HomeMy WebLinkAboutParcel Map 17105 Parcel 4 WQMPCity of Temecula
WATER QUALITY MANAGEMENT PLAN (WQMP)
MC GOVERN RESIDENCE
LD19-3729
SHOWALTER ROAD
TEMECULA, CALIFORNIA 92592
APN: 945-070-001
PREPARED BY:
VENTURA ENGINEERING INLAND, INC.
27393 YNEZ ROAD, SUITE 159
TEMECULA, CALIFORNIA 92591
(951) 252-7632
wilfredo@venturaengineeringinland.com
PREPARED FOR:
KEVIN MC GOVERN
40155 PASADENA DRIVE
TEMECULA, CALIFORNIA 92591
(951) 837-0633
k-mcgovern@hotmail.com
DATE OF WQMP: September 14, 2020
Original: April 8, 2020
APPROVED BY:
APPROVAL DATE:
WQMP 3
Template Date: October 31st, 2018 Preparation Date: September 14, 2020
Step 1: Source Control BMP Checklist
Source Control BMPs
All development projects must implement source control BMPs 4.2.1 through 4.2.6 where
applicable and feasible. See Chapter 4.2 and Appendix E of the City 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
4.2 and/or Appendix E of the City BMP Design Manual. Discussion / justification must be
provided and show locations on the project plans. Select applicable Source Controls
in the Source Control BMP summary on the following page.
• "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 must be provided.
Source Control Requirement Applied?
4.2.1 Prevention of Illicit Discharges into the MS4 ☒ Yes ☐No ☐N/A
Discussion / justification:
Please see the Source Control BMP Summary for how this will be accomplished.
4.2.2 Storm Drain Stenciling or Signage ☒ Yes ☐No ☐N/A
Discussion / justification:
Following SC-A, All storm drains 12” or larger will be stenciled. Smaller will not facilitate painted
signage. Posts not called for on private property.
4.2.3 Protect Outdoor Materials Storage Areas from Rainfall,
Run-On, Runoff, and Wind Dispersal
☐Yes ☐No ☒ N/A
Discussion / justification:
Not applicable to single-family residences.
4.2.4 Protect Materials Stored in Outdoor Work Areas from
Rainfall, Run-On, Runoff, and Wind Dispersal
☐Yes ☐No ☒ N/A
Discussion / justification:
Not applicable to single-family residences.
4.2.5 Protect Trash Storage Areas from Rainfall, Run-On,
Runoff, and Wind Dispersal
☒Yes ☐No ☐ N/A
Discussion / justification:
Trash bins will be kept in the garage.
4.2.6 Additional BMPs Based on Potential Sources of Runoff
Pollutants
Not specifically shown in 4.2.2-4.2.5, but SC-D1, SC-D2, SC-
N, SC-P will also be utilized
☒Yes ☐No ☐ N/A
Discussion / justification. Clearly identify which sources of runoff pollutants are discussed:
Please see the next sheet.
4 WQMP
Preparation Date: September 14, 2020 Template Date: October 31st, 2018
Source Control BMP Summary
Select all source control BMPs identified for your project in sections 4.2.1 through 4.2.6 above in
the column on the left below. Then select “yes” if the BMP has been implemented and shown
on the project plans, “No” if the BMP has not been implemented, or “N/A” if the BMP is not
applicable to your project.
