PF 2 34000.00 330.00 344.61 346.21 0.002769 10.16 3471.67 547.43 0.51ParcOne 480 PF 1 34000.00 330.00 339.79 339.79 343.92 0.011929 16.30 2085.39 255.05 1.01ParcOne 480 PF 2 34000.00 330.00 340.35 340.35 345.11 0.012307 17.50 1942.50 205.00 1.00ParcOne 470 PF 1 34000.00 330.00 341.35 334.78 341.56 0.001454 3.73 9345.50 1388.29 0.21ParcOne 470 PF 2 34000.00 330.00 341.88 334.79 342.09 0.001300 3.67 9272.24 863.65 0.20ParcOne 460 PF 1 34000.00 330.00 341.15 334.54 341.41 0.000159 4.15 8968.02 1139.20 0.24ParcOne 460 PF 2 34000.00 330.00 341.67 334.53 341.94 0.000149 4.19 8106.89 736.85 0.22ParcOne 120 PF 1 34000.00 330.00 341.06 335.38 341.32 0.000437 4.41 8526.99 1416.93 0.24ParcOne 120 PF 2 34000.00 330.00 341.46 335.20 341.84 0.000559 5.06 6920.93 682.71 0.27ParcOne 116 PF 1 34000.00 330.00 340.65 335.32 340.99 0.002457 4.72 7323.96 1180.82 0.27ParcOne 116 PF 2 34000.00 330.00 341.13 335.33 341.46 0.002200 4.58 7410.00 775.57 0.26ParcOne 114 PF 1 34000.00 330.00 339.15 335.27 339.82 0.004291 6.68 5421.31 1083.31 0.41ParcOne 114 PF 2 34000.00 330.00 339.87 335.26 340.47 0.003372 6.26 5666.15 855.15 0.36ParcOne 112 PF 1 34000.00 326.00 337.80 334.96 338.24 0.006231 4.62 7401.11 1692.01 0.27ParcOne 112 PF 2 34000.00 326.00 338.20 334.96 338.94 0.008782 5.61 5221.56 827.14 0.32 APPENDIX 12
Revised FIRMette
Legend
Approx Revised
100-year Floodplain
Approx. Revsied
100-year Floodway
APPENDIX 13
As-Built Plans
To be completed during future submittal
APPENDIX 14
Proposed Condition Plans
STOP
ROW

ROW ROW EX RW

ROW ROW

COTTONWOOD AVENUE & PARK

CENTER DRIVE
TM-2024-0001
JOB NO.

DRAWN BY:

SHEET
858.554.1500 fuscoe.com
6390 Greenwich Dr, Suite 170
San Diego, Ca 92122
VESTING TENTATIVE TRACT MAP 2024- 0001
LOTS 1 AND 2 FOR CONDOMINIUM PURPOSES

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PRIVATE DRIVE

PRIVATE DRIVE
PRIVATE DRIVE PRIVATE DRIVE COTTONWOOD AVENUE & PARK CENTER DRIVE TM-2024-0001 JOB NO. DRAWN BY: SHEET 858.554.1500 fuscoe.com 6390 Greenwich Dr, Suite 170 San Diego, Ca 92122 PRELIMINARY GRADING PLAN C2.0 STOP UP 17R UP 17R WH UP 17R WH UP 17R
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PRIVATE DRIVE PARK CENTER DRIVE

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COTTONWOOD AVENUE RIVER BLUFF DRIVE

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PRIVATE DRIVE

PRIVATE DRIVE
PRIVATE DRIVE COTTONWOOD AVENUE & PARK CENTER DRIVE TM-2024-0001 JOB NO. DRAWN BY: SHEET 858.554.1500 fuscoe.com 6390 Greenwich Dr, Suite 170 San Diego, Ca 92122 PRELIMINARY GRADING PLAN C

3.0 COTTONWOOD AVENUE & PARK

CENTER DRIVE
TM-2024-0001
JOB NO.

DRAWN BY:

SHEET
fuscoe.com
6390 Greenwich Dr, Suite 170
San Diego, Ca 92122

PRELIMINARY SECTIONS
C4.0
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COTTONWOOD AVENUE & PARK

CENTER DRIVE
TM-2024-0001
JOB NO.

DRAWN BY:

SHEET
fuscoe.com
6390 Greenwich Dr, Suite 170
San Diego, Ca 92122

PRELIMINARY UTILITY PLAN
C5.0
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17R
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COTTONWOOD AVENUE & PARK

CENTER DRIVE
TM-2024-0001
JOB NO.

DRAWN BY:

SHEET
858.554.1500 fuscoe.com
6390 Greenwich Dr, Suite 170
San Diego, Ca 92122

PRELIMINARY UTILITY PLAN
C6.0
UP 17R

ORGANICS
W.H.

RECYCLE
TRASH UP 17R

ORGANICS
W.H.

RECYCLE
TRASH UP 17R

ORGANICS
W.H.

RECYCLE
TRASH UP 17R

ORGANICS
W.H.

RECYCLE
TRASH UP 17R

ORGANICS
W.H.

RECYCLE
TRASH

COTTONWOOD AVENUE & PARK

CENTER DRIVE
TM-2024-0001
JOB NO.

DRAWN BY:

SHEET
858.554.1500 fuscoe.com
6390 Greenwich Dr, Suite 170
San Diego, Ca 92122

DRAINAGE AND WATER QUALITY

DETAILS
C7.0
TRASH RECYCLE WH ORGANICS 17R UP

ORGANICS
W.H.

RECYCLE
TRASH WH TRASH RECYCLE ORGANICS 17R UP

ORGANICS
W.H.

RECYCLE
TRASH TRASH RECYCLE WH ORGANICS WH TRASH RECYCLE ORGANICS TRASH RECYCLE WH ORGANICS UP 17R

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TRASH WH TRASH RECYCLE ORGANICS UP 17R

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TRASH TRASH RECYCLE WH ORGANICS WH TRASH RECYCLE ORGANICS TRASH RECYCLE WH ORGANICS 17R UP

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TRASH 17R UP

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TRASH TRASH RECYCLE WH ORGANICS UP 17R

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COTTONWOOD AVENUE & PARK

CENTER DRIVE
TM-2024-0001
JOB NO.

DRAWN BY:

SHEET
fuscoe.com
6390 Greenwich Dr, Suite 170
San Diego, Ca 92122

PRELIMINARY FIRE ACESS & HYDRANT

LOCATION PLAN
C8.0
UP
17R UP
17R
WH
UP
17R
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17R W UP 17R UP 17R WH UP 17R
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RECYCLE
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TRASH
UP UP 17R
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17R
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W.H.

RECYCLE
TRASH UP 17RORGANICS
W.H.

RECYCLE
TRASH WH TRASH ORGANICS RECYCLE WH TRASH RECYCLE ORGANICS WH TRASH RECYCLE ORGANICS R3 NON-ACCESS

COTTONWOOD AVENUE & PARK

CENTER DRIVE
TM-2024-0001
JOB NO.

DRAWN BY:

SHEET
858.554.1500 fuscoe.com
6390 Greenwich Dr, Suite 170
San Diego, Ca 92122

PRELIMINARY FIRE ACCESS & HYDRANT
LOCATION PLAN C9.0
APPENDIX 15
Digital Data
Appendix E-2
Storm Water Quality Management Plan (SWQMP) for
Santee 3 Multifamily Housing
PDP SWQMP Template Date: February 2016
PDP SWQMP Preparation Date: [4-16-2025]

CITY OF SANTEE

PRIORITY DEVELOPMENT PROJECT (PDP)

STORM WATER QUALITY MANAGEMENT PLAN (SWQMP)
FOR
SANTEE 3 MULTIFAMILY HOUSING
Santee, CA 92071
TM-2024-0001 & DR-2024-0001
ASSESSOR'S PARCEL NUMBER(S):
381-051-18
ENGINEER OF WORK:

Shavger Rekani PE
___________________________________________________________________________________ Shavger Rekani PE 90893, 3/26
PREPARED FOR:

Santee 3 Inv, LLC.
3121 Michelson Drive, Suite 150
Irvine, California 92612
PDP SWQMP PREPARED BY:

RICK Engineering Company
5620 Friars Rd, San Diego, CA 92110
(619) 291-0707
PLANS PREPARED BY:

RICK Engineering Company
5620 Friars Rd, San Diego, CA 92110
(619) 291-0707
DATE OF SWQMP:

February 2, 2024
Revised January 10, 2025
Revised April 16, 2025
PDP SWQMP Template Date: February 2016
PDP SWQMP Preparation Date: [4-16-2025] SFR:EJS:jg:19500/WR/Reports/PDPSWQMP/3rdSub/19969.007 Page intentionally blank
PDP SWQMP Template Date: February 2016
PDP SWQMP Preparation Date: [4-16-2025] SFR:EJS:jg:19500/WR/Reports/PDPSWQMP/3rdSub/19969.007

TABLE OF CONTENTS
Acronym Sheet
PDP SWQMP Preparer's Certification Page
PDP SWQMP Project Owner's Certification Page
Submittal Record
Project Vicinity Map
FORM I-1 Applicability of Permanent, Post-Construction Storm Water BMP Requirements FORM I-2 Project Type Determination Checklist (Standard Project or PDP) FORM I-3B Site Information Checklist for PDPs
FORM I-4 Source Control BMP Checklist for All Development Projects FORM I-5 Site Design BMP Checklist for All Development Projects FORM I-6 Summary of PDP Structural BMPs
Attachment 1: Backup for PDP Pollutant Control BMPs
Attachment 1a: DMA Exhibit
Attachment 1b: Tabular Summary of DMAs and Design Capture Volume Calculations Attachment 1c: Harvest and Use Feasibility Screening (when applicable) Attachment 1d: Categorization of Infiltration Feasibility Condition (when applicable) Attachment 1e: Pollutant Control BMP Design Worksheets / Calculations Attachment 2: Backup for PDP Hydromodification Control Measures Attachment 2a: Hydromodification Management Exhibit
Attachment 2b: Management of Critical Coarse Sediment Yield Areas Attachment 2c: Geomorphic Assessment of Receiving Channels Attachment 2d: Flow Control Facility Design
Attachment 3: Structural BMP Maintenance Plan
Attachment 3a: B Structural BMP Maintenance Thresholds and Actions Attachment 3b: Draft Maintenance Agreement (when applicable) Attachment 4: Copy of Plan Sheets Showing Permanent Storm Water BMPs PDP SWQMP Template Date: February 2016
PDP SWQMP Preparation Date: [4-16-2025] SFR:EJS:jg:19500/WR/Reports/PDPSWQMP/3rdSub/19969.007

ACRONYMS
APN Assessor's Parcel Number
BMP Best Management Practice
HMP Hydromodification Management Plan
HSG Hydrologic Soil Group
MS4 Municipal Separate Storm Sewer System
N/A Not Applicable
NRCS Natural Resources Conservation Service
PDP Priority Development Project
PE Professional Engineer
SC Source Control
SD Site Design
SDRWQCB San Diego Regional Water Quality Control Board
SIC Standard Industrial Classification
SWQMP Storm Water Quality Management Plan
PDP SWQMP Template Date: February 2016
PDP SWQMP Preparation Date: [4-16-2025]

SWQMP PREPARER'S

CERTIFICATION PAGE
Project Name: Santee 3 Multifamily Housing
Permit Application Number: TM-2024-0001 & DR-2024-0001

PREPARER'S CERTIFICATION
I hereby declare that I am the Engineer in Responsible Charge of design of storm water best management practices (BMPs) for this project, and that I have exercised responsible charge over the design of the BMPs as defined in Section 6703 of the Business and Professions Code, and that the design is consistent with the PDP requirements of the City of Santee BMP Design Manual, which is a design manual for compliance with local City of Santee and regional MS4 Permit (California Regional Water Quality Control Board San Diego Region Order No. R9-2015-0100) requirements for storm water management.

I have read and understand that the [City Engineer] has adopted minimum requirements for managing urban runoff, including storm water, from land development activities, as described in the BMP Design Manual. I certify that this PDP SWQMP has been completed to the best of my ability and accurately reflects the project being proposed and the applicable BMPs proposed to minimize the potentially negative impacts of this project's land development activities on water quality. I understand and acknowledge that the plan check review of this PDP SWQMP by the [City Engineer] is confined to a review and does not relieve me, as the Engineer in Responsible Charge of design of storm water BMPs for this project, of my responsibilities for project design. ________________________________________________________ Engineer of Work's Signature, PE Number & Expiration Date Shavger Rekani, PE 90893, Exp. 3/26
________________________________________________________ Print Name
RICK Engineering Company______________________________
Company
4/16/2025
Date
Engineer's Seal:

PDP SWQMP Template Date: February 2016
PDP SWQMP Preparation Date: [4-16-2025] SFR:EJS:jg:19500/WR/Reports/PDPSWQMP/3rdSub/19969.007 Page intentionally blank

PDP SWQMP Template Date: February 2016
PDP SWQMP Preparation Date: [4-16-2025] SFR:EJS:jg:19500/WR/Reports/PDPSWQMP/3rdSub/19969.007 Page intentionally blank
PDP SWQMP Template Date: February 2016
PDP SWQMP Preparation Date: [4-16-2025] SFR:EJS:jg:19500/WR/Reports/PDPSWQMP/3rdSub/19969.007

SUBMITTAL RECORD
Use this Table to keep a record of submittals of this PDP SWQMP. Each time the PDP SWQMP is resubmitted, provide the date and status of the project. In column 4 summarize the changes that have been made or indicate if response to plancheck comments is included. When applicable, insert response to plancheck comments behind this page.

Submittal
Number
Date Project Status Summary of Changes
1 2/2/2024 Preliminary Design /
Planning/ CEQA
Final Design
Initial Submittal
2 1/10/2025 Preliminary Design /
Planning/ CEQA
Final Design
2nd Resubmittal
3 4/16/2025 Preliminary Design /
Planning/ CEQA
Final Design
3rd Resubmittal
Preliminary Design /
Planning/ CEQA
Final Design
X
X
X
PDP SWQMP Template Date: February 2016
PDP SWQMP Preparation Date: [4-16-2025] SFR:EJS:jg:19500/WR/Reports/PDPSWQMP/3rdSub/19969.007

PRIORITY DEVELOPMENT PROJECT STORM WATER QUALITY

MANAGEMENT PLAN FOR
SANTEE 3 MULTIFAMILY HOUSING
Revision Page
April 16, 2025
This PDPSWQMP presents a revision to the January 10, 2025 report pursuant to the City of Santee plan check comments received March 18, 2025. The following text identifies the plan check comments along with the responses in bold.

Engineering Comments – Claire Singh (Dated 1/17/2025)

9. Provide a Storm Water Quality Management Plan (SWQMP) prepared in compliance with the City of Santee Storm Water Ordinance and in accordance with the City of Santee Best Management Practices (BMP) Design Manual. The SWQMP must include best management practices (BMPs) to address water quality and hydromodification. An Operation and Maintenance Plan describing maintenance requirements and costs for BMP maintenance and provision of maintenance verification shall be provided.

Noted; PDP SWQMP has been included in submittal.
9a. The SWQMP shall include the following: Develop and implement appropriate Best Management Practices (BMPs) to ensure that the project does not increase pollutant loads from the site. A combination of respective storm water BMPs, including Site Design, Source Control, and Structural Treatment Control shall be implemented in accordance with the approved SWQMP.

Noted; PDP SWQMP has been included in submittal.
9b. The project design shall incorporate Low Impact Development (LID) and site design BMPs to minimize directly connected impervious areas and to promote infiltration using LID techniques as outlined in the County of San Diego’s LID handbook. Parking areas shall be designed to drain to landscape areas. Private roads shall be designed to drain to vegetated swales or landscaped areas.

Noted; LID and site design BMPs have been included in submittal.

PDP SWQMP Template Date: February 2016
PDP SWQMP Preparation Date: [4-16-2025] SFR:EJS:jg:19500/WR/Reports/PDPSWQMP/3rdSub/19969.007 9c. The site shall comply with full trash capture requirements by providing completely enclosed trash and recycling enclosures, and fitting all storm drain inlets with a State certified grate/screen or trash rack. Said devices must be designed to capture debris of 5 mm or greater, while preventing flooding potential. In addition, any adjacent public storm drain inlet structure to which the site discharges must also be retrofitted with trash capture devices. The device which shall be used for public inlets is the ADS FlexStorm Connector Pipe Screen system or approved equal.

Noted; full trash capture devices to be installed in all storm drain inlets. 9d. All inlets must be labeled with concrete stamp or equivalent - stating, "No Dumping - Drains to River". If work is performed on a public inlet, the public inlet must be labeled with the following standard specification: Public storm drain inlet markers shall be 4” diameter, stainless steel, natural embossed, inlet marker as manufactured by Almetek Industries or approved equal.

Marker shall contain/state “No Dumping” with “Fish w/ Wave” symbol and “Drains to Waterways” legend. Marker shall contain 2” long x 1/4” diameter threaded rod and shall be installed flush and wet-set in top of inlet, centered on width of inlet opening.

Noted.
9e. Down spouts and HVAC systems are not permitted to be connected to any storm drain conveyance system. All non-storm water discharges must either drain to landscaped areas, or be plumbed to the sewer.

Noted.

City of Santee Stormwater Comments – Claire Singh (Dated 2/24/2025)

1. The grading plans, drainage study, and Storm Water Quality Management Plan (SWQMP) depict a bioretention basin that features a headwall as its overflow structure. Please redesign the basin’s overflow structure to match the standard shown on the City of Santee’s BMP Design Manual (e.g. swap it for a grated outflow structure).

A headwall structure is used as the overflow structure of the basin to avoid the potential of clogging. The headwall will be designed to meet the City of Santee criterion and follow the San Diego County Regional Standard Drawings.
2ai. SWQMP DMA Exhibit - Call out all inlets as containing a Full Trash Capture device.

Callout added to inlet noting "installation of full trash capture device (TYP)". 2aii. SWQMP DMA Exhibit - Add a note to the exhibit stating that the HOA is the responsible party for maintenance of the bioretention basin, MWS, and full trash capture devices.

Note added to exhibit stating, "The modular wetland system (MWS), bioretention basin, and trash capture devices, are to be maintained by the HOA into perpetuity." PDP SWQMP Template Date: February 2016
PDP SWQMP Preparation Date: [4-16-2025]
SFR:EJS:jg:19500/WR/Reports/PDPSWQMP/3rdSub/19969.007
2b. Form I-8 - Please fill out entire form to completion.

Updated I-8 Form provided.
2c. Attachment 3a: Include maintenance thresholds and indicators for Full Trash Capture devices. Must specify how full of debris the unit can be until maintenance actions are required.

Trash capture device operation and maintenance has been included in O&M Table.

PDP SWQMP Redline Comments – Claire Singh (Dated 2/24/2025)

1. (Page 7) Different development.

Updated PDP SWQMP to note Santee 3 Inv, LLC.

2. (Page 23) Different project.

Description has been updated.

3. (Page 43) The MWS may need to be relocated (therefore resized) due to conflict at the Cottonwood Ave terminus.

The MWS is located in the most ideal location to treat runoff from the proposed driveway.

No conflicts are anticipated at Cottonwood Ave.

4. (MWS Detail) Unit may be resized or relocated due to conflict at the Cottonwood Ave. terminus.

The proposed MWS unit is sized appropriately to treat the runoff from the proposed driveway. No conflicts are anticipated at Cottonwood Ave.

PDP SWQMP Redline Comments – Emily Stein (Dated 2/24/2025)

1. (Page 36) This page can be deleted.

Form I-6 pages removed.

2. (Page 37) This page can be deleted.

Form I-6 pages removed.

3. (Page 42) Mark box if project is exempt from PDP hydromodification management requirements
Attachment 2 checklist has been updated accordingly to indicate that the project is PDP hydromodification exempt.

PDP SWQMP Template Date: February 2016
PDP SWQMP Preparation Date: [4-16-2025]
SFR:EJS:jg:19500/WR/Reports/PDPSWQMP/3rdSub/19969.007

4. (Page 49) Please add maintenance actions/thresholds for full trash capture devices. Must include how full of debris the device can be which would trigger maintenance action.

Trash capture device operation and maintenance has been included in O&M Table.

5. (Page 50) Please fill out these sections (Form I-8).

Updated I-8 Form provided.

6. (DMA Exhibit) Add note stating to the effect, "HOA is the responsible party for maintenance of the bioretention basin, MWS, and full trash capture devices.

Note added to exhibit stating, "The modular wetland system (MWS), bioretention basin, and trash capture devices, are to be maintained by the HOA into perpetuity."

7. (DMA Exhibit) Doesn't completely match what is in the grading plans.

DMA exhibit has been updated to match civil plans.

8. (DMA Exhibit) Please replace with a grated outflow structure to align with the standard depicted in the City of Santee's BMP Design Manual.

9. (DMA Exhibit) Call out all inlets as being equipped with a Full Trash Capture device.

Callout added to inlet noting "installation of full trash capture device (TYP)".