☒ SC-A. On-site storm drain inlets ☒ Yes ☐ No ☐ N/A
☐ SC-B. Interior floor drains and elevator shaft sump
pumps
☐ Yes ☐ No ☒ N/A
☐ SC-C. Interior parking garages ☐ Yes ☐ No ☒ N/A
☒ SC-D1. Need for future indoor & structural pest control ☒ Yes ☐ No ☐ N/A
☒ SC-D2. Landscape/outdoor pesticide use ☒ Yes ☐ No ☐ N/A
☐ SC-E. Pools, spas, ponds, fountains, and other water
features
☐ Yes ☐ No ☒ N/A
☐ SC-F. Food service ☐ Yes ☐ No ☒ N/A
☒ SC-G. Refuse areas ☒ Yes ☐ No ☐ N/A
☐ SC-H. Industrial processes ☐ Yes ☐ No ☒ N/A
☐ SC-I. Outdoor storage of equipment or materials ☐ Yes ☐ No ☒ N/A
☐ SC-J. Vehicle and equipment cleaning ☐ Yes ☐ No ☒ N/A
☐ SC-K. Vehicle/equipment repair and maintenance ☐ Yes ☐ No ☒ N/A
☐ SC-L. Fuel dispensing areas ☐ Yes ☐ No ☒ N/A
☐ SC-M. Loading docks ☐ Yes ☐ No ☒ N/A
☒ SC-N. Fire sprinkler test water ☒ Yes ☐ No ☐ N/A
☒ SC-O. Miscellaneous drain or wash water ☒ Yes ☐ No ☐ N/A
☒ SC-P. Plazas, sidewalks, and parking lots ☒ Yes ☐ No ☐ N/A
☐ SC-Q. Large trash generating facilities ☐ Yes ☐ No ☒ N/A
☐ SC-R. Animal facilities ☐ Yes ☐ No ☒ N/A
☐ SC-S. Plant nurseries and garden centers ☐ Yes ☐ No ☒ N/A
☐ SC-T. Automotive facilities ☐ Yes ☐ No ☒ N/A
Note: Show all source control measures applied above on the plan sheets.
WQMP 5
Template Date: October 31st, 2018 Preparation Date: September 14, 2020
Step 2: Site Design BMP Checklist
Site Design BMPs
All development projects must implement site design BMPs SD-A through SD-H where
applicable and feasible. See Chapter 4.3 and Appendix E of the City 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 4.3
and/or Appendix E of the City BMP Design Manual. Discussion / justification must be
provided and show locations on the project plans.
• "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 must be provided.
Site Design Requirement Applied?
4.3.1 Maintain Natural Drainage Pathways and Hydrologic
Features
☒ Yes ☐ No ☐ N/A
Discussion / justification:
Compliance and confluence points are per the hydrology study.
4.3.2 Conserve Natural Areas, Soils, and Vegetation ☒ Yes ☐ No ☐ N/A
Discussion / justification:
Areas not in the limits of disturbance will be left natural and a protective fence will placed during
construction to prevent construction activities in those areas.
4.3.3 Minimize Impervious Area ☒ Yes ☐ No ☐ N/A
Discussion / justification:
The driveway has been designed to minimal fire width requirements.
4.3.4 Minimize Soil Compaction ☒ Yes ☐ No ☐ N/A
Discussion / justification:
Areas not in the limits of disturbance will be left natural. In addition, on-site landscape areas
shall be compacted as little as possible to promote infiltration through it. Refer to landscape
plans.
4.3.5 Impervious Area Dispersion ☒ Yes ☐ No ☐ N/A
Discussion / justification:
Adjacent landscaping is designed to be retaining.
4.3.6 Runoff Collection ☐ Yes ☐ No ☒ N/A
Discussion / justification:
Not feasible for single-family residences.
4.3.7 Landscaping with Native or Drought Tolerant Species ☒ Yes ☐ No ☐ N/A
Discussion / justification:
Landscaping will meet the requirements and the landscaping plan. Refer to the landscape plans
for further information on landscaping species.
4.3.8 Harvesting and Using Precipitation ☐ Yes ☐ No ☒ N/A
Discussion / justification:
Not feasible for single-family residences
6 WQMP
Preparation Date: September 14, 2020 Template Date: October 31st, 2018
Step 3: Construction Stormwater BMP Checklist
Minimum Required Standard Construction Stormwater BMPs
If you answer “Yes” to any of the questions below, your project is subject to Table 1 on the following page
(Minimum Required Standard Construction Stormwater BMPs). As noted in Table 1, please select at
least the minimum number of required BMPs 1, or as many as are feasible for your project. If no BMP is
selected, an explanation must be given in the box provided. The following questions are intended to aid
in determining construction BMP requirements for your project.
Note: All selected BMPs below must be included on the BMP plan incorporated into the
construction plan sets.
1. Will there be soil disturbing activities that will result in exposed soil areas?
(This includes minor grading and trenching.)