10. (Basin Cross Section) Doesn't match exactly what is in the grading plans.

Cross-section has been updated accordingly to match civil plans.

11. (Basin Cross Section) Please replace with a grated outflow structure to align with the standard depicted in the City of Santee's BMP Design Manual.

PROJECT VICINITY MAP
Project Name: Santee 3 Multifamily Housing
Permit Application Number: TM-2024-0001 & DR-2024-0001
PDP SWQMP Template Date: February 2016
PDP SWQMP Preparation Date: [4-16-2025] SFR:EJS:jg:19500/WR/Reports/PDPSWQMP/3rdSub/19969.007 Applicability of Permanent, Post-Construction
Storm Water BMP Requirements
(Storm Water Intake Form for all Development Permit Applications) Form I-1
Model BMP Design
Manual
[August 31, 2015]
Project Identification
Project Name: Santee 3 Multifamily Housing
Permit Application Number: TM-2024-0001 & DR-2024-0001 Date: 4/16/2025 Project Address:

APN: 381-051-18
Santee, CA 92071
Determination of Requirements
The purpose of this form is to identify permanent, post-construction requirements that apply to the project. This form serves as a short summary of applicable requirements, in some cases referencing separate forms that will serve as the backup for the determination of requirements.

Answer each step below, starting with Step 1 and progressing through each step until reaching "Stop".

Upon reaching a Stop, do not complete further Steps beyond the Stop.

Refer to BMP Design Manual sections and/or separate forms referenced in each step below.

Step Answer Progression
Step 1: Is the project a "development
project"?
See Section 1.3 of the BMP Design
Manual for guidance.

Yes Go to Step 2.

No Stop.

Permanent BMP requirements do not apply.

No SWQMP will be required. Provide
discussion below.

Discussion / justification if the project is not a "development project" (e.g., the project includes only interior remodels within an existing building):

Step 2: Is the project a Standard
Project, Priority Development Project
(PDP), or exception to PDP definitions?
To answer this item, see Section 1.4 of
the BMP Design Manual in its entirety
for guidance, AND complete Form I-2,
Project Type Determination.

Standard
Project
Stop.

Only Standard Project requirements apply,
including Standard Project SWQMP.

PDP Standard and PDP requirements apply,
including PDP SWQMP.

Go to Step 3.

Exception
to PDP
definitions
Stop.

Standard Project requirements apply, and any
additional requirements specific to the type of
project. Provide discussion and list any
additional requirements below. Prepare
Standard Project SWQMP.

X
X
PDP SWQMP Template Date: February 2016
PDP SWQMP Preparation Date: [4-16-2025] SFR:EJS:jg:19500/WR/Reports/PDPSWQMP/3rdSub/19969.007 Form I-1 Page 2, Form Template Date: August 31, 2015
[Step 2 Continued from Page 1] Discussion / justification, and additional requirements for exceptions to PDP definitions, if applicable:

Step 3 (PDPs only). Is the project
subject to earlier PDP requirements
due to a prior lawful approval?
See Section 1.10 of the BMP Design
Manual for guidance.

Yes Consult the [City Engineer] to determine
requirements. Provide discussion and identify
requirements below.

Go to Step 4.

No BMP Design Manual PDP requirements apply.

Go to Step 4.

Discussion / justification of prior lawful approval, and identify requirements (not required if prior lawful approval does not apply):

Step 4 (PDPs only). Do
hydromodification control
requirements apply?
See Section 1.6 of the BMP Design
Manual for guidance.

Yes PDP structural BMPs required for pollutant
control (Chapter 5) and hydromodification
control (Chapter 6).

Go to Step 5.

No Stop.

PDP structural BMPs required for pollutant
control (Chapter 5) only.

Provide brief discussion of exemption to
hydromodification control below.

Discussion / justification if hydromodification control requirements do not apply:

Project discharges directly to the San Diego River, therefore it is HMP exempt. Water quality requirements are still required and will be provided and met prior to discharge to the San Diego River.

Step 5 (PDPs subject to
hydromodification control
requirements only). Does protection
of critical coarse sediment yield areas
apply based on review of WMAA
Potential Critical Coarse Sediment
Yield Area Map?
See Section 6.2 of the BMP Design
Manual for guidance.

Yes Management measures required for
protection of critical coarse sediment yield
areas (Chapter 6.2).

Stop.

No Management measures not required for
protection of critical coarse sediment yield
areas.

Provide brief discussion below.

There are no critical coarse sediment yield
areas on the project site. Critical coarse
sediment protection measures are not
required if the project does not impact any
yield areas. Attachment 2B provides a map
showing the absence of critical coarse
sediment yield areas on the project site.
x
x
PDP SWQMP Template Date: February 2016
PDP SWQMP Preparation Date: [4-16-2025] SFR:EJS:jg:19500/WR/Reports/PDPSWQMP/3rdSub/19969.007 Priority Determination Form
Form I-2
Model BMP Design Manual
[August 31, 2015]
Project Information
Project Name: Santee 3 Multifamily Housing
Permit Application Number: TM-2024-0001 & DR-2024-0001 Date: 4/16/2025 Project Address:

APN: 381-051-18
Santee, CA 92071
Project Type Determination: Standard Project or Priority Development Project (PDP) The project is (select one): New Development Redevelopment The total proposed newly created or replaced impervious area is: _504,156_ ft2 (__11.6_) acres Is the project in any of the following categories, (a) through (f)? Yes

(a) New development projects that create 10,000 square feet or more of impervious surfaces (collectively over the entire project site). This includes commercial, industrial, residential, mixed-use, and public development projects on public or private land.

Yes

(b) Redevelopment projects that create and/or replace 5,000 square feet or more of impervious surface (collectively over the entire project site on an existing site of 10,000 square feet or more of impervious surfaces). This includes commercial, industrial, residential, mixed-use, and public development projects on public or private land.

Yes

(c) New and redevelopment projects that create and/or replace 5,000 square feet or more of impervious surface (collectively over the entire project site), and support one or more of the following uses:
(i) Restaurants. This category is defined as a facility that sells prepared foods and drinks for consumption, including stationary lunch counters and refreshment stands selling prepared foods and drinks for immediate consumption (Standard Industrial Classification (SIC) code 5812). (ii) Hillside development projects. This category includes development on any natural slope that is twenty-five percent or greater.
(iii) Parking lots. This category is defined as a land area or facility for the temporary parking or storage of motor vehicles used personally, for business, or for commerce.
(iv) Streets, roads, highways, freeways, and driveways. This category is defined as any paved impervious surface used for the transportation of automobiles, trucks, motorcycles, and other vehicles.

X
X
X
X
PDP SWQMP Template Date: February 2016
PDP SWQMP Preparation Date: [4-16-2025] SFR:EJS:jg:19500/WR/Reports/PDPSWQMP/3rdSub/19969.007 Form I-2 Page 2, Form Template Date: August 31, 2015
Yes

(d) New or redevelopment projects that create and/or replace 2,500 square feet or more of impervious surface (collectively over the entire project site), and discharging directly to an Environmentally Sensitive Area (ESA). “Discharging directly to” includes flow that is conveyed overland a distance of 200 feet or less from the project to the ESA, or conveyed in a pipe or open channel any distance as an isolated flow from the project to the ESA (i.e. not commingled with flows from adjacent lands).

Note: ESAs are areas that include but are not limited to all Clean Water Act Section 303(d) impaired water bodies; areas designated as Areas of Special Biological Significance by the State Water Board and San Diego Water Board; State Water Quality Protected Areas; water bodies designated with the RARE beneficial use by the State Water Board and San Diego Water Board; and any other equivalent environmentally sensitive areas which have been identified by the Copermittees. See BMP Design Manual Section 1.4.2 for additional guidance.

Yes

(e) New development projects, or redevelopment projects that create and/or replace 5,000 square feet or more of impervious surface, that support one or more of the following uses:
(i) Automotive repair shops. This category is defined as a facility that is categorized in any one of the following SIC codes: 5013, 5014, 5541, 7532- 7534, or 7536-7539.
(ii) Retail gasoline outlets (RGOs). This category includes RGOs that meet the following criteria: (a) 5,000 square feet or more or (b) a projected Average Daily Traffic (ADT) of 100 or more vehicles per day.

Yes

(f) New or redevelopment projects that result in the disturbance of one or more acres of land and are expected to generate pollutants post construction.

Note: See BMP Design Manual Section 1.4.2 for additional guidance.

Does the project meet the definition of one or more of the Priority Development Project categories (a) through (f) listed above?
No – the project is not a Priority Development Project (Standard Project).

Yes – the project is a Priority Development Project (PDP).

The following is for redevelopment PDPs only:

The area of existing (pre-project) impervious area at the project site is: ___0___ ft2 (A) The total proposed newly created or replaced impervious area is _504,156_ ft2 (B) Percent impervious surface created or replaced (B/A)*100: __100__% The percent impervious surface created or replaced is (select one based on the above calculation):
less than or equal to fifty percent (50%) – only new impervious areas are considered PDP OR
greater than fifty percent (50%) – the entire project site is a PDP X
X
X
X
X
PDP SWQMP Template Date: February 2016
PDP SWQMP Preparation Date: [4-16-2025] SFR:EJS:jg:19500/WR/Reports/PDPSWQMP/3rdSub/19969.007 Site Design Checklist
For PDPs
Form I-3B (PDPs)
Model BMP Design Manual
[August 31, 2015]
Project Summary Information
Project Name Santee 3 Multifamily Housing
Project Address Santee, CA 92071
Assessor's Parcel Number(s) (APN(s)) 381-051-18
Permit Application Number TM-2024-0001 & DR-2024-0001
Project Hydrologic Unit Select One:

Santa Margarita 902
San Luis Rey 903
Carlsbad 904
San Dieguito 905
Penasquitos 906
San Diego 907
Pueblo San Diego 908
Sweetwater 909
Otay 910
Tijuana 911
Project Watershed
(Complete Hydrologic Unit, Area, and Subarea
Name with Numeric Identifier)
907.12
Parcel Area
(total area of Assessor's Parcel(s) associated
with the project)
__22.2_ Acres (____967,032__ Square Feet)
Area to be Disturbed by the Project
(Project Area) _16.5_ Acres (___720,727___ Square Feet) Project Proposed Impervious Area
(subset of Project Area) __11.6_ Acres (__504,156___ Square Feet) Project Proposed Pervious Area
(subset of Project Area) _4.9__ Acres (___216,571____ Square Feet) Note: Proposed Impervious Area + Proposed Pervious Area = Area to be Disturbed by the Project.

This may be less than the Parcel Area.

X
PDP SWQMP Template Date: February 2016
PDP SWQMP Preparation Date: [4-16-2025] SFR:EJS:jg:19500/WR/Reports/PDPSWQMP/3rdSub/19969.007 Form I-3B Page 2 of 10, Form Template Date: August 31, 2015 Description of Existing Site Condition
Current Status of the Site (select all that apply):

Existing development
Previously graded but not built out
Demolition completed without new construction
Agricultural or other non-impervious use
Vacant, undeveloped/natural
Description / Additional Information:

The existing site is vacant and undeveloped area.

Existing Land Cover Includes (select all that apply):

Vegetative Cover
Non-Vegetated Pervious Areas
Impervious Areas
Description / Additional Information:

The current site landscape has vegetative cover with trees and shrubs. There are no existing structures as the site is vacant.

Underlying Soil belongs to Hydrologic Soil Group (select all that apply):

NRCS Type A
NRCS Type B
NRCS Type C
NRCS Type D
Approximate Depth to Groundwater (GW):

GW Depth < 5 feet
5 feet < GW Depth < 10 feet
10 feet < GW Depth < 20 feet
GW Depth > 20 feet
X
X
X
X
X
PDP SWQMP Template Date: February 2016
PDP SWQMP Preparation Date: [4-16-2025] SFR:EJS:jg:19500/WR/Reports/PDPSWQMP/3rdSub/19969.007 Existing Natural Hydrologic Features (select all that apply):

Watercourses
Seeps
Springs
Wetlands
None
Description / Additional Information:

There are no existing natural hydrologic features onsite, but there is the existing San Diego River adjacent to the site.

X
PDP SWQMP Template Date: February 2016
PDP SWQMP Preparation Date: [4-16-2025] SFR:EJS:jg:19500/WR/Reports/PDPSWQMP/3rdSub/19969.007 Form I-3B Page 3 of 10, Form Template Date: August 31, 2015 Description of Existing Site Drainage Patterns
How is storm water runoff conveyed from the site? At a minimum, this description should answer:
(1) whether existing drainage conveyance is natural or urban; The existing drainage conveyance onsite is natural, with no existing inlets or storm drains to convey flows. Water sheet flows off the site and is conveyed southwest to the San Diego River. (2) Is runoff from offsite conveyed through the site? if yes, quantify all offsite drainage areas, design flows, and locations where offsite flows enter the project site, and summarize how such flows are conveyed through the site,
There are no offsite flows conveyed through the existing site. (3) Provide details regarding existing project site drainage conveyance network, including any existing storm drains, concrete channels, swales, detention facilities, storm water treatment facilities, natural or constructed channels;
There is no existing drainage conveyance network located at the project site. The existing area is vacant, and sheet flows to the San Diego River which is located south, adjacent to the project. (4) Identify all discharge locations from the existing project site along with a summary of conveyance system size and capacity for each of the discharge locations. Provide summary of the pre-project drainage areas and design flows to each of the existing runoff discharge locations; There is no existing drainage conveyance network located at the project site. The existing site sheet flows in the southwest direction and discharges at one location located at the western end of the site. (5) Describe existing site drainage patterns;
The pre-project site drains generally southwest to a single point of compliance (POC). The POC is located at the west corner of the property. After leaving the project site, runoff from Basin 100 flows into the San Diego River adjacent to the project site.

PDP SWQMP Template Date: February 2016
PDP SWQMP Preparation Date: [4-16-2025] SFR:EJS:jg:19500/WR/Reports/PDPSWQMP/3rdSub/19969.007 Form I-3B Page 4 of 10, Form Template Date: August 31, 2015 Description of Proposed Site Development
Project Description / Proposed Land Use and/or Activities:

The project proposes the development of multifamily housing, residential streets and parking, amenities and open space, and a bioretention basin and modular wetland system for water quality treatment.

List/describe proposed impervious features of the project (e.g., buildings, roadways, parking lots, courtyards, athletic courts, other impervious features):

The project’s impervious features include multifamily dwellings and residential streets with parking area.

List/describe proposed pervious features of the project (e.g., landscape areas):

The project’s pervious features include landscaped areas, open space areas, a modular wetland system, and a bioretention basin.

Does the project include grading and changes to site topography? Yes
No
Description / Additional Information:

The site will be mass graded for the proposed development.

X
PDP SWQMP Template Date: February 2016
PDP SWQMP Preparation Date: [4-16-2025] SFR:EJS:jg:19500/WR/Reports/PDPSWQMP/3rdSub/19969.007 Form I-3B Page 5 of 10, Form Template Date: August 31, 2015 Description of Proposed Site Drainage Patterns
Does the project include changes to site drainage (e.g., installation of new storm water conveyance systems)?
Yes
No
If yes, provide details regarding the proposed project site drainage conveyance network, including storm drains, concrete channels, swales, detention facilities, storm water treatment facilities, natural or constructed channels, and the method for conveying offsite flows through or around the proposed project site. Identify all discharge locations from the proposed project site along with a summary of the conveyance system size and capacity for each of the discharge locations. Provide a summary of pre- and post-project drainage areas and design flows to each of the runoff discharge locations. Reference the drainage study for detailed calculations.

The proposed drainage system will collect surface flows via grate and curb storm drain inlets. Flows will be conveyed via underground storm drains to the proposed bioretention basin, which discharge to the San Diego River. A portion of the project’s proposed driveway and frontage that is not treated by the bioretention basin will be routed to a modular wetland system for treatment, then discharged to the San Diego River to join discharged flows from the bioretention basin. Based on the drainage study analysis, it’s anticipated that the post-project peak flows from the 100-year, 6-hour storm event will increase in comparison to the pre-project peak flows. Although there’s an increase in peak flows, it is anticipated that the increase of peak flows will not have adverse effects to the downstream drainage characteristics/system. Additionally, detention for this project is not provided or required as runoff is discharged directly to a segment of the San Diego River that’s considered hydromodification exempt.

Describe proposed site drainage patterns:

Drainage patterns for the proposed condition will remain similar to the drainage patterns in the preproject condition. In the post-project condition, there’s DMA-1 (16.0AC) which drains a majority of the project to the bioretention basin located at the Southwest corner of the site, DMA-2 (0.2AC), which is a portion of the project’s proposed driveway and frontage that’s routed to a modular wetland system for treatment, SM-1 and SM-2 that are 0.4AC each along the eastern property frontage classified as self-mitigating, and DM-1 (0.4AC), which is a segment of the project’s proposed driveway that is classified as de-minimis area. Runoff from the site all confluence at POC-1 in the San Diego River, which ultimately flows west and discharges to the Pacific Ocean.

X
PDP SWQMP Template Date: February 2016
PDP SWQMP Preparation Date: [4-16-2025] SFR:EJS:jg:19500/WR/Reports/PDPSWQMP/3rdSub/19969.007 Form I-3B Page 6 of 10, Form Template Date: August 31, 2015 Identify whether any of the following features, activities, and/or pollutant source areas will be present (select all that apply):

On-site storm drain inlets
Interior floor drains and elevator shaft sump pumps
Interior parking garages
Need for future indoor & structural pest control
Landscape/Outdoor Pesticide Use
Pools, spas, ponds, decorative fountains, and other water features Food service
Refuse areas
Industrial processes
Outdoor storage of equipment or materials
Vehicle and Equipment Cleaning
Vehicle/Equipment Repair and Maintenance
Fuel Dispensing Areas
Loading Docks
Fire Sprinkler Test Water
Miscellaneous Drain or Wash Water
Plazas, sidewalks, and parking lots
Description / Additional Information:

X
X
X
PDP SWQMP Template Date: February 2016
PDP SWQMP Preparation Date: [4-16-2025] SFR:EJS:jg:19500/WR/Reports/PDPSWQMP/3rdSub/19969.007 Form I-3B Page 7 of 10, Form Template Date: August 31, 2015 Identification and Narrative of Receiving Water and Pollutants of Concern Runoff from the project site is collected by curb inlets and is conveyed via storm drain to a bioretention basin. The bioretention basin discharges directly to the San Diego River, which flows west and ultimately discharges to the Pacific Ocean.

List any 303(d) impaired water bodies within the path of storm water from the project site to the Pacific Ocean (or bay, lagoon, lake or reservoir, as applicable), identify the pollutant(s)/stressor(s) causing impairment, and identify any TMDLs and/or Highest Priority Pollutants from the WQIP for the impaired water bodies:
303(d) Impaired Water Body Pollutant(s)/Stressor(s)
TMDLs / WQIP Highest Priority
Pollutant
San Diego River Indicator bacteria Indicator bacteria
Forester Creek Indicator bacteria Indicator bacteria
Identification of Project Site Pollutants*
*Identification of project site pollutants is only required if flow-thru treatment BMPs are implemented onsite in lieu of retention or biofiltration BMPs (note the project must also participate in an alternative compliance program unless prior lawful approval to meet earlier PDP requirements is demonstrated)
Identify pollutants expected from the project site based on all proposed use(s) of the site (see BMP Design Manual Appendix B.6):

Pollutant
Not Applicable to the
Project Site
Expected from the
Project Site
Also a Receiving Water
Pollutant of Concern
Sediment
Nutrients
Heavy Metals
Organic Compounds
Trash & Debris
Oxygen Demanding
Substances
Oil & Grease
Bacteria & Viruses
Pesticides
PDP SWQMP Template Date: February 2016
PDP SWQMP Preparation Date: [4-16-2025] SFR:EJS:jg:19500/WR/Reports/PDPSWQMP/3rdSub/19969.007 Form I-3B Page 8 of 10, Form Template Date: August 31, 2015 Hydromodification Management Requirements
Do hydromodification management requirements apply (see Section 1.6 of the BMP Design Manual)? Yes, hydromodification management flow control structural BMPs required.

No, the project will discharge runoff directly to existing underground storm drains discharging directly to water storage reservoirs, lakes, enclosed embayments, or the Pacific Ocean.

No, the project will discharge runoff directly to conveyance channels whose bed and bank are concrete-lined all the way from the point of discharge to water storage reservoirs, lakes, enclosed embayments, or the Pacific Ocean.

No, the project will discharge runoff directly to an area identified as appropriate for an exemption by the WMAA for the watershed in which the project resides.

Description / Additional Information (to be provided if a 'No' answer has been selected above):

This project is considered to be hydromodification exempt as the project’s flows will discharge directly to the San Diego River adjacent to the site.

X
PDP SWQMP Template Date: February 2016
PDP SWQMP Preparation Date: [4-16-2025] SFR:EJS:jg:19500/WR/Reports/PDPSWQMP/3rdSub/19969.007 Critical Coarse Sediment Yield Areas*
*This Section only required if hydromodification management requirements apply Based on the maps provided within the WMAA, do potential critical coarse sediment yield areas exist within the project drainage boundaries?
Yes
No, No critical coarse sediment yield areas to be protected based on WMAA maps If yes, have any of the optional analyses presented in Section 6.2 of the BMP Design Manual been performed?

6.2.1 Verification of Geomorphic Landscape Units (GLUs) Onsite

6.2.2 Downstream Systems Sensitivity to Coarse Sediment

6.2.3 Optional Additional Analysis of Potential Critical Coarse Sediment Yield Areas Onsite No optional analyses performed, the project will avoid critical coarse sediment yield areas identified based on WMAA maps
If optional analyses were performed, what is the final result? No critical coarse sediment yield areas to be protected based on verification of GLUs onsite Critical coarse sediment yield areas exist but additional analysis has determined that protection is not required. Documentation attached in Attachment 2.b of the SWQMP.

Critical coarse sediment yield areas exist and require protection. The project will implement management measures described in Sections 6.2.4 and 6.2.5 as applicable, and the areas are identified on the SWQMP Exhibit.

Discussion / Additional Information:

X
PDP SWQMP Template Date: February 2016
PDP SWQMP Preparation Date: [4-16-2025] SFR:EJS:jg:19500/WR/Reports/PDPSWQMP/3rdSub/19969.007 Form I-3B Page 9 of 10, Form Template Date: August 31, 2015 Flow Control for Post-Project Runoff*
*This Section only required if hydromodification management requirements apply List and describe point(s) of compliance (POCs) for flow control for hydromodification management (see Section 6.3.1). For each POC, provide a POC identification name or number correlating to the project's HMP Exhibit and a receiving channel identification name or number correlating to the project's HMP Exhibit.

There is 1 point of compliance (POC-1) that is located at the southwest corner of the property at the bioretention basin.

No, the low flow threshold is 0.1Q2 (default low flow threshold) Yes, the result is the low flow threshold is 0.1Q2
Yes, the result is the low flow threshold is 0.3Q2
Yes, the result is the low flow threshold is 0.5Q2
If a geomorphic assessment has been performed, provide title, date, and preparer:

Discussion / Additional Information: (optional)
X
PDP SWQMP Template Date: February 2016
PDP SWQMP Preparation Date: [4-16-2025] SFR:EJS:jg:19500/WR/Reports/PDPSWQMP/3rdSub/19969.007 Form I-3B Page 10 of 10, Form Template Date: August 31, 2015 Other Site Requirements and Constraints
When applicable, list other site requirements or constraints that will influence storm water management design, such as zoning requirements including setbacks and open space, or local codes governing minimum street width, sidewalk construction, allowable pavement types, and drainage requirements.

Optional Additional Information or Continuation of Previous Sections As Needed This space provided for additional information or continuation of information from previous sections as needed.

An existing 100-foot riparian buffer is located along the San Diego River edge, providing a 100-foot setback from the Riparian limit to the project’s proposed improvements.

PDP SWQMP Template Date: February 2016
PDP SWQMP Preparation Date: [4-16-2025] SFR:EJS:jg:19500/WR/Reports/PDPSWQMP/3rdSub/19969.007 Source Control BMP Checklist
for All Development Projects
(Standard Projects and Priority Development Projects)
Form I-4
Model BMP Design
Manual
[August 31, 2015]
Project Identification
Project Name: Santee 3 Multifamily Housing
Permit Application Number: TM-2024-0001 & DR-2024-0001
Source Control BMPs
All development projects must implement source control BMPs SC-1 through SC-6 where applicable and feasible. See Chapter 4 and Appendix E of the Model BMP Design Manual for information to implement source control BMPs shown in this checklist.

Answer each category below pursuant to the following.
• "Yes" means the project will implement the source control BMP as described in Chapter 4 and/or Appendix E of the Model BMP Design Manual. Discussion / justification is not required. • "No" means the BMP is applicable to the project but it is not feasible to implement. Discussion / justification must be provided.
• "N/A" means the BMP is not applicable at the project site because the project does not include the feature that is addressed by the BMP (e.g., the project has no outdoor materials storage areas).

Discussion / justification may be provided.

Source Control Requirement Applied?
SC-1 Prevention of Illicit Discharges into the MS4 Yes No N/A Discussion / justification if SC-1 not implemented:

SC-2 Storm Drain Stenciling or Signage Yes No N/A
Discussion / justification if SC-2 not implemented:

SC-3 Protect Outdoor Materials Storage Areas from Rainfall, Run-On, Runoff, and Wind Dispersal
Yes No N/A
Discussion / justification if SC-3 not implemented:

Not anticipated for site.

SC-4 Protect Materials Stored in Outdoor Work Areas from Rainfall, Run-On, Runoff, and Wind Dispersal
Yes No N/A
Discussion / justification if SC-4 not implemented:

Not anticipated for site.

X
X
X
X
PDP SWQMP Template Date: February 2016
PDP SWQMP Preparation Date: [4-16-2025] SFR:EJS:jg:19500/WR/Reports/PDPSWQMP/3rdSub/19969.007 Form I-4 Page 2 of 2, Form Template Date: August 31, 2015 Source Control Requirement Applied?
SC-5 Protect Trash Storage Areas from Rainfall, Run-On, Runoff, and Wind Dispersal
Yes No N/A
Discussion / justification if SC-5 not implemented:

No designated trash storage areas proposed.

SC-6 Additional BMPs Based on Potential Sources of Runoff Pollutants (must answer for each source listed below)
On-site storm drain inlets
Interior floor drains and elevator shaft sump pumps
Interior parking garages
Need for future indoor & structural pest control
Landscape/Outdoor Pesticide Use
Pools, spas, ponds, decorative fountains, and other water features Food service
Refuse areas
Industrial processes
Outdoor storage of equipment or materials
Vehicle and Equipment Cleaning
Vehicle/Equipment Repair and Maintenance
Fuel Dispensing Areas
Loading Docks
Fire Sprinkler Test Water
Miscellaneous Drain or Wash Water
Plazas, sidewalks, and parking lots
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
Yes
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
No
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
N/A
X
X
X
X X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
X
PDP SWQMP Template Date: February 2016
PDP SWQMP Preparation Date: [4-16-2025] SFR:EJS:jg:19500/WR/Reports/PDPSWQMP/3rdSub/19969.007 Discussion / justification if SC-6 not implemented. Clearly identify which sources of runoff pollutants are discussed. Justification must be provided for all "No" answers shown above.

PDP SWQMP Template Date: February 2016
PDP SWQMP Preparation Date: [4-16-2025] SFR:EJS:jg:19500/WR/Reports/PDPSWQMP/3rdSub/19969.007 Site Design BMP Checklist
for All Development Projects
(Standard Projects and Priority Development Projects)
Form I-5
Model BMP Design
Manual
[August 31, 2015]
Project Identification
Project Name: Santee 3 Multifamily Housing
Permit Application Number: TM-2024-0001 & DR-2024-0001
Site Design BMPs
All development projects must implement site design BMPs SD-1 through SD-8 where applicable and feasible. See Chapter 4 and Appendix E of the Model BMP Design Manual for information to implement site design BMPs shown in this checklist.

Answer each category below pursuant to the following.
• "Yes" means the project will implement the site design BMP as described in Chapter 4 and/or Appendix E of the Model BMP Design Manual. Discussion / justification is not required. • "No" means the BMP is applicable to the project but it is not feasible to implement. Discussion / justification must be provided.
• "N/A" means the BMP is not applicable at the project site because the project does not include the feature that is addressed by the BMP (e.g., the project site has no existing natural areas to conserve).

Discussion / justification may be provided.

Site Design Requirement Applied?
SD-1 Maintain Natural Drainage Pathways and Hydrologic Features Yes No N/A Discussion / justification if SD-1 not implemented:

There are no existing hydrologic feature on site.

SD-2 Conserve Natural Areas, Soils, and Vegetation Yes No N/A Discussion / justification if SD-2 not implemented:

Site is intended to be a new residential development with parking and a residential street. Clearing of natural areas will be required but will be limited to only the proposed development area. An existing 100-foot riparian buffer is located along the San Diego River edge, providing a 100-foot setback from the Riparian limit to the project’s proposed improvements.

SD-3 Minimize Impervious Area Yes No N/A
Discussion / justification if SD-3 not implemented:

SD-4 Minimize Soil Compaction Yes No N/A
Discussion / justification if SD-4 not implemented:

SD-5 Impervious Area Dispersion Yes No N/A
Discussion / justification if SD-5 not implemented:

X
X
X
X
X
PDP SWQMP Template Date: February 2016
PDP SWQMP Preparation Date: [4-16-2025] SFR:EJS:jg:19500/WR/Reports/PDPSWQMP/3rdSub/19969.007 Form I-5 Page 2 of 2, Form Template Date: August 31, 2015 Site Design Requirement Applied?
SD-6 Runoff Collection Yes No N/A
Discussion / justification if SD-6 not implemented:

Rain barrels or permeable pavements not proposed; therefore runoff collection is not applicable to project.

SD-7 Landscaping with Native or Drought Tolerant Species Yes No N/A Discussion / justification if SD-7 not implemented:

SD-8 Harvesting and Using Precipitation Yes No N/A
Discussion / justification if SD-8 not implemented:

Harvest and use is not feasible for project. Reference Worksheet B.3-1 (Form I-7) in Attachment 1c of this report for the Harvest and Use Feasibility Screening Checklist.

X
X
X
PDP SWQMP Template Date: February 2016
PDP SWQMP Preparation Date: [4-16-2025] SFR:EJS:jg:19500/WR/Reports/PDPSWQMP/3rdSub/19969.007 Summary of PDP Structural BMPs
Form I-6 (PDPs)
Model BMP Design Manual
[August 31, 2015]
Project Identification
Project Name: Santee 3 Multifamily Housing
Permit Application Number: TM-2024-0001 & DR-2024-0001
PDP Structural BMPs
All PDPs must implement structural BMPs for storm water pollutant control (see Chapter 5 of the BMP Design Manual). Selection of PDP structural BMPs for storm water pollutant control must be based on the selection process described in Chapter 5. PDPs subject to hydromodification management requirements must also implement structural BMPs for flow control for hydromodification management (see Chapter 6 of the BMP Design Manual). Both storm water pollutant control and flow control for hydromodification management can be achieved within the same structural BMP(s).

PDP structural BMPs must be verified by the local jurisdiction at the completion of construction. This may include requiring the project owner or project owner's representative and engineer of record to certify construction of the structural BMPs (see Section 1.12 of the BMP Design Manual). PDP structural BMPs must be maintained into perpetuity, and the local jurisdiction must confirm the maintenance (see Section 7 of the BMP Design Manual).

Use this form to provide narrative description of the general strategy for structural BMP implementation at the project site in the box below. Then complete the PDP structural BMP summary information sheet (page 3 of this form) for each structural BMP within the project (copy the BMP summary information page as many times as needed to provide summary information for each individual structural BMP).

Describe the general strategy for structural BMP implementation at the site. This information must describe how the steps for selecting and designing storm water pollutant control BMPs presented in Section 5.1 of the BMP Design Manual were followed, and the results (type of BMPs selected). For projects requiring hydromodification flow control BMPs, indicate whether pollutant control and flow control BMPs are integrated or separate.

The site contains one drainage management area (DMA-1) which includes entirety the proposed development. DMA-1 is 16.5 acres and requires pollutant control BMPs. DMA-1 drains to a bioretention basin located at the Southwest corner of the site, which provides pollutant control for the entirety of DMA-1. Runoff leaves the site from the bioretention basin and is discharged to the adjacent San Diego River.
(Continue on page 2 as necessary.)
PDP SWQMP Template Date: February 2016
PDP SWQMP Preparation Date: [4-16-2025] SFR:EJS:jg:19500/WR/Reports/PDPSWQMP/3rdSub/19969.007 Form I-6 Page 1 of 4 (Copy as many as needed) , Form Template Date: August 31, 2015 Structural BMP Summary Information
(Copy this page as needed to provide information for each individual proposed structural BMP) Structural BMP ID No. 1
Construction Plan Sheet No.

Type of structural BMP:

Retention by harvest and use (HU-1)
Retention by infiltration basin (INF-1)
Retention by bioretention (INF-2)
Retention by permeable pavement (INF-3)
Partial retention by biofiltration with partial retention (PR-1) Biofiltration (BF-1)
Biofiltration with Nutrient Sensitive Media Design (BF-2) Proprietary Biofiltration (BF-3) meeting all requirements of Appendix F Flow-thru treatment control with prior lawful approval to meet earlier PDP requirements (provide BMP type/description in discussion section below)
Flow-thru treatment control included as pre-treatment/forebay for an onsite retention or biofiltration BMP (provide BMP type/description and indicate which onsite retention or biofiltration BMP it serves in discussion section below)
Flow-thru treatment control with alternative compliance (provide BMP type/description in discussion section below)
Detention pond or vault for hydromodification management Other (describe in discussion section below)
Purpose:

Pollutant control only
Hydromodification control only
Combined pollutant control and hydromodification control Pre-treatment/forebay for another structural BMP
Other (describe in discussion section below)
Who will certify construction of this BMP?
Provide name and contact information for the
party responsible to sign BMP verification forms if
required by the [City Engineer] (See Section 1.12 of
the BMP Design Manual)
RICK Engineering Company
Shavger Rekani PE
(619) 291-0707
Who will be the final owner of this BMP? HOA
Who will maintain this BMP into perpetuity? HOA
What is the funding mechanism for maintenance? HOA
X
X
PDP SWQMP Template Date: February 2016
PDP SWQMP Preparation Date: [4-16-2025] SFR:EJS:jg:19500/WR/Reports/PDPSWQMP/3rdSub/19969.007 Form I-6 Page 2 of 4 (Copy as many as needed) , Form Template Date: August 31, 2015 Structural BMP Summary Information
(Copy this page as needed to provide information for each individual proposed structural BMP) Structural BMP ID No. 2
Construction Plan Sheet No.

Type of structural BMP:

BACKUP FOR PDP POLLUTANT CONTROL BMPS
This is the cover sheet for Attachment 1.

Indicate which Items are Included behind this cover sheet:

Attachment
Sequence
Contents Checklist
Attachment 1a DMA Exhibit (Required)
See DMA Exhibit Checklist on the back of
this Attachment cover sheet.

Included
Attachment 1b Tabular Summary of DMAs Showing DMA
ID matching DMA Exhibit, DMA Area, and
DMA Type (Required)*
*Provide table in this Attachment OR on
DMA Exhibit in Attachment 1a
Included on DMA Exhibit in
Attachment 1a
Included as Attachment 1b, separate
from DMA Exhibit
Attachment 1c Form I-7, Harvest and Use Feasibility
Screening Checklist (Required unless the
entire project will use infiltration BMPs)
Refer to Appendix B.3-1 of the BMP
Design Manual to complete Form I-7.

Included
Not included because the entire
project will use infiltration BMPs
Attachment 1d Form I-8, Categorization of Infiltration
Feasibility Condition (Required unless the
project will use harvest and use BMPs)
Refer to Appendices C and D of the BMP
Design Manual to complete Form I-8.

Included
Not included because the entire
project will use harvest and use BMPs
Attachment 1e Pollutant Control BMP Design
Worksheets / Calculations (Required)
Refer to Appendices B and E of the BMP
Design Manual for structural pollutant
control BMP design guidelines
Included
X
X
X
X
X
PDP SWQMP Template Date: February 2016
PDP SWQMP Preparation Date: [4-16-2025] SFR:EJS:jg:19500/WR/Reports/PDPSWQMP/3rdSub/19969.007 Use this checklist to ensure the required information has been included on the DMA Exhibit:

The DMA Exhibit must identify:

Underlying hydrologic soil group
Approximate depth to groundwater
Existing natural hydrologic features ( watercourses, seeps, springs, wetlands) Critical coarse sediment yield areas to be protected
Existing topography and impervious areas
Existing and proposed site drainage network and connections to drainage offsite Proposed demolition
Proposed grading
Proposed impervious features
Proposed design features and surface treatments used to minimize imperviousness Drainage management area (DMA) boundaries, DMA ID numbers, and DMA areas (square footage or acreage), and DMA type (i.e., drains to BMP, self-retaining, or self-mitigating) Potential pollutant source areas and corresponding required source controls (see Chapter 4, Appendix E.1, and Form I-3B)
Structural BMPs (identify location, type of BMP, and size/detail) X
X
X
X
X
X
X
X
X
X
X
X
Attachment 1A
STOP ©

DRAINAGE MANAGEMENT EXHIBIT
SANTEE 3 MULTIFAMILY HOUSING
FOR
5620 FRIARS ROAD
SAN DIEGO, CA 92110
619-291-0707
rickengineering.com

SAN DIEGO ORANGE RIVERSIDE SACRAMENTO SAN LUIS OBISPO

SANTA CLARITA PHOENIX TUCSON LAS VEGAS DENVER

SPECIFIER CHART
MODEL NO.

Curb Opening Width
- W - FGP-24CI 2.0' (24")

2.5' (30")

3.0' (36")

3.5' (42")

4.0' (48")

5.0' (60")

6.0' (72")

7.0' (84")

8.0' (96")

10.0' (120")

12.0' (144")

14.0' (168")

16.0' (192")

18.0' (216")

21.0' (252")

28.0 (336")
Storage
Capacity
- Cu. Ft. -
.95

1.20 1.50

1.80 2.10

2.40 3.05

3.65 4.25

4.85 6.10

7.30 8.55

9.45 10.95

14.60 Filtered
Flow Rate
- GPM/CFS -
338 / .75
450 / 1.00
563 / 1.25
675 / 1.50
768 / 1.76
900 / 2.00
1,126 / 2.51
1,350 / 3.01
1,576 / 3.51
1,800 / 4.01
2,252 / 5.02
2,700 / 6.02

3.152 / 7.02
3,490 / 7.78
4,050 / 9.02
5,400 / 12.03
FGP-30CI
FGP-36CI
FGP-42CI
FGP-48CI
FGP-5.0CI
FGP-6.0CI
FGP-7.0CI
FGP-8.0CI
FGP-10.0CI
FGP-12.0CI
FGP-14.0CI
FGP-16.0CI
FGP-18.0CI
FGP-21.0CI
FGP-28.0CI

DETAIL A
A
B

SECTION B-B

SECTION A-A
d
f
d
d
B
Bypass
Flow Rate
- GPM/CFS -
2,513 / 5.6
3,008 / 6.7
3,547 / 7.9
3,951 / 8.8
4,445 / 9.9
5,208 / 11.6
6,196 / 13.8
7,139 / 15.9
8,082 / 18.0
9,833 / 21.9
11,764 / 26.2
13,515 / 30.1
15,446 / 34.4
17,152 / 38.2
19,891 / 44.3
26,311 / 58.6 FGP-0002
FGP-0002 G
FloGardd+Plusd
Catch Basin Trash Screen
Insert Filter,
Curb (Combination) Inlet Style
A
NOTES:

1. Certified as a Trash Capture Full Capture System by
CAWRCB (10/13/22)

2. Filter insert shall have a high flow bypass feature.

3. Filter support frame shall be constructed from stainless steel Type 304.

4. Filter medium shall be Fossil Rockf, installed and
maintained in accordance with manufacturer specifications. 5. Storage capacity reflects 80% of maximum solids collection prior to impeding filtering bypass.