Reference Table 1 Items A, B, D, and E
Note: Soil disturbances NOT considered significant include, but are not limited to,
change in use, mechanical/electrical/plumbing activities, signs, temporary trailers,
interior remodeling, and minor tenant improvement.
☒ Yes ☐ No
2. Will there be asphalt paving, including patching?
Reference Table 1 Items D and F
☒ Yes ☐ No
3. Will there be slurries from mortar mixing, coring, or concrete saw cutting?
Reference Table 1 Items D and F
☒ Yes ☐ No
4. Will there be solid wastes from concrete demolition and removal, wall
construction, or form work?
Reference Table 1 Items D and F
☒ Yes ☐ No
5. Will there be stockpiling (soil, compost, asphalt, concrete, solid waste) for over
24 hours?
Reference Table 1 Items D and F
☒ Yes ☐ No
6. Will there be dewatering operations?
Reference Table 1 Items C and D ☐ Yes ☒ No
7. Will there be temporary on-site storage of construction materials, including
mortar mix, raw landscaping and soil stabilization materials, treated lumber,
rebar, and plated metal fencing materials?
Reference Table 1 Items E and F
☒ Yes ☐ No
8. Will trash or solid waste product be generated from this project?
Reference Table 1 Item F
☒ Yes ☐ No
9. Will construction equipment be stored on site (e.g.: fuels, oils, trucks, etc.?)
Reference Table 1 Item F
☐ Yes ☒ No
10. Will Portable Sanitary Services (“Porta-potty”) be used on the site?
Reference Table 1 Item F
☒ Yes ☐ No
1 Minimum required BMPs are those necessary to comply with the City of Temecula Erosion and Sediment Control
Ordinance (Chapter 18.18 et seq.) and the City of Temecula Engineering and Construction Manual (Chapter 18).
WQMP 7
Template Date: October 31st, 2018 Preparation Date: September 14, 2020
Table 1. Construction Stormwater BMP Checklist
Minimum Required
Best Management Practices
(BMPs)
CALTRANS
SW
Handbook2
Detail
BMP
Selected
Reference sheet No.’s where each
selected BMP is shown on the
plans.
If no BMP is selected, an
explanation must be provided.
A. Select Erosion Control Method for Disturbed Slopes (choose at least one for the appropriate
season)
Vegetation Stabilization
Planting 3 (Summer)
SS-2, SS-4 ☐
PG-4
Hydraulic Stabilization
Hydroseeding2 (Summer)
SS-4 ☒
Bonded Fiber Matrix or
Stabilized Fiber Matrix 4 (Winter)
SS-3 ☒
Physical Stabilization
Erosion Control Blanket3
(Winter)
SS-7 ☐
B. Select erosion control method for disturbed flat areas (slope < 5%) (choose at least one)
Will use erosion control
measures from Item A on flat
areas also
SS-3, 4, 7 ☒
PG-4 Sediment Desilting Basin (must
treat all site runoff)
SC-2 ☐
Mulch, straw, wood chips, soil
application
SS-6, SS-8 ☐
2 State of California Department of Transportation (Caltrans). 2003. Storm Water Quality Handbooks, Construction
Site Best Management Practices (BMPs) Manual. March. Available online at:
http://www.dot.ca.gov/hq/construc/stormwater/manuals.htm.
3 If Vegetation Stabilization (Planting or Hydroseeding) is proposed for erosion control it may be installed between
May 1st and August 15th. Slope irrigation is in place and needs to be operable for slopes >3 feet. Vegetation
must be watered and established prior to October 1st. The owner must implement a contingency physical BMP
by August 15th if vegetation establishment does not occur by that date. If landscaping is proposed, erosion
control measures must also be used while landscaping is being established. Established vegetation must have a
subsurface mat of intertwined mature roots with a uniform vegetative coverage of 70 percent of the natural
vegetative coverage or more on all disturbed areas.
4 All slopes over three feet must have established vegetative cover prior to final permit approval.
8 WQMP
Preparation Date: September 14, 2020 Template Date: October 31st, 2018
Table 1. Construction Stormwater BMP Checklist (continued)
Minimum Required
Best Management Practices
(BMPs)
CALTRANS
SW Handbook
Detail
BMP
Selected
Reference sheet No.’s where each
selected BMP is shown on the
plans.