Ph: 800.579.8819 | www.oldcastleinfrastructure.com/stormwater THIS DOCUMENT IS THE PROPERTY OF OLDCASTLE INFRASTRUCTURE, INC. IT IS CONFIDENTIAL, SUBMITTED FOR REFERENCE PURPOSES ONLY AND SHALL NOT BE USED IN ANY WAY INJURIOUS TO THE INTERESTS OF, OR WITHOUT THE WRITTEN PERMISSION OF OLDCASTLE INFRASTRUCTURE, INC. COPYRIGHT © 2023 OLDCASTLE INFRASTRUCTURE, INC. ALL RIGHTS RESERVED. Inlet Filtration
Attachment 1B
SANTEE 3 MULTIFAMILY HOUSING
J-199694/16/2025
Water Quality - Mod Wetland - BMP Sizing Calculations
DMA/BMP Name BMP Type
Drainage
Management
Area
(acres)
Drainage
Management
Area
(ft2)
% Impervious
Impervious
Area
(ft2)
Pervious Area
(ft2)
Runoff Factor
for Impervious
Area
Runoff
Factor for
Pervious
Area
Effective
Impervious
Area
(ft2)
Runoff Factor
85th Percentile
Storm Event
(in)
Design
Capture
Volume (c.f.)
Biofiltration
Area Provided
(ft2)
Biofiltration
Area Required
(ft2)
DCV Multiplier
Volume
Provided
(ft3)
Volume
Required
(ft3)
Water Quality
Intensity (in/hr)
Water Quality
Flow Rate, Q
(cfs)
Required Water
Quality Flow
Rate (cfs) 1.5*Q
Provided
BMP Flow
Rate (cfs)
MWS Model Name
DMA-1 Bioretention Basin 16.0 698192 70% 488734 209458 0.9 0.35 513,171 0.74 0.50 21,382 16,500 15,395 1.25 23,100 21,553 - - - - -DMA-2 Biofiltration - Mod Wetlands 0.2 7605 90% 6845 761 0.9 0.35 6,426 0.85 0.50 268 - 193 1.25 - - 0.2 0.030 0.044 0.052 MWS-L-4-4 SM-1 Self Mitigating Area 0.3 11263 0% 0 11263 0.9 0.35 3,942 0.35 0.50 164 - - 1.25 - - - - - - -SM-1 Self Mitigating Area 0.04 1709 0% 0 1709 0.9 0.35 598 0.35 0.50 25 - - 1.25 - - - - - - - DM-1 De minimis Area 0.04 1958 90% 1762 196 0.9 0.35 1,655 0.85 0.50 69 - - 1.25 - - - - - - - Notes:

1. The required and provided Water Quality volumes are based on the 2013 MS4 permit and the City of Santee BMP Design Manual 2. Runoff Factors for pervious and impervious areas were determined from Table 0-1: " Runoff Factors for Surfaces Draining to BMPs - Pollutant Control BMPs" from the City of Santee BMP Design Manual4. A conservative assumption of 90% impervious has been used for calculations. 3.The DCV multiplier was found using Section B.4.2 Percent Capture Method and Figure 0-1 Percent Capture Nomgraph from the City of Santee BMP Design Manual

0.052 > 0.044 REQUIRED,THEREFORE OKAY
Attachment 1C

Appendix B: Storm Water Pollutant Control Hydrologic Calculations and Sizing Methods 6 June 2015
Figure 0-1: 85th Percentile 24-hour Isopluvial Map DEPTH = 0.50 in Attachment 1D

Based on the proposed site design, it is not anticipated that this project will not cause potential water balance issues. Per Preliminary Geotechnical Investigation for the Santee 3 Residential Development, published May 19, 2023 by Leighton and Associates, Inc., groundwater was not encountered for 13-feet below ground.

Attachment 1E

PRELIMINARY GEOTECHNICAL INVESTIGATION
SANTEE 3 RESIDENTIAL DEVELOPMENT
APN 181-151-018

SANTEE, CALIFORNIA
Prepared For SANTEE 3 INV, LLC
3121 MICHELSON DRIVE, SUITE 150
IRVINE, CALIFORNIA 92612
Prepared By LEIGHTON AND ASSOCIATES, INC.
3934 MURPHY CANYON ROAD, SUITE B-205
SAN DIEGO, CALIFORNIA 92123
Project No. 11832.002
May 19, 2023
May 19, 2023
Project No. 11832.002
Santee 3 Inv, LLC
3121 Michelson Drive, Suite 150
Irvine, California 92612
Attention: Ms. Karen Alves
Subject: Preliminary Geotechnical Investigation
Santee 3 Development
APN: 181-051-018
Santee, California
In accordance with your request and authorization, we have conducted a preliminary geotechnical investigation of the property for the design and construction of the proposed residential development project. Based on the results of our study, it is our professional opinion that the site is suitable to receive the proposed improvements provided mitigation of the underlying liquefiable soils is implemented prior to construction. The accompanying report presents a summary of our investigation and provides geotechnical conclusions and recommendations relative to the proposed site development.

If you have any questions regarding our report, please do not hesitate to contact this office. We appreciate this opportunity to be of service.

Respectfully submitted,
LEIGHTON AND ASSOCIATES, INC.

Todd Schmitz, CEG 2510 Nicholas Tracy, GE 3058
Senior Project Geologist Associate Engineer
Ext: 8030, [email protected] Ext: 8499, [email protected] Robert Stroh, CEG 2099
Principal Engineering Geologist
Extension: 4090, [email protected]
Distribution: Client via email
Preliminary Geotechnical Investigation Project No. 11832.002 Santee 3 Residential Development May 19, 2023
7 3.5.3 Soil Corrosivity
A preliminary corrosive soil screening for the on-site materials was completed to evaluate their potential effect on concrete and ferrous metals.

The corrosion potential was evaluated using the results of laboratory testing on one representative soil sample obtained during our subsurface evaluation.

Laboratory testing was performed to evaluate pH, minimum electrical resistivity, and chloride and soluble sulfate content. The sample tested had maximum measured pH value of 7.1, and a measured minimum electrical resistivity of 12,100 ohm-cm. Test results also indicated that the sample had a chloride content of 10 parts per million (ppm), and a soluble sulfate content of less than 150 ppm.

3.5.4 Excavation Characteristics
The site is underlain by Young Alluvial Floodplain Deposits generally consisting of silty to clayey sands with gravel. With regards to the proposed project, it is anticipated these on-site soils can be excavated with conventional heavy-duty construction equipment. Oversize cobble material, if encountered, should be placed in non-structural areas or hauled off-site.

3.5.5 Infiltration
Field percolation tests were performed during our investigation in general accordance with the County of San Diego BMP Design Manual (2020).

Based on our field percolation testing, the in-situ percolation rates and calculated infiltration rates at tested locations and depths are summarized in Table 2 below. It should be noted that we have used the following equation based upon the Porchet Method to convert measured percolation rates to infiltration rates in accordance with County of San Diego Standards. In addition, we have included a recommended infiltration rate with a minimum factor of safety of 2 for the preliminary design of potential infiltration systems:

It = H * 60 * r
t(r+2HAVG)
Preliminary Geotechnical Investigation Project No. 11832.002 Santee 3 Residential Development May 19, 2023
8 Where:

It = calculated infiltration rate, inches/hour
H = change in head over the time interval, inches
t = time interval, minutes
r = radius of test hole
HAVG = average head over the time interval, inches
The field percolation test locations are shown on the Geotechnical Map (Figur 2). Field data and measured percolation rates are presented in Appendix B.

Table 1. Percolation and Infiltration Rates
Test No. Depth
(ft) Soil Type
Measured
Percolation
Rate
(mins/in)
Calculated
Infiltration
Rate
(inches/hr)
Recommended
Infiltration
Rate w/ FS of 2
(inches/hr)
P-1 3.0 SM 1.1 2.35 1.17
P-2 3.0 SM 0.95 3.04 1.52
P-3 3.0 SM 1.0 2.86 1.43
Based on the field percolation testing, the tested locations are categorized as “Partial Infiltration” conditions. Design of proposed infiltration basins should account for the shallow groundwater table which presents a potential for mounding and an appropriate factor of safety should be applied to the above infiltration rates to account for the vertical separation to the groundwater table. In addition, design of the basins should also consider the proximity of the San Diego River to ensure downstream water rights are not violated.

It is important to note that percolation rates are not equal to infiltration rates.

As a result, we have made a distinction between percolation rates where water movement is considered laterally and vertically versus infiltration rates where only the vertical direction is considered. It should also be noted that the above percolation test results are representative of the tested locations and depths where they were performed, and that percolation test field measurements are accurate to 0.01 feet. Varying subsurface Preliminary Geotechnical Investigation Project No. 11832.002 Santee 3 Residential Development May 19, 2023
9 conditions may exist outside of the test locations, which could alter the calculated percolation rate indicated below.

It is also possible that the long-term rate of transmissivity of permeable soil strata may be lower than the values obtained by testing. Infiltration may be influenced by a combination of factors including but not limited to a highly variable vertical permeability and limited lateral extent of permeable soil strata, a reduction of permeability rates over time due to silting of the soil pore spaces, and other unknown factors. Accordingly, the possibility of future surface ponding of water, as well as shallow groundwater impacts on subterranean structures such as basements and underground utilities should be anticipated as possible future conditions in all design aspects of the site.

Scale:1 " = 2,000 '
Project: 11832.002 Eng/Geol: NJT/RNB
Map Saved as V:\Drafting\11832\002\Maps\11832-002_F01_SLM_2022-04-20.mxd on 4/20/2023 11:23:16 AM Author: (mmurphy)
Date: April 2023

SITE LOCATION MAP
Approximate
Site Boundary
³ 0 2,000 4,000
Feet
FIGURE 1
Reference: © 2023 Microsoft Corporation ©
2023 Maxar ©CNES (2023) Distribution Airbus
Santee 3 Multi-Family Development
Santee, California
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Map Saved as V:\Drafting\11832\002\Maps\11832-002_F02_GM_2022-04-20.mxd on 5/5/2023 9:19:10 AM

GEOTECHNICAL MAP
Santee 3 Multi-Family Development
Santee, California
Scale:1 " = 150 '
Project: 11832.002 Eng/Geol: NJT/TCS
Author: (mmurphy)
Date: May 2023
FIGURE 2
Base Map: Google Earth, 2023.

Legend
#0 Approximate Location of Cone Penetrometer (CPT)
(Leighton, This Study)
&( Approximate Location of Percolation Test
(Leighton, This Study)
#* Approximate Location of Cone Penetrometer (CPT)
(Leighton, 2017)
&< Approximate Location of Boring
(Law Crandall, 1999)
Approximate Site Boundary
Geologic Units
Quaternary-aged Young Allulvium
CPT-13
P-3
CPT-7
4-2
Qya
SANTEE 3 MULTIFAMILY

HOUSING
BIORETENTION BASIN (BMP-1)

CROSS SECTION
5620 FRIARS ROAD
SAN DIEGO, CA 92110
619-291-0707
rickengineering.com

SAN DIEGO ORANGE RIVERSIDE SACRAMENTO SAN LUIS OBISPO

SANTA CLARITA PHOENIX TUCSON LAS VEGAS DENVER
PDP SWQMP Template Date: February 2016
PDP SWQMP Preparation Date: [4-16-2025] SFR:EJS:jg:19500/WR/Reports/PDPSWQMP/2ndSub/19969.007 ATTACHMENT 2

BACKUP FOR PDP HYDROMODIFICATION CONTROL MEASURES
This is the cover sheet for Attachment 2.

Mark this box if this attachment is empty because the project is exempt from PDP hydromodification management requirements.

Indicate which Items are Included behind this cover sheet:

Attachment
Sequence
Contents Checklist
Attachment 2a Hydromodification Management Exhibit
(Required)
Included
See Hydromodification Management
Exhibit Checklist on the back of this
Attachment cover sheet.

Attachment 2b Management of Critical Coarse Sediment
Yield Areas (WMAA Exhibit is required,
additional analyses are optional)
See Section 6.2 of the BMP Design
Manual.

Exhibit showing project drainage
boundaries marked on WMAA Critical
Coarse Sediment Yield Area Map
(Required)
Optional analyses for Critical Coarse
Sediment Yield Area Determination

6.2.1 Verification of Geomorphic
Landscape Units Onsite

6.2.2 Downstream Systems Sensitivity
to Coarse Sediment

6.2.3 Optional Additional Analysis of
Potential Critical Coarse Sediment
Yield Areas Onsite
Attachment 2c Geomorphic Assessment of Receiving
Channels (Optional)
See Section 6.3.4 of the BMP Design
Manual.

Not performed
Included
Submitted as separate stand-alone
document
Attachment 2d Flow Control Facility Design, including
Structural BMP Drawdown Calculations
and Overflow Design Summary
(Required)
See Chapter 6 and Appendix G of the
BMP Design Manual
Included
Submitted as separate stand-alone
document
Attachment 2e Vector Control Plan (Required when
structural BMPs will not drain in 96
hours)
Included
Not required because BMPs will drain
in less than 96 hours
X
X
X
X
PDP SWQMP Template Date: February 2016
PDP SWQMP Preparation Date: [4-16-2025] SFR:EJS:jg:19500/WR/Reports/PDPSWQMP/2ndSub/19969.007 Use this checklist to ensure the required information has been included on the Hydromodification Management Exhibit:

The Hydromodification Management Exhibit must identify:

Underlying hydrologic soil group
Approximate depth to groundwater
Existing natural hydrologic features ( watercourses, seeps, springs, wetlands) Critical coarse sediment yield areas to be protected
Existing topography
Existing and proposed site drainage network and connections to drainage offsite Proposed grading
Proposed impervious features
Proposed design features and surface treatments used to minimize imperviousness Point(s) of Compliance (POC) for Hydromodification Management Existing and proposed drainage boundary and drainage area to each POC (when necessary, create separate exhibits for pre-development and post-project conditions) Structural BMPs for hydromodification management (identify location, type of BMP, and size/detail) Note: Please Reference Attachment 1A to find specified information.

NOT APPLICABLE, THIS PROJECT IS EXEMPT FROM HYDROMODIFICATION.

Attachment 2A
Reference Attachment 1A for HMP Specifications
Attachment 2B
SANDAG & SanGIS
Legend
Critical Coarse Sediment Yield Areas
Project Area
Date of Exhibit: 1/18/2024
DigitalGlobe Aerial Image: See Lower Right of Image
Critical Coarse Sediment Yield Areas Exhibit
0 300 600
Scale in Feet
[
North
Santee 3 Multifamily Housing
C:\RICK\Projects\C19500\19969_CityVenturesSanteeMultiFamily\WaterRes\GIS\19969_CCSYA_Exhibit_portrait.mxd Jn - 19969

PROJECT AREA
Attachment 2D
PDP SWQMP Template Date: February 2016
PDP SWQMP Preparation Date: [4-16-2025] SFR:EJS:jg:19500/WR/Reports/PDPSWQMP/2ndSub/19969.007 ATTACHMENT 3
Structural BMP Maintenance Information
This is the cover sheet for Attachment 3.

Indicate which Items are Included behind this cover sheet:

Attachment
Sequence
Contents Checklist
Attachment 3a Structural BMP Maintenance Thresholds
and Actions (Required)
Included
See Structural BMP Maintenance
Information Checklist on the back of this
Attachment cover sheet.

Attachment 3b Draft Maintenance Agreement (when
applicable)
Included
X Not Applicable
X
PDP SWQMP Template Date: February 2016
PDP SWQMP Preparation Date: [4-16-2025] SFR:EJS:jg:19500/WR/Reports/PDPSWQMP/2ndSub/19969.007 Use this checklist to ensure the required information has been included in the Structural BMP Maintenance Information Attachment:

Preliminary Design / Planning / CEQA level submittal:

Attachment 3a must identify:

Typical maintenance indicators and actions for proposed structural BMP(s) based on Section 7.7 of the BMP Design Manual
Attachment 3b is not required for preliminary design / planning / CEQA level submittal.

Final Design level submittal:

Attachment 3a must identify:

Specific maintenance indicators and actions for proposed structural BMP(s). This shall be based on Section 7.7 of the BMP Design Manual and enhanced to reflect actual proposed components of the structural BMP(s)
How to access the structural BMP(s) to inspect and perform maintenance Features that are provided to facilitate inspection (e.g., observation ports, cleanouts, silt posts, or other features that allow the inspector to view necessary components of the structural BMP and compare to maintenance thresholds)
Manufacturer and part number for proprietary parts of structural BMP(s) when applicable
Maintenance thresholds specific to the structural BMP(s), with a location-specific frame of reference (e.g., level of accumulated materials that triggers removal of the materials, to be identified based on viewing marks on silt posts or measured with a survey rod with respect to a fixed benchmark within the BMP)
Recommended equipment to perform maintenance
When applicable, necessary special training or certification requirements for inspection and maintenance personnel such as confined space entry or hazardous waste management
Attachment 3b: For private entity operation and maintenance, Attachment 3b shall include a draft maintenance agreement in the local jurisdiction's standard format (PDP applicant to contact the [City Engineer] to obtain the current maintenance agreement forms).

X
X
Attachment 3A

INSPECTION

FREQUENCY

MAINTENANCE

FREQUENCY MAINTENANCE METHOD INCLUDED IN O&M MANUAL
SHEET

NUMBER(S)

LANDSCAPED
AREAS
MONTHLY (NOTE: INSPECTOR SHALL

CHECK FOR THE FOLLOWING
MAINTENANCE INDICATORS:

EROSION IN THE FORM OF RILLS OR

GULLIES, PONDING WATER, BARE

AREAS, BURROWS, MOUNDS, AND
TRASH.)

1. AS DETERMINED BY INSPECTION; AND

2. ON OR BEFORE SEPTEMBER 30TH.

1. FILL AND COMPACT AREAS OF RUTS, RILLS, OR
GULLIES;

2. RE-SEED AND/OR PLANT SLOPES AND AREAS OF
EXPOSED SOILS; AND

3. ROUTINE MOWING AND TRIMMING AND TRASH
REMOVAL.

YES
OUTLET

PROTECTION

1. MONTHLY;

2. WITHIN 24 HOURS AFTER EACH
"SIGNIFICANT RAIN EVENT" AND

3. WITHIN 24 HOURS FOLLOWING

CONSTRUCTION IN IMMEDIATE AREA

OF OUTLET PROTECTION

1. AS DETERMINED BY INSPECTION;

2. WHEN DISTURBED OR MISSING

ROCKS (RIP RAP), OR SOIL EROSION

BELOW AND/OR ADJACENT TO OUTLET
PROTECTION ARE OBSERVED.

1. REMOVE TRASH, DEBRIS AND LEAVES. REPAIR ANY
DAMAGE TO ROOF DRAINS; 2. IMMEDIATELY REPOSITION
ALL DISPLACED ENERGY DISSIPATER; AND 3. IF SOIL
EROSION IS FOUND, EXTEND ENERGY DISSIPATER (I.E.

LANDSCAPE ROCKS AND/OR SPLASH PADS);

REPOSITION OR INCREASE LIMITS OF ENERGY
DISSIPATER TO COVER ERODED AREA.

YES

INTEGRATED PEST

MANAGEMENT
MONTHLY (NOTE: INSPECTOR SHALL

CHECK FOR INDICATIONS OF THE

PRESENCE OF PESTS ON-SITE)

WHEN THE PEST OR PESTS, OBSERVED

IN GREATEST ABUNDANCE OR CAUSE

THE MOST OBSERVED SYMPTOMS, ARE
IDENTIFIED.

CHECK FREQUENTLY FOR PESTS, AND TREAT WITH A
PESTICIDE ONLY WHEN A PEST IS PRESENT, ETC.

YES

EFFECTIVE

IRRIGATION
SYSTEM

MONTHLY WHEN BROKEN SPRINKLER HEADS, RAIN

SHUTOFF DEVICES, AND FLOW
REDUCERS ARE OBSERVED; OR

RUNNING SPRINKLERS IN RAIN ARE
OBSERVED.

REPAIR OR REPLACE THE BROKEN AND/OR
MALFUNCTIONING PARTS OF IRRIGATION SYSTEM.

YES

TRASH STORAGE
AREAS
WEEKLY 1. AS DETERMINED BY INSPECTION;

2. STANDING WATER IN TRASH
STORAGE AREA.

3. LOOSE TRASH OR DEBRIS.

4. LEAKED OR SPILLED MATERIALS.

5. COMPROMISED FENCE, SCREEN,
GATE, WALL, BIN. LID OR ROOF AWNING
(WHERE APPLICABLE).

6. CRACKED OR OTHERWISE

COMPROMISED PAVING OR OTHER

FLAWED FLOOR SURFACE (AS
APPLICABLE).

1. IF STANDING WATER IS OBSERVED IN THE AREA,

DETERMINE THE WATER SOURCE AND REMOVE THE
SOURCE. ALLOW STANDING WATER TO EVAPORATE. IF
WATER DOES NOT EVAPORATE IN 48 HOURS,
REDISTRIBUTE THE WATER TO LANDSCAPED AREA(S).

DO NOT DRAIN WATER TO STORM DRAIN SYSTEM;

2. REMOVE AND PROPERLY DISPOSE LOOSE TRASH,
DEBRIS, AND LEAKED OR SPILLED MATERIALS. USE

APPROPRIATE SPILL CLEANUP MATERIAL AS

NECESSARY TO REMOVE ALL LEAKED AND SPILLED

MATERIALS INCLUDING MATERIALS ADHERED TO
PAVEMENT. IDENTIFY AND REMOVE OR REPAIR THE
SOURCE OF ANY LEAKED OR SPILLED MATERIALS; AND

3. REPAIR THE FOLLOWING AS APPLICABLE:

COMPROMISED FENCE, SCREEN, GATE, WALL, BIN, LID

OR ROOF AWNING, CRACKED OR COMPROMISED
PAVING OR OTHER FLOOR SURFACE.

YES

PREVENTIVE

STENCILING AND

SIGNAGE

ANNUALLY WHEN FULLY OR PARTIALLY ERASED
SIGNS ARE OBSERVED; WHEN DUMPING

OF TRASH ARE OBSERVED AT PUBLIC

ACCESS POINTS, BUILDING ENTRANCES,
PUBLIC PARKS, ETC.