If no BMP is selected, an
explanation must be provided.
C. If runoff or dewatering operation is concentrated, velocity must be controlled using an energy
dissipater
Energy Dissipater Outlet
Protection 5
SS-10 ☒ PG-4
D. Select sediment control method for all disturbed areas (choose at least one)
Silt Fence SC-1 ☒
PG-4
Fiber Rolls (Straw Wattles) SC-5 ☐
Gravel & Sand Bags SC-6 & 8 ☒
Dewatering Filtration NS-2 ☐
Storm Drain Inlet Protection SC-10 ☒
Engineered Desilting Basin
(sized for 10-year flow)
SC-2 ☐
E. Select method for preventing offsite tracking of sediment (choose at least one)
Stabilized Construction Entrance TC-1 ☒
PG-4
Construction Road Stabilization TC-2 ☐
Entrance/Exit Tire Wash TC-3 ☐
Entrance/Exit Inspection &
Cleaning Facility
TC-1 ☐
Street Sweeping and Vacuuming SC-7 ☒
F. Select the general site management BMPs
F.1 Materials Management
Material Delivery & Storage WM-1 ☒ PG-4 Spill Prevention and Control WM-4 ☒
F.2 Waste Management 6
Waste Management
Concrete Waste Management
WM-8 ☒
PG-4 Solid Waste Management WM-5 ☒
Sanitary Waste Management WM-9 ☒
Hazardous Waste Management WM-6 ☐
Note: The Construction General Permit (Order No. 2009-0009-DWQ) also requires all projects
not subject to the BMP Design Manual to comply with runoff reduction requirements through the
implementation of post-construction BMPs as described in Section XIII of the order.
5 Regional Standard Drawing D-40 – Rip Rap Energy Dissipater is also acceptable for velocity reduction.
6 Not all projects will have every waste identified. The applicant is responsible for identifying wastes that will be
onsite and applying the appropriate BMP. For example, if concrete will be used, BMP WM-8 must be selected.
WQMP 9
Template Date: October 31st, 2018 Preparation Date: September 14, 2020
Step 4: Project type determination (Standard or Priority
Development Project)
Is the project part of another Priority Development Project (PDP)? ☒ Yes ☐ No
If so, Standard and PDP requirements apply. Go to Step 4.1 and select “PDP”
The project is (select one): ☒ New Development ☐ Redevelopment 7
The total proposed newly created or replaced impervious area is: 14,880 ft2
The total existing (pre-project) impervious area is: 0 ft2
The total area disturbed by the project is: 78,401 ft2
If the total area disturbed by the project is 1 acre (43,560 sq. ft.) or more OR the project is part of a larger
common plan of development disturbing 1 acre or more, a Waste Discharger Identification (WDID) number
must be obtained from the State Water Resources Control Board.
WDID: 9 33C390653
Is the project in any of the following categories, (a) through (f)?8
Yes
☒
No
☐
(a) New development projects that create 10,000 square feet or more of impervious surfaces
9(collectively over the entire project site). This includes commercial, industrial, residential,
mixed-use, and public development projects on public or private land.
Yes
☐
No
☒
(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
☐
No
☒
(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.
7 Redevelopment is defined as: The creation and/or replacement of impervious surface on an already developed
site. Examples include the expansion of a building footprint, road widening, the addition to or replacement of a
structure, and creation or addition of impervious surfaces. Replacement of impervious surfaces includes any
activity that is not part of a routine maintenance activity where impervious material(s) are removed, exposing
underlying soil during construction. Redevelopment does not include routine maintenance activities, such as
trenching and resurfacing associated with utility work; pavement grinding; resurfacing existing roadways; new
sidewalks construction; pedestrian ramps; or bike lanes on existing roads; and routine replacement of damaged
pavement, such as pothole repair.
8 Applicants should note that any development project that will create and/or replace 10,000 square feet or more of
impervious surface (collectively over the entire project site) is considered a new development.
10 WQMP
Preparation Date: September 14, 2020 Template Date: October 31st, 2018
Project type determination (continued)
Yes
☐
No
☒
(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 Chapter 1.4.2 for additional guidance.
Yes
☐
No
☒
(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
☒
No
☐
(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 Chapter 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).
Further guidance may be found in Chapter 1 and Table 1-2 of the BMP Design Manual.
The following is for redevelopment PDPs only:
The area of existing (pre-project) impervious area at the project site is: _______________ ft2 (A)
The total proposed newly created or replaced impervious area is _______________ ft2 (B)
Percent impervious surface created or replaced (B/A)*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 newly created or replaced impervious areas are
considered a PDP and subject to stormwater requirements
OR
☐ greater than fifty percent (50%) – the entire project site is considered a PDP and subject to
stormwater requirements
WQMP 11
Template Date: October 31st, 2018 Preparation Date: September 14, 2020
Step 4.1: Water Quality Management Plan requirements
Step Answer Progression
Is the project a Standard Project,
Priority Development Project (PDP), or
exception to PDP definitions?
To answer this item, complete Step 4
Project Type Determination Checklist,
and see PDP exemption information
below.
For further guidance, see Chapter 1.4
of the BMP Design Manual in its
entirety.
☐ Standard
Project
Standard Project requirements apply, STOP,
you have satisfied stormwater
requirements.
☒ PDP
Standard and PDP requirements apply.
Complete Exhibit A “PDP
Requirements.”
http://temeculaca.gov/wqmpa2
☐ PDP
Exemption
Go to Step 4.2 below.
Step 4.2: Exemption to PDP definitions
Is the project exempt from PDP definitions based on either of the following:
☐ Projects that are only new or retrofit paved sidewalks, bicycle
lanes, or trails that meet the following criteria:
(i) Designed and constructed to direct stormwater runoff to
adjacent vegetated areas, or other non-erodible permeable
areas; OR
(ii) Designed and constructed to be hydraulically disconnected
from paved streets or roads [i.e., runoff from the new
improvement does not drain directly onto paved streets or
roads]; OR
(iii) Designed and constructed with permeable pavements or
surfaces in accordance with City of Temecula Guidance on
Green Infrastructure;
If so:
Standard Project
requirements apply, AND
any additional requirements
specific to the type of
project. City concurrence
with the exemption is
required. Provide
discussion and list any
additional requirements
below in this form.
STOP, you have
satisfied stormwater
requirements.
☐ Projects that are only retrofitting or redeveloping existing paved
alleys, streets or roads that are designed and constructed in
accordance with the City of Temecula Guidance on Green
Infrastructure.
Complete Exhibit A
“PDP Requirements.”
Select Green Streets
Exemptions where
applicable.
Discussion / justification, and additional requirements for exceptions to PDP definitions, if applicable:
Project is not exempt from PDP requirements.
Exhibit A
City of Temecula
PRIORITY DEVELOPMENT PROJECT REQUIREMENTS
ii PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS
Preparation Date: September 14, 2020 Template Date: September 26, 2019
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PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS iii
Template Date: September 26, 2019 Preparation Date: September 14, 2020
Table of Contents
Table of Contents ......................................................................................................................... iii
Attachments ................................................................................................................................. iii
Preparer's Certification Page ........................................................................................................ v
Step 1: Site Information Checklist ........................................................................................... 7
Step 1.1: Description of Existing Site Condition and Drainage Patterns ............................. 7