1. REPLACE OR REPAINT THE STENCILS AND SIGNAGE
SO THAT THEY ARE LEGIBLE; AND

2. MAKE SURE THAT THEY ARE PLACED AT ALL
REQUIRED LOCATIONS (I.E.- ALL INLETS). YES

BIORETENTION
BASIN
(BMP-1)

1. TWICE A YEAR (ON OR BEFORE
SEPTEMBER 15TH AND FOLLOWING
THE RAINY SEASON AFTER MAY 1ST);
AND

2. AFTER EACH "SIGNIFICANT RAIN
EVENT"
(NOTE: INSPECTOR SHALL CHECK

FOR THE FOLLOWING MAINTENANCE
INIDICATORS: EROSION IN THE FORM

OF RILLS OR GULLIES, PONDING

WATER, BARE AREAS, DEAD

VEGETATION, ANIMAL BURROWS,

HOLES, MOUNDS, AND TRASH)

1. AS DETERMINED BY INSPECTION; AND

2. ON OR BEFORE SEPTEMBER 30TH

AND FOLLOWING THE RAINY SEASON
AFTER MAY 1ST;
AND

3. AFTER EACH "SIGNIFICANT RAIN
EVENT"2

1. REPLACE MULCH IN AREAS OF RUTS, RILLS, OR
GULLIES; 2. RE-SEED AND/OR PLANT SLOPES AND
AREAS OF EXPOSED SOILS; 3. ROUTINE MAINTENANCE

TO REMOVE ACCUMULATED MATERIALS SUCH AS
TRASH AND DEBRIS; 4. THE RISER STRUCTURE SHOULD

BE MAINTAINED TO AVOID CLOGGING AND ANY LEAKAGE
THROUGH BOLTHOLES.

YES

MODULAR

WETLAND SYSTEM
(BMP-2)

1. MINIMUM TWICE A YEAR (ON OR
BEFORE SEPTEMBER 15TH AND

FOLLOWING THE RAINY SEASON
AFTER MAY 1ST); AND

2. AFTER EACH "SIGNIFICANT RAIN
EVENT"

AS NEEDED BASED ON INSPECTION

FINDINGS

1. ROUTINE MAINTENANCE TO REMOVE THE

ACCUMULATED MATERIALS IN THE SCREENING FILTER,

SEPARATION CHAMBER, AND PERIMETER FILTER
(BIOMEDIA GREEN) AND REPLACE FILTER MEDIA

PERFORMED BY A QUALIFIED SERVICE PROVIDER PER

MANUFACTUER'S GUIDELINES AND CONDITIONS
DEFINED IN THE WASHINGTON ECOLOGY T.A.P.E.

CERTIFICATION.

2. IF INSPECTION INDICATES INTERNAL COMPONENTS
ARE DAMAGED, ADDITIONAL NON‐ROUTINE

MAINTENANCE WILL BE REQUIRED TO REPAIR OR
REPLACE DAMAGED PARTS AS APPLICABLE.

YES

CURB INLET TRASH
INSERT
(TRASH CAPTURE

DEVICE)

1. IMMEADIATELY FOLLOWING

CONSTRUCTION

2. INSPECT MONTHLY. IF CATCH
BASIN IS MORE THAN 25% FULL OR

MORE IN ONE MONTH, INCREASE

INSPECTION FREQUENCY TO
MONTHLY PLUS AFTER EVERY 0.1-
INCH OR LARGER STORM EVENT.

1. AS DETERMINED BY INSPECTION 1. REMOVE TRASH AND DEBRIS BY HAND OR USE A STANDARD VACUUM TRUCK.

YES
NOTES:

SITE DESIGN

SOURCE CONTROL

1. REFER TO THE "PRIORITY DEVELOPMENT PROJECT (PDP) STORM WATER QUALITY MANAGEMENT PLAN (SWQMP) SANTEE 3 MULTIFAMILY HOUSING", DATED FEBRUARY 22, 2024 OR ANY REVISIONS THEREOF FOR MORE SPECIFIC INFORMATION.

2. A SIGNIFICANT RAIN EVENT CONSIDERED WHENEVER THE NATIONAL WEATHER SERVICE REPORTS 0.50" OF RAIN IN 48 HOURS FOR THE LOCAL COMMUNITY.

3. DURING THE FIRST YEAR OF NORMAL OPERATION, ALL BMPS SHOULD BE INSPECTED ONCE BEFORE AUGUST 31 AND THEN MONTHLY FROM SEPTEMBER THROUGH MAY. THE MINIMUM INSPECTION AND MAINTENANCE FREQUENCY SHOULD BE DETERMINED BASED ON THE RESULTS OF THE FIRST YEAR INSPECTIONS.

SITE DESIGN, SOURCE CONTROL AND POLLUTANT CONTROL BMP OPERATION & MAINTENANCE PROCEDURE DETAILS STORM WATER MANAGEMENT AND DISCHARGE CONTROL MAINTENANCE AGREEMENT APPROVAL NO.:

O&M RESPONSIBLE PARTY DESIGNEE:

STRUCTURAL BMP

BMP DESCRIPTION

OPERATION AND MAINTENANCE
PROCEDURES SANTEE 3 MULTIFAMILY HOUSING
JN-19969
INF-2
Bioretention

BMP MAINTENANCE FACT SHEET
FOR
STRUCTURAL BMP INF-2 BIORETENTION
Bioretention (bioretention without underdrain) facilities are vegetated surface water systems that filter water through vegetation and soil, or engineered media prior to infiltrating into native soils. Bioretention facilities are designed to infiltrate the full design capture volume (DCV) into native soils. They have no underdrain, and no impermeable liner. Typical bioretention components include:
• Inflow distribution mechanisms (e.g., perimeter flow spreader or filter strips) • Energy dissipation mechanism for concentrated inflows (e.g., splash blocks or riprap) • Shallow surface ponding for captured flows
• Side slope and basin bottom vegetation selected based on climate and ponding depth • Non-floating mulch layer
• Media layer (planting mix or engineered media) capable of supporting vegetation growth • Filter course layer consisting of aggregate to prevent the migration of fines into uncompacted native soils or the optional aggregate storage layer
• Optional aggregate storage layer for additional infiltration storage • Uncompacted native soils at the bottom of the facility • Overflow structure
Normal Expected Maintenance
Bioretention requires routine maintenance to: remove accumulated materials such as sediment, trash or debris; maintain vegetation health; maintain infiltration capacity of the media layer; replenish mulch; and maintain integrity of side slopes, inlets, energy dissipators, and outlets. A summary table of standard inspection and maintenance indicators is provided within this Fact Sheet.

Non-Standard Maintenance or BMP Failure
If any of the following scenarios are observed, the BMP is not performing as intended to protect downstream waterways from pollution and/or erosion. Corrective maintenance, increased inspection and maintenance, BMP replacement, or a different BMP type will be required.
• The BMP is not drained between storm events. Surface ponding longer than approximately 24 hours following a storm event may be detrimental to vegetation health, and surface ponding longer than approximately 96 hours following a storm event poses a risk of vector (mosquito) breeding. Poor drainage can result from clogging of the media layer, filter course, aggregate storage layer, underlying native soils, or outlet structure. The specific cause of the drainage issue must be determined and corrected. If it is determined that the underlying native soils have been compacted or do not have the infiltration capacity expected, the [City Engineer] shall be contacted prior to any additional repairs or reconstruction. • Sediment, trash, or debris accumulation greater than 25% of the surface ponding volume within one month. This means the load from the tributary drainage area is too high, reducing BMP function or clogging the BMP. This would require pretreatment measures within the tributary area draining to the BMP to intercept the materials. Pretreatment components, especially for sediment, will extend the life of components that are more expensive to replace such as media, filter course, and aggregate layers.

INF-2 Page 1 of 11
January 12, 2017
INF-2
Bioretention • Erosion due to concentrated storm water runoff flow that is not readily corrected by adding erosion control blankets, adding stone at flow entry points, or minor re-grading to restore proper drainage according to the original plan. If the issue is not corrected by restoring the BMP to the original plan and grade, the [City Engineer] shall be contacted prior to any additional repairs or reconstruction.

Other Special Considerations
Bioretention is a vegetated structural BMP. Vegetated structural BMPs that are constructed in the vicinity of, or connected to, an existing jurisdictional water or wetland could inadvertently result in creation of expanded waters or wetlands. As such, vegetated structural BMPs have the potential to come under the jurisdiction of the United States Army Corps of Engineers, SDRWQCB, California Department of Fish and Wildlife, or the United States Fish and Wildlife Service. This could result in the need for specific resource agency permits and costly mitigation to perform maintenance of the structural BMP. Along with proper placement of a structural BMP, routine maintenance is key to preventing this scenario.

INF-2 Page 2 of 11
January 12, 2017
INF-2
Bioretention
SUMMARY OF STANDARD INSPECTION AND MAINTENANCE FOR INF-2 BIORETENTION The property owner is responsible to ensure inspection, operation and maintenance of permanent BMPs on their property unless responsibility has been formally transferred to an agency, community facilities district, homeowners association, property owners association, or other special district.

Maintenance frequencies listed in this table are average/typical frequencies. Actual maintenance needs are site-specific, and maintenance may be required more frequently.

Maintenance must be performed whenever needed, based on maintenance indicators presented in this table. The BMP owner is responsible for conducting regular inspections to see when maintenance is needed based on the maintenance indicators. During the first year of operation of a structural BMP, inspection is recommended at least once prior to August 31 and then monthly from September through May. Inspection during a storm event is also recommended. After the initial period of frequent inspections, the minimum inspection and maintenance frequency can be determined based on the results of the first year inspections.

Threshold/Indicator Maintenance Action Typical Maintenance Frequency Accumulation of sediment, litter, or debris Remove and properly dispose of accumulated materials, without damage to the vegetation or compaction of the
media layer.
• Inspect monthly. If the BMP is 25% full* or more in
one month, increase inspection frequency to monthly
plus after every 0.1-inch or larger storm event.
• Remove any accumulated materials found at each
inspection.

Obstructed inlet or outlet structure Clear blockage. • Inspect monthly and after every 0.5-inch or larger storm event.
• Remove any accumulated materials found at each
inspection.

Damage to structural components such as weirs, inlet or outlet structures
Repair or replace as applicable. • Inspect annually.
• Maintenance when needed.

Poor vegetation establishment Re-seed, re-plant, or re-establish vegetation per original plans.
• Inspect monthly.
• Maintenance when needed.

Dead or diseased vegetation Remove dead or diseased vegetation, re-seed, re-plant, or re-establish vegetation per original plans.
• Inspect monthly.
• Maintenance when needed.

Overgrown vegetation Mow or trim as appropriate. • Inspect monthly. • Maintenance when needed.
2/3 of mulch has decomposed, or mulch has been
removed
Remove decomposed fraction and top off with fresh
mulch to a total depth of 3 inches.
• Inspect monthly.
• Replenish mulch annually, or more frequently when
needed based on inspection.
*“25% full” is defined as ¼ of the depth from the design bottom elevation to the crest of the outflow structure (e.g., if the height to the outflow opening is 12 inches from the bottom elevation, then the materials must be removed when there is 3 inches of accumulation – this should be marked on the outflow structure).

INF-2 Page 3 of 11
January 12, 2017
INF-2
Bioretention
SUMMARY OF STANDARD INSPECTION AND MAINTENANCE FOR INF-2 BIORETENTION (Continued from previous page) Threshold/Indicator Maintenance Action Typical Maintenance Frequency Erosion due to concentrated irrigation flow Repair/re-seed/re-plant eroded areas and adjust the irrigation system.
• Inspect monthly.
• Maintenance when needed.

Erosion due to concentrated storm water runoff flow Repair/re-seed/re-plant eroded areas, and make appropriate corrective measures such as adding
erosion control blankets, adding stone at flow entry
points, or minor re-grading to restore proper drainage
according to the original plan. If the issue is not
corrected by restoring the BMP to the original plan and grade, the [City Engineer] shall be contacted prior to
any additional repairs or reconstruction.
• Inspect after every 0.5-inch or larger storm event. If erosion due to storm water flow has been observed,
increase inspection frequency to after every 0.1-inch
or larger storm event.
• Maintenance when needed. If the issue is not
corrected by restoring the BMP to the original plan and grade, the [City Engineer] shall be contacted prior to
any additional repairs or reconstruction.

Standing water in BMP for longer than 24 hours
following a storm event
Surface ponding longer than approximately 24 hours
following a storm event may be detrimental to
vegetation health
Make appropriate corrective measures such as
adjusting irrigation system, removing obstructions of
debris or invasive vegetation, or repairing/replacing
clogged or compacted soils. If it is determined that the underlying native soils have been compacted or do not
have the infiltration capacity expected, the [City
Engineer] shall be contacted prior to any additional
repairs or reconstruction.
• Inspect monthly and after every 0.5-inch or larger
storm event. If standing water is observed, increase
inspection frequency to after every 0.1-inch or larger
storm event.
• Maintenance when needed.

Presence of mosquitos/larvae
For images of egg rafts, larva, pupa, and adult
mosquitos, see
http://www.mosquito.org/biology
If mosquitos/larvae are observed: first, immediately
remove any standing water by dispersing to nearby
landscaping; second, make corrective measures as
applicable to restore BMP drainage to prevent standing
water.

If mosquitos persist following corrective measures to
remove standing water, or if the BMP design does not
meet the 96-hour drawdown criteria because the
underlying native soils have been compacted or do not
have the infiltration capacity expected, the [City
Engineer] shall be contacted to determine a solution. A different BMP type, or a Vector Management Plan
prepared with concurrence from the County of San
Diego Department of Environmental Health, may be
required.
• Inspect monthly and after every 0.5-inch or larger
storm event. If mosquitos are observed, increase
inspection frequency to after every 0.1-inch or larger
storm event.
• Maintenance when needed.

INF-2 Page 4 of 11
January 12, 2017
INF-2
Bioretention
References
American Mosquito Control Association.
http://www.mosquito.org/
California Storm Water Quality Association (CASQA). 2003. Municipal BMP Handbook. https://www.casqa.org/resources/bmp-handbooks/municipal-bmp-handbook County of San Diego. 2014. Low Impact Development Handbook. http://www.sandiegocounty.gov/content/sdc/dpw/watersheds/susmp/lid.html San Diego County Copermittees. 2016. Model BMP Design Manual, Appendix E, Fact Sheet INF-2. http://www.projectcleanwater.org/index.php?option=com_content&view=article&id=250&Itemid=220 INF-2 Page 5 of 11
January 12, 2017
INF-2
Bioretention
Page Intentionally Blank for Double-Sided Printing
INF-2 Page 6 of 11
January 12, 2017
INF-2
Bioretention
Date: Inspector: BMP ID No.:

Permit No.: APN(s):

Property / Development Name: Responsible Party Name and Phone Number:

Property Address of BMP: Responsible Party Address:

INSPECTION AND MAINTENANCE CHECKLIST FOR INF-2 BIORETENTION PAGE 1 of 5 Threshold/Indicator Maintenance Recommendation Date Description of Maintenance Conducted Accumulation of sediment, litter, or debris
Maintenance Needed?
☐ YES
☐ NO
☐ N/A
☐ Remove and properly dispose of
accumulated materials, without
damage to the vegetation
☐ If sediment, litter, or debris
accumulation exceeds 25% of the
surface ponding volume within one
month (25% full*), add a forebay or
other pre-treatment measures within
the tributary area draining to the BMP
to intercept the materials.
☐ Other / Comments:

Poor vegetation establishment
Maintenance Needed?
☐ YES
☐ NO
☐ N/A
☐ Re-seed, re-plant, or re-establish
vegetation per original plans
☐ Other / Comments:
*“25% full” is defined as ¼ of the depth from the design bottom elevation to the crest of the outflow structure (e.g., if the height to the outflow opening is 12 inches from the bottom elevation, then the materials must be removed when there is 3 inches of accumulation – this should be marked on the outflow structure).

INF-2 Page 7 of 11
January 12, 2017
INF-2
Bioretention
Date: Inspector: BMP ID No.:

Permit No.: APN(s):

INSPECTION AND MAINTENANCE CHECKLIST FOR INF-2 BIORETENTION PAGE 2 of 5 Threshold/Indicator Maintenance Recommendation Date Description of Maintenance Conducted Dead or diseased vegetation
Maintenance Needed?
☐ YES
☐ NO
☐ N/A
☐ Remove dead or diseased vegetation,
re-seed, re-plant, or re-establish
vegetation per original plans
☐ Other / Comments:

Overgrown vegetation
Maintenance Needed?
☐ YES
☐ NO
☐ N/A
☐ Mow or trim as appropriate
☐ Other / Comments:
2/3 of mulch has decomposed, or mulch has
been removed
Maintenance Needed?
☐ YES
☐ NO
☐ N/A
☐ Remove decomposed fraction and top
off with fresh mulch to a total depth of
3 inches
☐ Other / Comments:

INF-2 Page 8 of 11
January 12, 2017
INF-2
Bioretention
Date: Inspector: BMP ID No.:

Permit No.: APN(s):

INSPECTION AND MAINTENANCE CHECKLIST FOR INF-2 BIORETENTION PAGE 3 of 5 Threshold/Indicator Maintenance Recommendation Date Description of Maintenance Conducted Erosion due to concentrated irrigation flow
Maintenance Needed?
☐ YES
☐ NO
☐ N/A
☐ Repair/re-seed/re-plant eroded areas
and adjust the irrigation system
☐ Other / Comments:

Erosion due to concentrated storm water runoff
flow
Maintenance Needed?
☐ YES
☐ NO
☐ N/A
☐ Repair/re-seed/re-plant eroded areas,
and make appropriate corrective
measures such as adding erosion
control blankets, adding stone at flow
entry points, or minor re-grading to
restore proper drainage according to
the original plan
☐ If the issue is not corrected by restoring
the BMP to the original plan and
grade, the [City Engineer] shall be
contacted prior to any additional
repairs or reconstruction
☐ Other / Comments:

INF-2 Page 9 of 11
January 12, 2017
INF-2
Bioretention
Date: Inspector: BMP ID No.:

Permit No.: APN(s):

INSPECTION AND MAINTENANCE CHECKLIST FOR INF-2 BIORETENTION PAGE 4 of 5 Threshold/Indicator Maintenance Recommendation Date Description of Maintenance Conducted Obstructed inlet or outlet structure
Maintenance Needed?
☐ YES
☐ NO
☐ N/A
☐ Clear blockage
☐ Other / Comments:

Damage to structural components such as weirs,
inlet or outlet structures
Maintenance Needed?
☐ YES
☐ NO
☐ N/A
☐ Repair or replace as applicable
☐ Other / Comments:

INF-2 Page 10 of 11
January 12, 2017
INF-2
Bioretention
Date: Inspector: BMP ID No.:

Permit No.: APN(s):

INSPECTION AND MAINTENANCE CHECKLIST FOR INF-2 BIORETENTION PAGE 5 of 5 Threshold/Indicator Maintenance Recommendation Date Description of Maintenance Conducted Standing water in BMP for longer than 24 hours
following a storm event*
Surface ponding longer than approximately 24
hours following a storm event may be
detrimental to vegetation health
Maintenance Needed?
☐ YES
☐ NO
☐ N/A
☐ Make appropriate corrective measures
such as adjusting irrigation system,
removing obstructions of debris or
invasive vegetation, or
repairing/replacing clogged or
compacted soils.
☐ Other / Comments:

Presence of mosquitos/larvae
For images of egg rafts, larva, pupa, and adult
mosquitos, see
http://www.mosquito.org/biology
Maintenance Needed?
☐ YES
☐ NO
☐ N/A
☐ Apply corrective measures to remove
standing water in BMP when standing
water occurs for longer than 24-96
hours following a storm event.**
☐ Other / Comments:
*Surface ponding longer than approximately 24 hours following a storm event may be detrimental to vegetation health, and surface ponding longer than approximately 96 hours following a storm event poses a risk of vector (mosquito) breeding. Poor drainage can result from clogging of the media layer, filter course, aggregate storage layer, underdrain, or outlet structure. The specific cause of the drainage issue must be determined and corrected. If it is determined that the underlying native soils have been compacted or do not have the infiltration capacity expected, the [City Engineer] shall be contacted prior to any additional repairs or reconstruction. **If mosquitos persist following corrective measures to remove standing water, or if the BMP design does not meet the 96-hour drawdown criteria because the underlying native soils have been compacted or do not have the infiltration capacity expected, the [City Engineer] shall be contacted to determine a solution. A different BMP type, or a Vector Management Plan prepared with concurrence from the County of San Diego Department of Environmental Health, may be required.

INF-2 Page 11 of 11
January 12, 2017

PLAN VIEW

ELEVATION VIEW RIGHT END VIEW

STANDARD DETAIL

STORMWATER BIOFILTRATION SYSTEM
MWS-L-4-4-V

FOR PATENT INFORMATION, GO TO
www.ContechES.com/IP

LEFT END VIEW

INSTALLATION NOTES

SITE SPECIFIC DATA
PDP SWQMP Template Date: February 2016
PDP SWQMP Preparation Date: [4-16-2025] SFR:EJS:jg:19500/WR/Reports/PDPSWQMP/2ndSub/19969.007 ATTACHMENT 4
Copy of Plan Sheets Showing Permanent Storm Water BMPs
This is the cover sheet for Attachment 4.

Use this checklist to ensure the required information has been included on the plans:

The plans must identify:

Structural BMP(s) with ID numbers matching Form I-6 Summary of PDP Structural BMPs The grading and drainage design shown on the plans must be consistent with the delineation of DMAs shown on the DMA exhibit
Details and specifications for construction of structural BMP(s) Signage indicating the location and boundary of structural BMP(s) as required by the [City Engineer] How to access the structural BMP(s) to inspect and perform maintenance Features that are provided to facilitate inspection (e.g., observation ports, cleanouts, silt posts, or other features that allow the inspector to view necessary components of the structural BMP and compare to maintenance thresholds)
Manufacturer and part number for proprietary parts of structural BMP(s) when applicable Maintenance thresholds specific to the structural BMP(s), with a location-specific frame of reference (e.g., level of accumulated materials that triggers removal of the materials, to be identified based on viewing marks on silt posts or measured with a survey rod with respect to a fixed benchmark within the BMP)
Recommended equipment to perform maintenance
When applicable, necessary special training or certification requirements for inspection and maintenance personnel such as confined space entry or hazardous waste management Include landscaping plan sheets showing vegetation requirements for vegetated structural BMP(s) All BMPs must be fully dimensioned on the plans
When proprietary BMPs are used, site-specific cross section with outflow, inflow, and model number shall be provided. Photocopies of general brochures are not acceptable.

X
X
X
X
X
X
X
X
X
X
Attachment 4
Appendix E-3
Drainage Study for Santee 3 Multifamily Housing
Preliminary Engineering
Drainage Study
For
Santee 3 Multifamily Housing
Preliminary Engineering
RICK Job No.19969
February 2, 2024
Revised January 10, 2025
Revised April 16, 2025

DRAINAGE STUDY
FOR
SANTEE 3 MULTIFAMILY HOUSING
Preliminary Engineering
Job Number 19969
_____________________________________________
Shavger Rekani, PE
PE #90893, Exp. 03/26
Prepared For:

Santee 3 Inv, LLC.
3121 Michelson Drive, Suite 150
Irvine, California 92612
Prepared By:

RICK
Water Resources Department
5620 Friars Road
San Diego, California 92110-2596
(619) 291-0707
February 2, 2024
Revised January 10, 2025
Revised April 16, 2025
Prepared By: SFR:EJS:jg/C19500/WR/Reports/DrnStudy/3rdSub/19969.006 RICK – Water Resources Division 2-2-24
Revised 1-10-25
Revised 4-16-25

TABLE OF CONTENTS
REVISION PAGE APRIL 16, 2025……………………………………………………………….i

1.0 INTRODUCTION .............................................................................................................. 1

2.0 HYDROLOGY ................................................................................................................... 4

3.0 HYDRAULICS ................................................................................................................... 7

4.0 DETENTION ANALYSES ................................................................................................ 9

5.0 CONCLUSION ................................................................................................................... 9 Figures:

Figure 1: Vicinity Map....................................................................................................................3 Tables:

Table 1: Subarea Hydrologic Processes (Codes) .............................................................................4 Table 2.1: Summary of Hydrologic Conditions ..............................................................................6 Appendices:

Appendix A: Modified Rational Method Output [Pre-project] Appendix B: Modified Rational Method Output [Post-project] Appendix C: Backup for Weighted Runoff Coefficients
Appendix D: Inlet Sizing & Emergency Overflow Calculations Appendix E: Storm Drain Sizing Calculations
Map Pockets:

Map Pocket 1: Drainage Study Map for Santee 3 Multifamily Housing [Pre-Project] Map Pocket 2: Drainage Study Map for Santee 3 Multifamily Housing [Post-Project] Prepared By: SFR:EJS:jg/C19500/WR/Reports/DrnStudy/3rdSub/19969.006 RICK – Water Resources Division 2-2-24
i Revised 1-10-25
Revised 4-16-25

DRAINAGE STUDY FOR
SANTEE 3 MULTIFAMILY HOUSING
Revision Page
April 16, 2025
This Drainage Study presents a revision to the January 10, 2025 report pursuant to the City of Santee plan check comments received March 18, 2025. The following text identifies the plan check comments along with the responses in bold.

Engineering Comments – Claire Singh (Dated 1/17/2025)

8. Provide a preliminary drainage study prepared by a registered Civil Engineer, with demonstrated expertise in drainage analysis and experience in fluvial geomorphology and water resources management. Storm drainage shall be designed to adequately convey storm water runoff without damage or flooding of surrounding properties or degradation of water quality.

Noted; drainage study has been included in submittal.
8a. The drainage study shall identify and calculate storm water runoff quantities expected from the site and upstream of the site and verify the adequacy of all on-site or off-site facilities necessary to discharge this runoff. The drainage system design shall be capable of collecting and conveying all surface water originating within the site, and surface water that may flow onto the site from upstream lands, and shall be in accordance with the latest adopted Master Drainage Plan, the requirements of the City of Santee Public Works Standards, including analysis of the 10-year, 50- year and 100-year frequency storms, and be based on full development of upstream areas.

Noted; drainage study has been included in submittal. Analysis of the 10-year, 50-year, and 100-year storm events are included in report.
8b. The drainage study shall identify and calculate storm water runoff quantities expected from the site and upstream of the site and verify the adequacy of all on-site or off-site facilities necessary to discharge this runoff. The drainage system design shall be capable of collecting and conveying all surface water originating within the site, and surface water that may flow onto the site from upstream lands, and shall be in accordance with the latest adopted Master Drainage Plan, the requirements of the City of Santee Public Works Standards, including analysis of the 10-year, 50- year and 100-year frequency storms, and be based on full development of upstream areas.

Noted; drainage study has been included in submittal. Analysis of the 10-year, 50-year, and 100-year storm events are included in report.
8c. Provided detailed information regarding the draw down time of the proposed basin.

Draw down calculations will be provided during final engineering.

Prepared By: SFR:EJS:jg/C19500/WR/Reports/DrnStudy/3rdSub/19969.006 RICK – Water Resources Division 2-2-24
ii Revised 1-10-25
Revised 4-16-25
City of Santee Stormwater Comments – Claire Singh (Dated 2/24/2025)

Drainage Study Redline Comments – Claire Singh (Dated 2/24/2025)

1. (Page 2) Signature required.

Signatures and added to drainage study.

2. (Page 5) Demonstrate how the river outfall pipe will not back up into the development during the 100-year flood rates in the river.

The revised 100-year flood plain will be below the intended building pad elevations. Refer to the provided civil plans.

3. (Page 9) Analyze the river's 100-year peak flow to demonstrate adequate sizing of the river outfall.

The basin storm drain/outfall has been sized adequately to convey the undetained Q100 from the proposed project site. It's not needed to size the storm drain/outfall for the river's 100- year peak flow as it's not intended to convey the river's flow.

4. (Page 53) Is this the correct project?
Table has been updated accordingly to name the correct project name.

Drainage Study Redline Comments – Emily Stein (Dated 2/24/2025)

1. (Basin Cross Section) Please replace with a grated outflow structure to align with the standard depicted in the City of Santee's BMP Design Manual.

2. (Basin Cross Section) Doesn't exactly match what's in the grading plans.

Cross-section has been updated accordingly to match civil plans.

Prepared By: SFR:EJS:jg/C19500/WR/Reports/DrnStudy/3rdSub/19969.006 RICK – Water Resources Division 2-2-24
Revised 1-10-25
Revised 4-16-25
1 1.0 INTRODUCTION

1.1 Project Description
This drainage study presents the hydrologic and hydraulic analyses for the proposed Santee 3 Multifamily Housing Project (herein referred to as the “project”). The project is located within the City of Santee, adjacent to the intersection of Cottonwood Avenue and Park Center Drive, and neighboring the San Diego River (See Figure 1, Vicinity Map). The proposed project is a new development project that proposes the construction of multifamily dwellings with amenities and park space, and residential streets for access. The site is approximately 18.1 acres and is currently undeveloped open space with a few trees and shrubs that exist onsite.

1.2 Drainage Characteristics
Pre-Project Condition
The pre-project site drains generally southwest to a single point of compliance (POC). The POC is located at the southwestern corner of the property, at the edge of the San Diego River. After leaving the project site, runoff from Basin 100 drains into the San Diego River, which ultimately flows west and discharges to the Pacific Ocean.

Post-Project Condition
Drainage patterns for the proposed condition will remain similar to drainage patterns in the preproject condition. In the post-project condition, the project area is all contained in one drainage area. An existing 100-foot riparian buffer located along the San Diego River edge provides a 100- foot setback from the riparian limit to the project’s proposed improvements. The project’s drainage area confluences downstream at the POC, located at the proposed basin at the southwest corner of the site. Onsite flows are conveyed in the southwest direction flowing along the proposed road which are then collected by proposed curb inlets and grate inlets. The proposed inlets convey flows through the conveyance system to the POC located downstream of the proposed basin location. A portion of the proposed driveway and project frontage that isn’t treated by the basin is directed to a modular wetland system for treatment, which then discharges to San Diego River and confluences at the POC. Discharge from the POC are joined with flows from the San Diego River which ultimately flows west and discharges to the Pacific Ocean. It is anticipated that peak flows Prepared By: SFR:EJS:jg/C19500/WR/Reports/DrnStudy/3rdSub/19969.006 RICK – Water Resources Division 2-2-24
Revised 1-10-25
Revised 4-16-25
2 from a 100-year, 6-hour storm event on the post-project site will be higher than peak flows from the pre-project site, but due to the project discharging directly into the San Diego River, the project is HMP exempt, and detention is not required. A preliminary hydraulic study of the site was conducted to ensure no existing structures or land will become at greater risk of flooding due to the proposed development. Proposed building pad elevations are set higher than the 100-year flood plain elevations to mitigate the risks of flooding. For additional details, reference the Preliminary Hydraulic Study for Santee 3 Multifamily Housing prepared by RICK on February 20, 2024, or any date thereafter.

1.3 Hydrology, Hydraulics, and Detention
Hydrology, hydraulics, and detention are discussed in Sections 2.0, 3.0, and 4.0 respectively of this report.

1.4 Water Quality
Post-project storm water runoff will be managed via water quality basin and modular wetland system, designed pursuant to the guidelines from the City of Santee BMP Design Manual, dated February 2016. The PDP SWQMP specific to the Santee 3 Multifamily Housing project is dated February 2, 2024 (or any revision made thereafter) and prepared by RICK Engineering Company.

Prepared By: SFR:EJS:jg/C19500/WR/Reports/DrnStudy/3rdSub/19969.006 RICK – Water Resources Division 2-2-24
Revised 1-10-25
Revised 4-16-25
3 Figure 1: Vicinity Map
Prepared By: SFR:EJS:jg/C19500/WR/Reports/DrnStudy/3rdSub/19969.006 RICK – Water Resources Division 2-2-24
Revised 1-10-25
Revised 4-16-25
4 2.0 HYDROLOGY
The hydrologic conditions were analyzed in accordance with the June 2003 San Diego County Hydrology Manual.

2.1 Methodology
To determine the peak flows at the point of compliance (POC) identified on the provided drainage study exhibits, Advance Engineering Software (AES) 2014 Rational Method computer software version 21.0 was used. The hydrologic model was developed by first dividing each major drainage basin into several subareas. The delineation of each subarea was determined so that area within each subarea is comprised of similar hydrologic features, including topography, land use, and storm drain conveyance system (e.g., urban open channel, pipe, natural open channel, etc.). Nodes were identified at the upstream and downstream extents of each subarea, and subarea hydrologic data was determined, such as the land use(s) and drainage facility geometry, elevations, and lengths. Hydrologic backup information is included in Appendix C and AES output is provided in Appendix A and B for pre and post-project conditions respectively.

Next, the hydrologic data describing each subarea were incorporated into the AES software in order to create a node-link model for each watershed. For each subarea the AES software performs calculations for the specific hydrologic process occurring in the subarea. There are 15 different hydrologic processes programmed into the software, and each process is assigned a code number that is presented on the model results. The AES Rational Method computer software hydrologic processes code numbers are described in Table 1.

Table 1: Subarea Hydrologic Processes (Codes)
Code Subarea Type
Code 1 Confluence analysis at a node
Code 2 Initial subarea analysis
Code 3 Pipe flow travel time (computer-estimated pipe sizes) Code 4 Pipe flow travel time (user-specified pipe size) Code 5 Trapezoidal channel travel time
Code 6 Street flow analysis through a subarea
Code 7 User-specified information at a node
Code 8 Addition of the subarea runoff to mainline
Prepared By: SFR:EJS:jg/C19500/WR/Reports/DrnStudy/3rdSub/19969.006 RICK – Water Resources Division 2-2-24
Revised 1-10-25
Revised 4-16-25
5 Table 1: Subarea Hydrologic Processes (Codes)
Code Subarea Type
Code 9 V-Gutter flow through subarea
Code 10 Copy mainstream data onto a memory bank
Code 11 Confluence a memory bank with the mainstream memory Code 12 Clear a memory bank
Code 13 Clear the mainstream memory
Code 14 Copy a memory bank onto the mainstream memory
Code 15 Hydrologic data bank storage functions
The hydrologic conditions were analyzed in accordance with the County of San Diego’s design criteria as follows:

San Diego County Hydrology Manual, June 2003:

Design Storm: 100-year. 6-hour (for storm drain systems) Runoff Coefficients: Weighted Runoff Coefficients(1)
0% Impervious Areas C=0.20 for Type-D soils
C=0.35 for Compacted Fill soils
100% Impervious Areas C=0.9
Soil Type “A”
Design Storm Precipitation2 100-year, 6-hour, P=2.4 inches Rainfall Intensity: Based on time-intensity criteria per Section 3.0 of the County Hydrology Manual (San Diego County,
2003)
(1) Utilized to calculate composite ‘C’ values based on percent impervious. (2) Isopluvial map provided in Appendix C.

Prepared By: SFR:EJS:jg/C19500/WR/Reports/DrnStudy/3rdSub/19969.006 RICK – Water Resources Division 2-2-24
Revised 1-10-25
Revised 4-16-25
6 2.2 Hydrologic Results
Rational Method Results
Table 2.1 below summarizes the 100-, 50-, and 10-year peak flow rates for the Pre- and PostProject conditions.

Table 2.1: Summary of Hydrologic Conditions
Drainage
Basin ID POC
Return
Period
(years)
Project
Condition
Tributary
Area (ac)
Time Of
Concentration
(minutes)
Q
(cfs)
100 1
100 Pre-Project 18.1 40.6 6.6
Post-Project 10.9 58.9
50 Pre-Project 18.1 40.9 6.3
Post-Project 11.0 56.2
10 Pre-Project 18.1 44.1 4.4
Post-Project 11.5 40.2
Based on the Rational Method result and a comparison of the pre-and post-project POC, it can be observed that the peak discharge rate to POC 1 has increased. The increase in peak discharge rate is due to the increase in impervious areas to this POC. Although there’s an increase in peak flows, detention will not be provided as it's not required due to the project discharging directly to the San Diego River. It is anticipated that the increase of peak flows will not have adverse effects to the downstream drainage characteristics/systems. Refer to Appendix A and Appendix B of this report for pre- and post-project Rational Method calculations respectively and Appendix C for backup documentation. The location of the POC, drainage boundaries, flow patterns, and pervious/impervious areas can be found on the work maps titled, “Pre-project Drainage Study Map for Santee 3 Multifamily Housing” located in Map Pocket 1 and “Post-project Drainage Study Map for Santee 3 Multifamily Housing,” located in Map Pocket 2.

Prepared By: SFR:EJS:jg/C19500/WR/Reports/DrnStudy/3rdSub/19969.006 RICK – Water Resources Division 2-2-24
Revised 1-10-25
Revised 4-16-25
7 3.0 HYDRAULICS

3.1 Hydraulic Methodology and Criteria
The 100-year post-project peak flow rates determined using the Modified Rational Method was used to size the on-site storm drain system. In addition, hydraulic analyses regarding inlet sizing calculations are included in Appendix D.

3.1.1 Storm Drain Sizing
Storm drain pipe sizes were determined based on a normal depth calculation to verify storm drain capacity based on Manning’s equation.

Q= (1.486/n) A R 2/3 S ½
Where:

Q = Discharge (cfs)
n = Manning’s roughness coefficient
A = Cross-sectional Area of flow (sq. ft.)
R = Hydraulic radius (ft.) (where hydraulic radius is defined as the cross-section area of flow divided by the wetted perimeter, R= A/P)
S = Slope of pipe (ft./ft.)
The Manning’s roughness coefficient “n” of 0.013 was used for the hydraulic calculations. This value is typically used for reinforced concrete pipe (RCP), polyvinyl chloride (PVC), and highdensity polyethylene pipe (HDPE). The pipe sizes were evaluated based on the Rational Method flow rates with a 30% “bump up” sizing factor to account for hydraulic losses within the system.

Please refer to Appendix E for the storm drain sizes. The AES rational method results for the postproject condition are located in Appendix B of this report may be referenced for further information concerning pipe flow.

Prepared By: SFR:EJS:jg/C19500/WR/Reports/DrnStudy/3rdSub/19969.006 RICK – Water Resources Division 2-2-24
Revised 1-10-25
Revised 4-16-25
8 3.1.2 Inlet Design
Inlet design calculations were completed using a computer program based on the following equations for inlets on a grade and inlets in a sump:

Type B Inlets on a Grade
Q = 0.7 L (a + y)3/2
Where: y = depth of flow approaching the curb inlet, in feet (ft) a = depth of depression of curb at inlet, in feet (ft)
L = length of clear opening of inlet for total interception, in feet (ft) Q = interception capacity of the curb inlet, in cubic feet per second (cfs) Type B Inlets in a Sump at Shallow Flow Depths (Weir)
Q = Cw Lw d3/2
Where: Q = inlet capacity, in cubic feet per second (cfs) Cw = weir discharge coefficient (see Table 2-1 of County of San Diego Hydraulic Design Manual)
Lw = weir length, in feet (ft)
d = flow depth, in feet (ft)
Type B Inlets in a Sump at Higher Flow Depths (Orifice) Q = 0.67 h L (2 g do) 1/2
Where: Q = inlet capacity, in cubic feet per second (cfs) h = curb opening height, in feet (ft)
L = curb opening length, in feet (ft)
g = gravitational acceleration, in feet squared per second (ft2 / sec) do = effective depth of flow at curb face, in feet (ft) Inlet Results
Inlet locations have been identified for this project. Inlets will be sized for the 100-year, 6-hour storm event. Each inlet will be sized to provide 100% capture of the flow draining to the inlet.

The inlet design calculations along with back up information will be presented in Appendix D during final engineering. Refer to the drainage study map provided in Map Pocket 2 for the location of each inlet.

Prepared By: SFR:EJS:jg/C19500/WR/Reports/DrnStudy/3rdSub/19969.006 RICK – Water Resources Division 2-2-24
Revised 1-10-25
Revised 4-16-25
9 4.0 DETENTION ANALYSES
No detention analysis was conducted for this project. The project directly discharges to an adjacent segment of the San Diego River, which is considered hydromodification exempt, therefore detention is not required.

5.0 CONCLUSION
This drainage study presents the hydrologic and hydraulic analyses for the Santee 3 Multifamily Housing project. The project is a new development project located in the City of Santee. The postproject condition peak discharge rates were determined using the Rational Method based on the hydrologic methodology and criteria described in the County of San Diego Hydrology Manual, dated June 2003.

Post-project flows will be treated per the City of Santee’s BMP Design Manual, dated February 2016. For more information on water quality sizing, please refer to the separate report titled, “Priority Development Project Storm Water Quality Management Plan (PDP SWQMP) for Santee 3 Multifamily Housing,” dated February 2, 2024, or any revisions thereafter, and prepared by Rick Engineering Company.

Based on the Rational Method result and a comparison of the pre- and post-project POC, it can be observed that the post-project peak discharge rate and tributary area to POC 1 has increased.

Although there’s an increase in peak flows, it is anticipated that the increase of peak flows will not have adverse effects to the downstream drainage characteristics/system. Additionally, detention will not be provided as its not required due to the project discharging directly to a segment of the San Diego River which is considered hydromodification exempt.