Step 1.2: Description of Proposed Site Development and Drainage Patterns .................. 10
Step 1.3: Other Site Requirements and Constraints ......................................................... 12
Step 2: Strategy for Meeting PDP Performance Requirements ............................................ 14
Attachments
Attachment 1: Stormwater Pollutant Control BMP Selection
Attachment 1a: DMA Exhibit
Attachment 1b: 85th percentile 24-hour Isohyetal Map
Attachment 1c: Worksheet B.1-1 DCV
Attachment 1d: Structural Pollutant Control BMP Checklist(s)
Attachment 1e:
Attachment 1f:
Attachment 2: Hydromodification Control Measures
Attachment 2a: Applicability of HMP Requirements
Attachment 2b: HMP Exhibit(s)
Attachment 2c: Management of Critical Coarse Sediment Yield Areas
Attachment 2d: Flow Control Facility Design
Attachment 2e: Geomorphic Assessment of Receiving Channels (optional)
Attachment 2f: Vector Control Plan (if applicable)
Attachment 3: Structural BMP Maintenance Plan
Attachment 3a: Structural BMP Maintenance Thresholds and Actions
Attachment 3b: Maintenance Agreements / Notifications (when applicable)
Attachment 3c: Individual Structural BMP DMA Map book
Attachment 4: City of Temecula PDP Structural BMP Verification for DPW Permitted Land
Development Projects
Attachment 5: Copy of Plan Sheets Showing Permanent Stormwater BMPs
Attachment 6: Copy of Project's Drainage Report
Attachment 7: Copy of Project's Geotechnical and Groundwater Investigation Report
iv PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS
Preparation Date: September 14, 2020 Template Date: September 26, 2019
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vi PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS
Preparation Date: September 14, 2020 Template Date: September 26, 2019
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PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS 7
Template Date: September 26, 2019 Preparation Date: September 14, 2020
Step 1: Site Information Checklist
Step 1.1: Description of Existing Site Condition and Drainage Patterns
Project Watershed (Complete Hydrologic Unit,
Area, and Subarea Name with Numeric Identifier;
e.g., 902.52 Santa Margarita HU, Pechanga HA,
Wolf HSA)
902.32 Long Canyon, Santa Margarita HU,
Murrieta HA, Murrieta HSA
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:
Project site is currently vacant land.
Existing Land Cover Includes (select all that apply and provide each area on site):
☒ Pervious Area 1.800 Acres ( 78,401 Square Feet)
☐ Impervious Areas _______ Acres (_______Square Feet)
Description / Additional Information:
Project site is currently vacant land.
8 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS
Preparation Date: September 14, 2020 Template Date: September 26, 2019
How is stormwater runoff conveyed from the site? At a minimum, this description should
answer:
(1) Whether existing drainage conveyance is natural or urban;
(2) Is runoff from offsite conveyed through the site? If yes, describe the offsite drainage areas,
design flows, and locations where offsite flows enter the project site, and summarize how such
flows are conveyed through the site;
(3) Provide details regarding existing project site drainage conveyance network, including any
existing storm drains, concrete channels, swales, detention facilities, stormwater treatment
facilities, natural or constructed channels; and
(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. Reference the Drainage report Attachment for detailed calculations.
Describe existing site drainage patterns:
Hydrology Note: Please refer to the hydrology report provided for refence Attachment 6 for full
details.
(1) The project site currently sheet flows overland to compliance/confluence points A, B,
and C along the property lines. In addition, points B and C confluence approximately
offsite about 30 feet beyond the property line.
(2) Off-site flows are conveyed through the project site via a proposed storm drain under
the proposed driveway to maintain natural drainage patterns. In addition, a new swale
is being proposed at the base of the main slope to promote the safe conveyance of
flows and to prevent localized erosion.
(3) There are no non-natural drainage facilities or features on the project site currently.
(4) The following is summary of the existing conditions calculations from the hydrology
report:
EXISTING CONDITIONS RUNOFF COEFFICIENTS
DRAINAGE
SUB-AREA
QUALITY OF COVER SOIL GROUP C
GENERAL
(ADJUSTED TO AMCII)
ALL POOR,
UNMAINTAINED UNDISTURBED NATURAL
PROPOSED CONDITIONS RUNOFF COEFFICIENTS
DRAINAGE
SUB-AREA
QUALITY OF COVER SOIL GROUP C
GENERAL
(ADJUSTED TO AMCII)
1.1 – 1.3; 1.6; 1.8 1.10 – 1.11
2.1 – 2.2
3.2
POOR,
UNMAINTAINED UNDISTURBED NATURAL
1.4 – 1.5; 1.7; 1.9
3.1
URBAN – SINGLE
FAMILY
RESIDENTIAL
SINGLE-FAMILY
RESIDENTIAL
1 DU / ACRE
PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS 9
Template Date: September 26, 2019 Preparation Date: September 14, 2020
CONFLUENCE POINT A EXISTING CONDITIONS SUMMARY
DATA 100-YEAR
TIME OF CONCENTRATION (MIN) 6.49
INTENSITY (IN/HR) 4.861
AREA (ACRES) 4.549
TOTAL DISCHARGE (CFS) 17.5
VELOCITY (FPS) 6.1
CONFLUENCE POINT B EXISTING CONDITIONS SUMMARY
DATA 100-YEAR
TIME OF CONCENTRATION (MIN) 5.37
INTENSITY (IN/HR) 4.901
AREA (ACRES) 0.507
TOTAL DISCHARGE (CFS) 2.2
VELOCITY (FPS) 7.4
CONFLUENCE POINT C EXISTING CONDITIONS SUMMARY
DATA 100-YEAR
TIME OF CONCENTRATION (MIN) 5.37
INTENSITY (IN/HR) 4.902
AREA (ACRES) 0.318
TOTAL DISCHARGE (CFS) 1.4
VELOCITY (FPS) 7.4
10 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS
Preparation Date: September 14, 2020 Template Date: September 26, 2019
Step 1.2: Description of Proposed Site Development and Drainage Patterns
Project Description / Proposed Land Use and/or Activities:
The project proposes the construction of a new single-family residence and associated
landscaping, storm drains, paving, BMPs and planting.
Proposed Land Cover Includes (select all that apply and provide each area on site):
Existing to Remain
☐ Pervious Area _______ Acres (_______ Square Feet) -- N/A, rest of site
☐ Impervious Areas _______ Acres (_______ Square Feet) --- N/A
Existing to Be Replaced
☒ Pervious Area: 1.458 Acres (63,522 Square Feet)
☐ Impervious Areas _______ Acres (_______ Square Feet)
Newly Created
☒ Pervious Area 1.458 Acres (63,522 Square Feet)
☒ Impervious Areas 0.342 Acres (14,880 Square Feet)
Total
☒ Pervious Area: 1.458 Acres (63,522 Square Feet)
☒ Impervious Areas: 0.347 Acres (14,880 Square Feet)
Description / Additional Information:
List/describe proposed impervious features of the project (e.g., buildings, roadways, parking
lots, courtyards, athletic courts, other impervious features):
Single-family residence, driveway, patio
List/describe proposed pervious features of the project (e.g., landscape areas):
Landscaping, revegetated slopes
Describe any grading or changes to site topography:
Only grading in support of the proposed single-family residence is proposed
PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS 11
Template Date: September 26, 2019 Preparation Date: September 14, 2020
Provide details regarding the proposed project site drainage conveyance network, including
storm drains, concrete channels, swales, detention facilities, stormwater 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.
Describe proposed site drainage patterns:
The project site maintains the same compliance points in the proposed conditions as the
existing conditions per the Hydrology and Hydraulics Report provided for reference in
Attachment 6.
CONFLUENCE POINT A PROPOSED CONDITIONS SUMMARY
DATA 100-YEAR
TIME OF CONCENTRATION (MIN) 7.45
INTENSITY (IN/HR) 4.095
AREA (ACRES) 4.846
TOTAL DISCHARGE (CFS) 17.1
VELOCITY (FPS) 4.8
CONFLUENCE POINT B PROPOSED CONDITIONS SUMMARY
DATA 100-YEAR
TIME OF CONCENTRATION (MIN) 5.14
INTENSITY (IN/HR) 5.021
AREA (ACRES) 0.288
TOTAL DISCHARGE (CFS) 1.3
VELOCITY (FPS) 6.2
CONFLUENCE POINT C PROPOSED CONDITIONS SUMMARY
DATA 100-YEAR
TIME OF CONCENTRATION (MIN) 9.44
INTENSITY (IN/HR) 3.595
AREA (ACRES) 0.497
TOTAL DISCHARGE (CFS) 1.6
VELOCITY (FPS) 8.1
COMPLIANCE POINT A COMPARISON
DATA EXISTING
CONDITIONS
100-YEAR
PROPOSED
CONDITION
100-YEAR
COMPARISON
TIME OF CONCENTRATION (MIN) 6.49 7.45 + 0.96
INTENSITY (IN/HR) 4.861 4.095 - 0.766
AREA (ACRES) 4.549 4.846 + 0.297
TOTAL DISCHARGE (CFS) 17.5 17.1 - 0.4
VELOCITY (FPS) 6.1 4.8 - 1.3