APPENDIX A
Modified Rational Method Output
[Pre-project]
____________________________________________________________________________ ****************************************************************************

RATIONAL METHOD HYDROLOGY COMPUTER PROGRAM PACKAGE
Reference: SAN DIEGO COUNTY FLOOD CONTROL DISTRICT
2003,1985,1981 HYDROLOGY MANUAL
(c) Copyright 1982-2014 Advanced Engineering Software (aes) Ver. 21.0 Release Date: 06/01/2014 License ID 1261
Analysis prepared by:

RICK ENGINEERING COMPANY
5620 Friars Road
San Diego, California 92110
619-291-0707 Fax 619-291-4165
************************** DESCRIPTION OF STUDY ************************** * SANTEE 3 MULTIFAMILY HOUSING *
* EXISTING CONDITIONS 10-YEAR EVENT *
* JN-19969 *
************************************************************************** FILE NAME: S310EX.RAT
TIME/DATE OF STUDY: 14:32 01/09/2025
---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 10.00
6-HOUR DURATION PRECIPITATION (INCHES) = 1.700
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== ===== ========= ================= ====== ===== ====== ===== ======= 1 30.0 20.0 0.018/0.018/0.020 0.67 2.00 0.0313 0.167 0.0150 2 20.0 15.0 0.020/0.020/0.020 0.50 1.50 0.0100 0.125 0.0180 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:

1. Relative Flow-Depth = 0.50 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

2. (Depth)*(Velocity) Constraint = 6.0 (FT*FT/S)
*SIZE PIPE WITH A FLOW CAPACITY GREATER THAN
OR EQUAL TO THE UPSTREAM TRIBUTARY PIPE.*
**************************************************************************** FLOW PROCESS FROM NODE 100.00 TO NODE 102.00 IS CODE = 21 ---------------------------------------------------------------------------- >>>>>RATIONAL METHOD INITIAL SUBAREA ANALYSIS<<<<<
============================================================================ *USER SPECIFIED(SUBAREA):

RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .2000 S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 143.00
UPSTREAM ELEVATION(FEET) = 345.00
DOWNSTREAM ELEVATION(FEET) = 344.00
ELEVATION DIFFERENCE(FEET) = 1.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 13.896
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 57.97
(Reference: Table 3-1B of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.317
SUBAREA RUNOFF(CFS) = 0.14
TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 0.14
**************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 199.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 344.00 DOWNSTREAM(FEET) = 339.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 1610.00 CHANNEL SLOPE = 0.0028 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 12.000
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.100
*USER SPECIFIED(SUBAREA):

RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .2000 S.C.S. CURVE NUMBER (AMC II) = 0
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.13
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 0.89 AVERAGE FLOW DEPTH(FEET) = 0.29 TRAVEL TIME(MIN.) = 30.20 Tc(MIN.) = 44.10
SUBAREA AREA(ACRES) = 16.70 SUBAREA RUNOFF(CFS) = 3.67
AREA-AVERAGE RUNOFF COEFFICIENT = 0.200
TOTAL AREA(ACRES) = 17.0 PEAK FLOW RATE(CFS) = 3.74
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.38 FLOW VELOCITY(FEET/SEC.) = 1.04
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 199.00 = 1753.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 199.00 TO NODE 199.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.100
*USER SPECIFIED(SUBAREA):

RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .5500 S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.2213
SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 0.67
TOTAL AREA(ACRES) = 18.1 TOTAL RUNOFF(CFS) = 4.41
TC(MIN.) = 44.10
============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 18.1 TC(MIN.) = 44.10
PEAK FLOW RATE(CFS) = 4.41
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

____________________________________________________________________________ ****************************************************************************

RICK ENGINEERING COMPANY
5620 Friars Road
San Diego, California 92110
619-291-0707 Fax 619-291-4165
************************** DESCRIPTION OF STUDY ************************** * SANTEE 3 MULTIFAMILY HOUSING *
* EXISTING CONDITIONS 50-YEAR EVENT *
* JN-19969 *
************************************************************************** FILE NAME: S350EX.RAT
TIME/DATE OF STUDY: 14:25 01/09/2025
---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 50.00
6-HOUR DURATION PRECIPITATION (INCHES) = 2.300
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

1. Relative Flow-Depth = 0.50 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .2000 S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 143.00
UPSTREAM ELEVATION(FEET) = 345.00
DOWNSTREAM ELEVATION(FEET) = 344.00
ELEVATION DIFFERENCE(FEET) = 1.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 13.896
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 57.97
(Reference: Table 3-1B of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.134
SUBAREA RUNOFF(CFS) = 0.19
TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 0.19
**************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 199.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 344.00 DOWNSTREAM(FEET) = 339.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 1610.00 CHANNEL SLOPE = 0.0028 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 12.000
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00
50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.563
*USER SPECIFIED(SUBAREA):

RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .2000 S.C.S. CURVE NUMBER (AMC II) = 0
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 2.98
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.00 AVERAGE FLOW DEPTH(FEET) = 0.33 TRAVEL TIME(MIN.) = 26.97 Tc(MIN.) = 40.86
SUBAREA AREA(ACRES) = 16.70 SUBAREA RUNOFF(CFS) = 5.22
AREA-AVERAGE RUNOFF COEFFICIENT = 0.200
TOTAL AREA(ACRES) = 17.0 PEAK FLOW RATE(CFS) = 5.31
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.45 FLOW VELOCITY(FEET/SEC.) = 1.15
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 199.00 = 1753.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 199.00 TO NODE 199.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.563
*USER SPECIFIED(SUBAREA):

RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .5500 S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.2213
SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 0.95
TOTAL AREA(ACRES) = 18.1 TOTAL RUNOFF(CFS) = 6.26
TC(MIN.) = 40.86
============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 18.1 TC(MIN.) = 40.86
PEAK FLOW RATE(CFS) = 6.26
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

____________________________________________________________________________ ****************************************************************************

RICK ENGINEERING COMPANY
5620 Friars Road
San Diego, California 92110
619-291-0707 Fax 619-291-4165
************************** DESCRIPTION OF STUDY ************************** * SANTEE 3 MULTIFAMILY HOUSING *
* EXISTING CONDITIONS 100-YEAR EVENT *
* JN-19969 *
************************************************************************** FILE NAME: S31HEX.RAT
TIME/DATE OF STUDY: 14:29 01/09/2025
---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES) = 2.400
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

1. Relative Flow-Depth = 0.50 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .2000 S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 143.00
UPSTREAM ELEVATION(FEET) = 345.00
DOWNSTREAM ELEVATION(FEET) = 344.00
ELEVATION DIFFERENCE(FEET) = 1.00
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 13.896
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 57.97
(Reference: Table 3-1B of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.271
SUBAREA RUNOFF(CFS) = 0.20
TOTAL AREA(ACRES) = 0.30 TOTAL RUNOFF(CFS) = 0.20
**************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 199.00 IS CODE = 51 ---------------------------------------------------------------------------- >>>>>COMPUTE TRAPEZOIDAL CHANNEL FLOW<<<<<
>>>>>TRAVELTIME THRU SUBAREA (EXISTING ELEMENT)<<<<<
============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 344.00 DOWNSTREAM(FEET) = 339.50 CHANNEL LENGTH THRU SUBAREA(FEET) = 1610.00 CHANNEL SLOPE = 0.0028 CHANNEL BASE(FEET) = 5.00 "Z" FACTOR = 12.000
MANNING'S FACTOR = 0.030 MAXIMUM DEPTH(FEET) = 10.00
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.637
*USER SPECIFIED(SUBAREA):

RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .2000 S.C.S. CURVE NUMBER (AMC II) = 0
TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.11
TRAVEL TIME THRU SUBAREA BASED ON VELOCITY(FEET/SEC.) = 1.00 AVERAGE FLOW DEPTH(FEET) = 0.34 TRAVEL TIME(MIN.) = 26.73 Tc(MIN.) = 40.62
SUBAREA AREA(ACRES) = 16.70 SUBAREA RUNOFF(CFS) = 5.47
AREA-AVERAGE RUNOFF COEFFICIENT = 0.200
TOTAL AREA(ACRES) = 17.0 PEAK FLOW RATE(CFS) = 5.57
END OF SUBAREA CHANNEL FLOW HYDRAULICS:

DEPTH(FEET) = 0.45 FLOW VELOCITY(FEET/SEC.) = 1.17
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 199.00 = 1753.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 199.00 TO NODE 199.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 1.637
*USER SPECIFIED(SUBAREA):

RESIDENTIAL (1. DU/AC OR LESS) RUNOFF COEFFICIENT = .5500 S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.2213
SUBAREA AREA(ACRES) = 1.10 SUBAREA RUNOFF(CFS) = 0.99
TOTAL AREA(ACRES) = 18.1 TOTAL RUNOFF(CFS) = 6.56
TC(MIN.) = 40.62
============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 18.1 TC(MIN.) = 40.62
PEAK FLOW RATE(CFS) = 6.56
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

APPENDIX B
Modified Rational Method Output
[Post-project Un-detained]
____________________________________________________________________________ ****************************************************************************

RICK ENGINEERING COMPANY
5620 Friars Road
San Diego, California 92110
619-291-0707 Fax 619-291-4165
************************** DESCRIPTION OF STUDY ************************** * SANTEE 3 MULTIFAMILY HOUSING *
* PROPOSED CONDITIONS 10-YEAR EVENT *
* JN-19969 *
************************************************************************** FILE NAME: S310PR.RAT
TIME/DATE OF STUDY: 17:15 01/09/2025
---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 10.00
6-HOUR DURATION PRECIPITATION (INCHES) = 1.700
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== ===== ========= ================= ====== ===== ====== ===== ======= 1 24.0 19.0 0.020/0.020/0.020 0.50 2.00 0.0313 0.125 0.0180 2 20.0 15.0 0.020/0.020/0.020 0.50 1.50 0.0100 0.125 0.0180 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:

1. Relative Flow-Depth = 0.50 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 61.00
UPSTREAM ELEVATION(FEET) = 100.00
DOWNSTREAM ELEVATION(FEET) = 99.70
ELEVATION DIFFERENCE(FEET) = 0.30
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.009
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 50.00
(Reference: Table 3-1B of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.479
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

SUBAREA RUNOFF(CFS) = 0.38
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.38
**************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 110.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 100.00 DOWNSTREAM ELEVATION(FEET) = 98.00 STREET LENGTH(FEET) = 395.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 24.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 19.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0180 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 3.95 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.34
HALFSTREET FLOOD WIDTH(FEET) = 11.12
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.43
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.48
STREET FLOW TRAVEL TIME(MIN.) = 4.62 Tc(MIN.) = 8.62
10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.151
*USER SPECIFIED(SUBAREA):

RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.850
SUBAREA AREA(ACRES) = 2.60 SUBAREA RUNOFF(CFS) = 6.96
TOTAL AREA(ACRES) = 2.7 PEAK FLOW RATE(CFS) = 7.23
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.40 HALFSTREET FLOOD WIDTH(FEET) = 14.31 FLOW VELOCITY(FEET/SEC.) = 1.65 DEPTH*VELOCITY(FT*FT/SEC.) = 0.66 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 110.00 = 456.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.151
*USER SPECIFIED(SUBAREA):

RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8500
SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 1.87
TOTAL AREA(ACRES) = 3.4 TOTAL RUNOFF(CFS) = 9.11
TC(MIN.) = 8.62
**************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 100.00 DOWNSTREAM(FEET) = 99.00 FLOW LENGTH(FEET) = 196.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 14.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.01
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 9.11
PIPE TRAVEL TIME(MIN.) = 0.65 Tc(MIN.) = 9.28
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 120.00 = 652.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.006
*USER SPECIFIED(SUBAREA):

RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8500
SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 2.30
TOTAL AREA(ACRES) = 4.3 TOTAL RUNOFF(CFS) = 10.99
TC(MIN.) = 9.28
**************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.006
*USER SPECIFIED(SUBAREA):

RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8500
SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 2.56
TOTAL AREA(ACRES) = 5.3 TOTAL RUNOFF(CFS) = 13.54
TC(MIN.) = 9.28
**************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 100.00 DOWNSTREAM(FEET) = 99.40 FLOW LENGTH(FEET) = 124.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.38
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.54
PIPE TRAVEL TIME(MIN.) = 0.38 Tc(MIN.) = 9.66
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 130.00 = 776.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.929
*USER SPECIFIED(SUBAREA):

RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8500
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.24
TOTAL AREA(ACRES) = 5.8 TOTAL RUNOFF(CFS) = 14.44
TC(MIN.) = 9.66
**************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 140.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 100.00 DOWNSTREAM(FEET) = 99.80 FLOW LENGTH(FEET) = 28.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.41
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 14.44
PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 9.73
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 140.00 = 804.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.915
*USER SPECIFIED(SUBAREA):

RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8500
SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 4.21
TOTAL AREA(ACRES) = 7.5 TOTAL RUNOFF(CFS) = 18.58
TC(MIN.) = 9.73
**************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.915
*USER SPECIFIED(SUBAREA):

RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8500
SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 3.47
TOTAL AREA(ACRES) = 8.9 TOTAL RUNOFF(CFS) = 22.05
TC(MIN.) = 9.73
**************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 150.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 100.00 DOWNSTREAM(FEET) = 99.20 FLOW LENGTH(FEET) = 160.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 20.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.23
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 22.05
PIPE TRAVEL TIME(MIN.) = 0.43 Tc(MIN.) = 10.16
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 150.00 = 964.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.835
*USER SPECIFIED(SUBAREA):

RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8500
SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 1.93
TOTAL AREA(ACRES) = 9.7 TOTAL RUNOFF(CFS) = 23.37
TC(MIN.) = 10.16
**************************************************************************** FLOW PROCESS FROM NODE 150.00 TO NODE 160.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 100.00 DOWNSTREAM(FEET) = 99.40 FLOW LENGTH(FEET) = 130.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.08
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 23.37
PIPE TRAVEL TIME(MIN.) = 0.36 Tc(MIN.) = 10.52
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 160.00 = 1094.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.773
*USER SPECIFIED(SUBAREA):

RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8500
SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.41
TOTAL AREA(ACRES) = 10.3 TOTAL RUNOFF(CFS) = 24.27
TC(MIN.) = 10.52
**************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 170.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 100.00 DOWNSTREAM(FEET) = 99.20 FLOW LENGTH(FEET) = 155.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 21.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.41
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 24.27
PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 10.92
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 170.00 = 1249.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.706
*USER SPECIFIED(SUBAREA):

RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8500
SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 2.76
TOTAL AREA(ACRES) = 11.5 TOTAL RUNOFF(CFS) = 26.45
TC(MIN.) = 10.92
**************************************************************************** FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.706
*USER SPECIFIED(SUBAREA):

RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8500
SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 1.61
TOTAL AREA(ACRES) = 12.7 TOTAL RUNOFF(CFS) = 29.21
TC(MIN.) = 10.92
**************************************************************************** FLOW PROCESS FROM NODE 170.00 TO NODE 180.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 100.00 DOWNSTREAM(FEET) = 99.80 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 30.0 INCH PIPE IS 22.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.34
ESTIMATED PIPE DIAMETER(INCH) = 30.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 29.21
PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 10.99
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 180.00 = 1279.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.695
*USER SPECIFIED(SUBAREA):

RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8500
SUBAREA AREA(ACRES) = 3.40 SUBAREA RUNOFF(CFS) = 7.79
TOTAL AREA(ACRES) = 16.1 TOTAL RUNOFF(CFS) = 36.89
TC(MIN.) = 10.99
**************************************************************************** FLOW PROCESS FROM NODE 180.00 TO NODE 185.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 100.00 DOWNSTREAM(FEET) = 89.00 FLOW LENGTH(FEET) = 145.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 21.0 INCH PIPE IS 15.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 19.46
ESTIMATED PIPE DIAMETER(INCH) = 21.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 36.89
PIPE TRAVEL TIME(MIN.) = 0.12 Tc(MIN.) = 11.11
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 185.00 = 1424.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 185.00 TO NODE 199.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 100.00 DOWNSTREAM(FEET) = 99.00 FLOW LENGTH(FEET) = 180.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 33.0 INCH PIPE IS 26.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.18
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 36.89
PIPE TRAVEL TIME(MIN.) = 0.42 Tc(MIN.) = 11.53
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 199.00 = 1604.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 199.00 TO NODE 199.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 10 YEAR RAINFALL INTENSITY(INCH/HOUR) = 2.613
*USER SPECIFIED(SUBAREA):

RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8500
SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 4.44
TOTAL AREA(ACRES) = 18.1 TOTAL RUNOFF(CFS) = 40.20
TC(MIN.) = 11.53
============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 18.1 TC(MIN.) = 11.53
PEAK FLOW RATE(CFS) = 40.20
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

____________________________________________________________________________ ****************************************************************************

RICK ENGINEERING COMPANY
5620 Friars Road
San Diego, California 92110
619-291-0707 Fax 619-291-4165
************************** DESCRIPTION OF STUDY ************************** * SANTEE 3 MULTIFAMILY HOUSING *
* PROPOSED CONDITIONS 50-YEAR EVENT *
* JN-19969 *
************************************************************************** FILE NAME: S350PR.RAT
TIME/DATE OF STUDY: 17:12 01/09/2025
---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 50.00
6-HOUR DURATION PRECIPITATION (INCHES) = 2.300
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== ===== ========= ================= ====== ===== ====== ===== ======= 1 24.0 19.0 0.020/0.020/0.020 0.50 2.00 0.0313 0.125 0.0180 2 20.0 15.0 0.020/0.020/0.020 0.50 1.50 0.0100 0.125 0.0180 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:

1. Relative Flow-Depth = 0.50 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 61.00
UPSTREAM ELEVATION(FEET) = 100.00
DOWNSTREAM ELEVATION(FEET) = 99.70
ELEVATION DIFFERENCE(FEET) = 0.30
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.009
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 50.00
(Reference: Table 3-1B of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.060
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

SUBAREA RUNOFF(CFS) = 0.52
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.52
**************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 110.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 100.00 DOWNSTREAM ELEVATION(FEET) = 98.00 STREET LENGTH(FEET) = 395.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 24.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 19.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0180 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.45 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.37
HALFSTREET FLOOD WIDTH(FEET) = 12.76
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.54
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.57
STREET FLOW TRAVEL TIME(MIN.) = 4.29 Tc(MIN.) = 8.29
50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.372
*USER SPECIFIED(SUBAREA):

RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.850
SUBAREA AREA(ACRES) = 2.60 SUBAREA RUNOFF(CFS) = 9.66
TOTAL AREA(ACRES) = 2.7 PEAK FLOW RATE(CFS) = 10.03
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.44 HALFSTREET FLOOD WIDTH(FEET) = 16.32 FLOW VELOCITY(FEET/SEC.) = 1.79 DEPTH*VELOCITY(FT*FT/SEC.) = 0.79 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 110.00 = 456.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.372
*USER SPECIFIED(SUBAREA):

RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8500
SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 2.60
TOTAL AREA(ACRES) = 3.4 TOTAL RUNOFF(CFS) = 12.64
TC(MIN.) = 8.29
**************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 100.00 DOWNSTREAM(FEET) = 99.00 FLOW LENGTH(FEET) = 196.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 16.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.45
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 12.64
PIPE TRAVEL TIME(MIN.) = 0.60 Tc(MIN.) = 8.89
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 120.00 = 652.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.180
*USER SPECIFIED(SUBAREA):

RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8500
SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 3.20
TOTAL AREA(ACRES) = 4.3 TOTAL RUNOFF(CFS) = 15.28
TC(MIN.) = 8.89
**************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.180
*USER SPECIFIED(SUBAREA):

RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8500
SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 3.55
TOTAL AREA(ACRES) = 5.3 TOTAL RUNOFF(CFS) = 18.83
TC(MIN.) = 8.89
**************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 100.00 DOWNSTREAM(FEET) = 99.40 FLOW LENGTH(FEET) = 124.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 20.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.83
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 18.83
PIPE TRAVEL TIME(MIN.) = 0.35 Tc(MIN.) = 9.25
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 130.00 = 776.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.076
*USER SPECIFIED(SUBAREA):

RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8500
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.73
TOTAL AREA(ACRES) = 5.8 TOTAL RUNOFF(CFS) = 20.09
TC(MIN.) = 9.25
**************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 140.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 100.00 DOWNSTREAM(FEET) = 99.80 FLOW LENGTH(FEET) = 28.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 18.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.95
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 20.09
PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 9.32
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 140.00 = 804.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.057
*USER SPECIFIED(SUBAREA):

RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8500
SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 5.86
TOTAL AREA(ACRES) = 7.5 TOTAL RUNOFF(CFS) = 25.86
TC(MIN.) = 9.32
**************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.057
*USER SPECIFIED(SUBAREA):

RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8500
SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 4.83
TOTAL AREA(ACRES) = 8.9 TOTAL RUNOFF(CFS) = 30.69
TC(MIN.) = 9.32
**************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 150.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 100.00 DOWNSTREAM(FEET) = 99.20 FLOW LENGTH(FEET) = 160.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 33.0 INCH PIPE IS 23.7 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.72
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 30.69
PIPE TRAVEL TIME(MIN.) = 0.40 Tc(MIN.) = 9.71
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 150.00 = 964.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.949
*USER SPECIFIED(SUBAREA):

RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8500
SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 2.69
TOTAL AREA(ACRES) = 9.7 TOTAL RUNOFF(CFS) = 32.56
TC(MIN.) = 9.71
**************************************************************************** FLOW PROCESS FROM NODE 150.00 TO NODE 160.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 100.00 DOWNSTREAM(FEET) = 99.40 FLOW LENGTH(FEET) = 130.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.8 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.53
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 32.56
PIPE TRAVEL TIME(MIN.) = 0.33 Tc(MIN.) = 10.04
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 160.00 = 1094.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.864
*USER SPECIFIED(SUBAREA):

RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8500
SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 1.97
TOTAL AREA(ACRES) = 10.3 TOTAL RUNOFF(CFS) = 33.83
TC(MIN.) = 10.04
**************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 170.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 100.00 DOWNSTREAM(FEET) = 99.20 FLOW LENGTH(FEET) = 155.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 33.0 INCH PIPE IS 25.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.90
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 33.83
PIPE TRAVEL TIME(MIN.) = 0.37 Tc(MIN.) = 10.42
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 170.00 = 1249.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.774
*USER SPECIFIED(SUBAREA):

RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8500
SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 3.85
TOTAL AREA(ACRES) = 11.5 TOTAL RUNOFF(CFS) = 36.89
TC(MIN.) = 10.42
**************************************************************************** FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.774
*USER SPECIFIED(SUBAREA):

RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8500
SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 2.25
TOTAL AREA(ACRES) = 12.7 TOTAL RUNOFF(CFS) = 40.74
TC(MIN.) = 10.42
**************************************************************************** FLOW PROCESS FROM NODE 170.00 TO NODE 180.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 100.00 DOWNSTREAM(FEET) = 99.80 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 33.0 INCH PIPE IS 26.9 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.86
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 40.74
PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 10.48
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 180.00 = 1279.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.759
*USER SPECIFIED(SUBAREA):

RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8500
SUBAREA AREA(ACRES) = 3.40 SUBAREA RUNOFF(CFS) = 10.86
TOTAL AREA(ACRES) = 16.1 TOTAL RUNOFF(CFS) = 51.45
TC(MIN.) = 10.48
**************************************************************************** FLOW PROCESS FROM NODE 180.00 TO NODE 185.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 100.00 DOWNSTREAM(FEET) = 89.00 FLOW LENGTH(FEET) = 145.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.3 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 21.20
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 51.45
PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 10.60
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 185.00 = 1424.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 185.00 TO NODE 199.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 100.00 DOWNSTREAM(FEET) = 99.00 FLOW LENGTH(FEET) = 180.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 39.0 INCH PIPE IS 28.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.94
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 51.45
PIPE TRAVEL TIME(MIN.) = 0.38 Tc(MIN.) = 10.97
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 199.00 = 1604.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 199.00 TO NODE 199.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 50 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.650
*USER SPECIFIED(SUBAREA):

RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8500
SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 6.20
TOTAL AREA(ACRES) = 18.1 TOTAL RUNOFF(CFS) = 56.15
TC(MIN.) = 10.97
============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 18.1 TC(MIN.) = 10.97
PEAK FLOW RATE(CFS) = 56.15
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

____________________________________________________________________________ ****************************************************************************

RICK ENGINEERING COMPANY
5620 Friars Road
San Diego, California 92110
619-291-0707 Fax 619-291-4165
************************** DESCRIPTION OF STUDY ************************** * SANTEE 3 MULTIFAMILY HOUSING *
* PROPOSED CONDITIONS 100-YEAR EVENT *
* JN-19969 *
************************************************************************** FILE NAME: S31HPR.RAT
TIME/DATE OF STUDY: 17:09 01/09/2025
---------------------------------------------------------------------------- USER SPECIFIED HYDROLOGY AND HYDRAULIC MODEL INFORMATION:
---------------------------------------------------------------------------- 2003 SAN DIEGO MANUAL CRITERIA
USER SPECIFIED STORM EVENT(YEAR) = 100.00
6-HOUR DURATION PRECIPITATION (INCHES) = 2.400
SPECIFIED MINIMUM PIPE SIZE(INCH) = 18.00
SPECIFIED PERCENT OF GRADIENTS(DECIMAL) TO USE FOR FRICTION SLOPE = 0.90 SAN DIEGO HYDROLOGY MANUAL "C"-VALUES USED FOR RATIONAL METHOD NOTE: USE MODIFIED RATIONAL METHOD PROCEDURES FOR CONFLUENCE ANALYSIS *USER-DEFINED STREET-SECTIONS FOR COUPLED PIPEFLOW AND STREETFLOW MODEL* HALF- CROWN TO STREET-CROSSFALL: CURB GUTTER-GEOMETRIES: MANNING

WIDTH CROSSFALL IN- / OUT-/PARK- HEIGHT WIDTH LIP HIKE FACTOR NO. (FT) (FT) SIDE / SIDE/ WAY (FT) (FT) (FT) (FT) (n)
=== ===== ========= ================= ====== ===== ====== ===== ======= 1 24.0 19.0 0.020/0.020/0.020 0.50 2.00 0.0313 0.125 0.0180 2 20.0 15.0 0.020/0.020/0.020 0.50 1.50 0.0100 0.125 0.0180 GLOBAL STREET FLOW-DEPTH CONSTRAINTS:

1. Relative Flow-Depth = 0.50 FEET
as (Maximum Allowable Street Flow Depth) - (Top-of-Curb)

RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0
INITIAL SUBAREA FLOW-LENGTH(FEET) = 61.00
UPSTREAM ELEVATION(FEET) = 100.00
DOWNSTREAM ELEVATION(FEET) = 99.70
ELEVATION DIFFERENCE(FEET) = 0.30
SUBAREA OVERLAND TIME OF FLOW(MIN.) = 4.009
WARNING: INITIAL SUBAREA FLOW PATH LENGTH IS GREATER THAN THE MAXIMUM OVERLAND FLOW LENGTH = 50.00
(Reference: Table 3-1B of Hydrology Manual)
THE MAXIMUM OVERLAND FLOW LENGTH IS USED IN Tc CALCULATION! 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 6.323
NOTE: RAINFALL INTENSITY IS BASED ON Tc = 5-MINUTE.

SUBAREA RUNOFF(CFS) = 0.54
TOTAL AREA(ACRES) = 0.10 TOTAL RUNOFF(CFS) = 0.54
**************************************************************************** FLOW PROCESS FROM NODE 102.00 TO NODE 110.00 IS CODE = 62 ---------------------------------------------------------------------------- >>>>>COMPUTE STREET FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>(STREET TABLE SECTION # 1 USED)<<<<<
============================================================================ UPSTREAM ELEVATION(FEET) = 100.00 DOWNSTREAM ELEVATION(FEET) = 98.00 STREET LENGTH(FEET) = 395.00 CURB HEIGHT(INCHES) = 6.0
STREET HALFWIDTH(FEET) = 24.00
DISTANCE FROM CROWN TO CROSSFALL GRADEBREAK(FEET) = 19.00 INSIDE STREET CROSSFALL(DECIMAL) = 0.020
OUTSIDE STREET CROSSFALL(DECIMAL) = 0.020
SPECIFIED NUMBER OF HALFSTREETS CARRYING RUNOFF = 2
STREET PARKWAY CROSSFALL(DECIMAL) = 0.020
Manning's FRICTION FACTOR for Streetflow Section(curb-to-curb) = 0.0180 Manning's FRICTION FACTOR for Back-of-Walk Flow Section = 0.0200 **TRAVEL TIME COMPUTED USING ESTIMATED FLOW(CFS) = 5.71 STREETFLOW MODEL RESULTS USING ESTIMATED FLOW:

STREET FLOW DEPTH(FEET) = 0.38
HALFSTREET FLOOD WIDTH(FEET) = 12.98
AVERAGE FLOW VELOCITY(FEET/SEC.) = 1.56
PRODUCT OF DEPTH&VELOCITY(FT*FT/SEC.) = 0.59
STREET FLOW TRAVEL TIME(MIN.) = 4.22 Tc(MIN.) = 8.23
100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.585
*USER SPECIFIED(SUBAREA):

RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.850
SUBAREA AREA(ACRES) = 2.60 SUBAREA RUNOFF(CFS) = 10.13
TOTAL AREA(ACRES) = 2.7 PEAK FLOW RATE(CFS) = 10.52
END OF SUBAREA STREET FLOW HYDRAULICS:

DEPTH(FEET) = 0.45 HALFSTREET FLOOD WIDTH(FEET) = 16.62 FLOW VELOCITY(FEET/SEC.) = 1.81 DEPTH*VELOCITY(FT*FT/SEC.) = 0.81 LONGEST FLOWPATH FROM NODE 100.00 TO NODE 110.00 = 456.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 110.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.585
*USER SPECIFIED(SUBAREA):

RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8500
SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 2.73
TOTAL AREA(ACRES) = 3.4 TOTAL RUNOFF(CFS) = 13.25
TC(MIN.) = 8.23
**************************************************************************** FLOW PROCESS FROM NODE 110.00 TO NODE 120.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 100.00 DOWNSTREAM(FEET) = 99.00 FLOW LENGTH(FEET) = 196.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 17.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.49
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 13.25
PIPE TRAVEL TIME(MIN.) = 0.59 Tc(MIN.) = 8.83
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 120.00 = 652.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.383
*USER SPECIFIED(SUBAREA):

RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8500
SUBAREA AREA(ACRES) = 0.90 SUBAREA RUNOFF(CFS) = 3.35
TOTAL AREA(ACRES) = 4.3 TOTAL RUNOFF(CFS) = 16.02
TC(MIN.) = 8.83
**************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 120.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.383
*USER SPECIFIED(SUBAREA):

RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8500
SUBAREA AREA(ACRES) = 1.00 SUBAREA RUNOFF(CFS) = 3.73
TOTAL AREA(ACRES) = 5.3 TOTAL RUNOFF(CFS) = 19.74
TC(MIN.) = 8.83
**************************************************************************** FLOW PROCESS FROM NODE 120.00 TO NODE 130.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 100.00 DOWNSTREAM(FEET) = 99.40 FLOW LENGTH(FEET) = 124.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 21.4 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 5.86
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 19.74
PIPE TRAVEL TIME(MIN.) = 0.35 Tc(MIN.) = 9.18
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 130.00 = 776.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 130.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.273
*USER SPECIFIED(SUBAREA):

RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8500
SUBAREA AREA(ACRES) = 0.50 SUBAREA RUNOFF(CFS) = 1.82
TOTAL AREA(ACRES) = 5.8 TOTAL RUNOFF(CFS) = 21.07
TC(MIN.) = 9.18
**************************************************************************** FLOW PROCESS FROM NODE 130.00 TO NODE 140.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 100.00 DOWNSTREAM(FEET) = 99.80 FLOW LENGTH(FEET) = 28.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 27.0 INCH PIPE IS 19.1 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.01
ESTIMATED PIPE DIAMETER(INCH) = 27.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 21.07
PIPE TRAVEL TIME(MIN.) = 0.07 Tc(MIN.) = 9.25
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 140.00 = 804.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.253
*USER SPECIFIED(SUBAREA):

RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8500
SUBAREA AREA(ACRES) = 1.70 SUBAREA RUNOFF(CFS) = 6.15
TOTAL AREA(ACRES) = 7.5 TOTAL RUNOFF(CFS) = 27.12
TC(MIN.) = 9.25
**************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 140.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.253
*USER SPECIFIED(SUBAREA):

RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8500
SUBAREA AREA(ACRES) = 1.40 SUBAREA RUNOFF(CFS) = 5.06
TOTAL AREA(ACRES) = 8.9 TOTAL RUNOFF(CFS) = 32.18
TC(MIN.) = 9.25
**************************************************************************** FLOW PROCESS FROM NODE 140.00 TO NODE 150.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 100.00 DOWNSTREAM(FEET) = 99.20 FLOW LENGTH(FEET) = 160.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 33.0 INCH PIPE IS 24.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.77
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 32.18
PIPE TRAVEL TIME(MIN.) = 0.39 Tc(MIN.) = 9.64
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 150.00 = 964.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 150.00 TO NODE 150.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.140
*USER SPECIFIED(SUBAREA):

RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8500
SUBAREA AREA(ACRES) = 0.80 SUBAREA RUNOFF(CFS) = 2.82
TOTAL AREA(ACRES) = 9.7 TOTAL RUNOFF(CFS) = 34.14
TC(MIN.) = 9.64
**************************************************************************** FLOW PROCESS FROM NODE 150.00 TO NODE 160.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 100.00 DOWNSTREAM(FEET) = 99.40 FLOW LENGTH(FEET) = 130.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 36.0 INCH PIPE IS 24.2 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.75
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 34.14
PIPE TRAVEL TIME(MIN.) = 0.32 Tc(MIN.) = 9.96
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 160.00 = 1094.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 160.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 4.054
*USER SPECIFIED(SUBAREA):

RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8500
SUBAREA AREA(ACRES) = 0.60 SUBAREA RUNOFF(CFS) = 2.07
TOTAL AREA(ACRES) = 10.3 TOTAL RUNOFF(CFS) = 35.49
TC(MIN.) = 9.96
**************************************************************************** FLOW PROCESS FROM NODE 160.00 TO NODE 170.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 100.00 DOWNSTREAM(FEET) = 99.20 FLOW LENGTH(FEET) = 155.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 33.0 INCH PIPE IS 26.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 6.92
ESTIMATED PIPE DIAMETER(INCH) = 33.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 35.49
PIPE TRAVEL TIME(MIN.) = 0.37 Tc(MIN.) = 10.33
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 170.00 = 1249.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.959
*USER SPECIFIED(SUBAREA):

RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8500
SUBAREA AREA(ACRES) = 1.20 SUBAREA RUNOFF(CFS) = 4.04
TOTAL AREA(ACRES) = 11.5 TOTAL RUNOFF(CFS) = 38.70
TC(MIN.) = 10.33
**************************************************************************** FLOW PROCESS FROM NODE 170.00 TO NODE 170.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.959
*USER SPECIFIED(SUBAREA):

RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8500
SUBAREA AREA(ACRES) = 0.70 SUBAREA RUNOFF(CFS) = 2.36
TOTAL AREA(ACRES) = 12.7 TOTAL RUNOFF(CFS) = 42.74
TC(MIN.) = 10.33
**************************************************************************** FLOW PROCESS FROM NODE 170.00 TO NODE 180.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 100.00 DOWNSTREAM(FEET) = 99.80 FLOW LENGTH(FEET) = 30.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 36.0 INCH PIPE IS 25.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 8.17
ESTIMATED PIPE DIAMETER(INCH) = 36.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 42.74
PIPE TRAVEL TIME(MIN.) = 0.06 Tc(MIN.) = 10.40
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 180.00 = 1279.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 180.00 TO NODE 180.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.944
*USER SPECIFIED(SUBAREA):

RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8500
SUBAREA AREA(ACRES) = 3.40 SUBAREA RUNOFF(CFS) = 11.40
TOTAL AREA(ACRES) = 16.1 TOTAL RUNOFF(CFS) = 53.97
TC(MIN.) = 10.40
**************************************************************************** FLOW PROCESS FROM NODE 180.00 TO NODE 185.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 100.00 DOWNSTREAM(FEET) = 89.00 FLOW LENGTH(FEET) = 145.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 24.0 INCH PIPE IS 18.0 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 21.33
ESTIMATED PIPE DIAMETER(INCH) = 24.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 53.97
PIPE TRAVEL TIME(MIN.) = 0.11 Tc(MIN.) = 10.51
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 185.00 = 1424.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 185.00 TO NODE 199.00 IS CODE = 31 ---------------------------------------------------------------------------- >>>>>COMPUTE PIPE-FLOW TRAVEL TIME THRU SUBAREA<<<<<
>>>>>USING COMPUTER-ESTIMATED PIPESIZE (NON-PRESSURE FLOW)<<<<< ============================================================================ ELEVATION DATA: UPSTREAM(FEET) = 100.00 DOWNSTREAM(FEET) = 99.00 FLOW LENGTH(FEET) = 180.00 MANNING'S N = 0.013
DEPTH OF FLOW IN 39.0 INCH PIPE IS 29.6 INCHES
PIPE-FLOW VELOCITY(FEET/SEC.) = 7.99
ESTIMATED PIPE DIAMETER(INCH) = 39.00 NUMBER OF PIPES = 1 PIPE-FLOW(CFS) = 53.97
PIPE TRAVEL TIME(MIN.) = 0.38 Tc(MIN.) = 10.88
LONGEST FLOWPATH FROM NODE 100.00 TO NODE 199.00 = 1604.00 FEET. **************************************************************************** FLOW PROCESS FROM NODE 199.00 TO NODE 199.00 IS CODE = 81 ---------------------------------------------------------------------------- >>>>>ADDITION OF SUBAREA TO MAINLINE PEAK FLOW<<<<<
============================================================================ 100 YEAR RAINFALL INTENSITY(INCH/HOUR) = 3.829
*USER SPECIFIED(SUBAREA):

RESIDENTIAL (43. DU/AC OR LESS) RUNOFF COEFFICIENT = .8500 S.C.S. CURVE NUMBER (AMC II) = 0
AREA-AVERAGE RUNOFF COEFFICIENT = 0.8500
SUBAREA AREA(ACRES) = 2.00 SUBAREA RUNOFF(CFS) = 6.51
TOTAL AREA(ACRES) = 18.1 TOTAL RUNOFF(CFS) = 58.90
TC(MIN.) = 10.88
============================================================================ END OF STUDY SUMMARY:

TOTAL AREA(ACRES) = 18.1 TC(MIN.) = 10.88
PEAK FLOW RATE(CFS) = 58.90
============================================================================ ============================================================================

END OF RATIONAL METHOD ANALYSIS

APPENDIX C
Backup for Weighted Runoff Coefficients
19969 - SANTEE 3 MULTIFAMILY HOUSING
4/15/2025
19969 - SANTEE 3 MULTIFAMILY HOUSING RUNOFF COEFFICENT DETERMINATION (PRE PROJECT) Upstream Node Downstream Node TRIBUTARY AREA (SQ FT) AREA (AC.) %IMPERVIOUS (ASSUMED) IMPERVIOUS POST PROJECT (SQFT) SOIL TYPE IMPERVIOUS RUNOFF COEFFICENT PERVIOUS RUNOFF COEFFICENT WEIGHTED RUNOFF COEFFICENT 100 102 13068 0.3 0% - A 0.9 0.2 0.20102 199 727452 16.7 0% - A 0.9 0.2 0.20199 199 47916 1.1 50% A 0.9 0.2 0.55 SUM 740520 18.1 0% 0 0.19
BASIN 100/POC 1
C:\RICK\Projects\C19500\19969_CityVenturesSanteeMultiFamily\WaterRes\Hydrology\RationalMethod\19969_MASTER_DRNWQ_SHEET.xlsx 19969 - SANTEE 3 MULTIFAMILY HOUSING
4/15/2025
19969 - SANTEE 3 MULTIFAMILY HOUSING RUNOFF COEFFICENT DETERMINATION (POST PROJECT) Upstream Node Downstream Node TRIBUTARY AREA (SQ FT) AREA (AC.) %IMPERVIOUS (ASSUMED) IMPERVIOUS POST PROJECT (SQFT) SOIL TYPE IMPERVIOUS RUNOFF COEFFICENT PERVIOUS RUNOFF COEFFICENT WEIGHTED RUNOFF COEFFICENT 100 102 4356 0.1 90% 3920 Comp. Fill (D) 1 0.9 0.35 0.85 102 110 113256 2.6 90% 101930 Comp. Fill (D) 1 0.9 0.35 0.85110 110 30492 0.7 90% 27443 Comp. Fill (D) 1 0.9 0.35 0.85110 120120 120 39204 0.9 90% 35284 Comp. Fill (D) 1 0.9 0.35 0.85120 120 43560 1.0 90% 39204 Comp. Fill (D) 1 0.9 0.35 0.85120 130130 130 21780 0.5 90% 19602 Comp. Fill (D) 1 0.9 0.35 0.85130 140140 140 74052 1.7 90% 66647 Comp. Fill (D) 1 0.9 0.35 0.85140 140 60984 1.4 90% 54886 Comp. Fill (D) 1 0.9 0.35 0.85140 150150 150 34848 0.8 90% 31363 Comp. Fill (D) 1 0.9 0.35 0.85150 160160 160 26136 0.6 90% 23522 Comp. Fill (D) 1 0.9 0.35 0.85160 170170 170 52272 1.2 90% 47045 Comp. Fill (D) 1 0.9 0.35 0.85170 170 21780 0.5 90% 19602 Comp. Fill (D) 1 0.9 0.35 0.85170 170 30492 0.7 90% 27443 Comp. Fill (D) 1 0.9 0.35 0.85170 180180 180 148104 3.4 90% 133294 Comp. Fill (D) 1 0.9 0.35 0.85180 185185 185199 199 87120 2.0 90% 78408 Comp. Fill (D) 1 0.9 0.35 0.85 SUM 788436 18.1 90% 709592 0.85
Notes:

BASIN 100/POC 1

1. For Compacted fill soils,type D soil runoff coefficient is used.

C:\RICK\Projects\C19500\19969_CityVenturesSanteeMultiFamily\WaterRes\Hydrology\RationalMethod\19969_MASTER_DRNWQ_SHEET.xlsx Hydrologic Soil Group—San Diego County Area, California Natural Resources
Conservation Service
Web Soil Survey
National Cooperative Soil Survey
12/12/2023

Page 1 of 4 ends

Santee City CouncilSeptember 24, 2025

Santee City Council
September 24, 2025