12 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS
Preparation Date: September 14, 2020 Template Date: September 26, 2019
COMPLIANCE POINT B COMPARISON
DATA EXISTING
CONDITIONS
100-YEAR
PROPOSED
CONDITION
100-YEAR
COMPARISON
TIME OF CONCENTRATION (MIN) 5.37 5.14 - 0.23
INTENSITY (IN/HR) 4.901 5.021 + 0.120
AREA (ACRES) 0.507 0.288 - 0.219
TOTAL DISCHARGE (CFS) 2.2 1.3 - 0.9
VELOCITY (FPS) 7.4 6.2 - 1.2
COMPLIANCE POINT C COMPARISON
DATA EXISTING
CONDITIONS
100-YEAR
PROPOSED
CONDITION
100-YEAR
COMPARISON
TIME OF CONCENTRATION (MIN) 5.37 9.44 + 4.07
INTENSITY (IN/HR) 4.902 3.595 + 1.307
AREA (ACRES) 0.318 0.497 + 0.179
TOTAL DISCHARGE (CFS) 1.4 1.6 + 0.2
VELOCITY (FPS) 7.4 8.1 + 0.7
Comparison Point B and C Note: It should be noted that although there is an increase at Comparison
Point C of 0.2 cfs in the 100-Tear Design Storm Event, there is also a decrease at Comparison Point B of
0.9 cfs. These two Comparison Points are taken at the physical property line; however, they will confluence
approximately 30 feet downstream of each other in another gully so the overall net decrease will be 0.7 cfs
in the 100-Year Design Storm Event to the downstream property owner as there are no improvements
between the property line at this downstream confluence.
Step 1.3: Other Site Requirements and Constraints
When applicable, list other site requirements or constraints that will influence stormwater
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.
No impacts to stormwater design are anticipated at this time. Self-Mitigating and Self-Retaining
Areas are being proposed and no structural treatment control BMPs will be required by the
project design.
PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS 13
Template Date: September 26, 2019 Preparation Date: September 14, 2020
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.
N/A
14 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS
Preparation Date: September 14, 2020 Template Date: September 26, 2019
Step 2: Strategy for Meeting PDP Performance Requirements
PDPs must implement BMPs to control pollutants in stormwater that may be discharged from a
project (see Chapter 5). PDPs subject to hydromodification management requirements must
implement flow control BMPs to manage hydromodification (see Chapter 6). Both stormwater
pollutant control and flow control can be achieved within the same BMP(s). Projects triggering
the 50% rule must address stormwater requirements for the entire site.
Structural BMPs must be verified by the City 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 Chapter 1.12). Structural BMPs must be maintained
into perpetuity, and the City must confirm the maintenance (see Chapter 7).
Provide a narrative description of the general strategy for pollutant control and flow control at
the project site in the box below. This information must describe how the steps for selecting and
designing stormwater pollutant control BMPs presented in Chapter 5.1 of the BMP Design
Manual were followed, and the results (type of BMPs selected). For projects requiring flow
control BMPs, indicate whether pollutant control and flow control BMPs are integrated or
separate. At the end of this discussion, provide a summary of all the BMPs within the project
including the type and number.
Describe the general strategy for BMP implementation at the site.
The project site will utilize re-vegetated landscaping to plant proposed slopes. All other DMA
sub-areas will drain to the main landscaping areas through dispersion areas and into tree wells
for additional controls. Tree well areas will facilitate retention and act as a Self-Retaining areas
before being safely discharged through rip rap dissipators to the same general locations as the
existing conditions.
Through the use of tree wells and Self-Retaining areas, the DCV of each DMA has been
reduced to o and therefore the MS4 permit requirements of retention are met prior to the
implementation of other BMPs.
In addition, the tree wells have been sized to mitigate HMP by treating 2.5 time (the soil factor)
of the DVC.
(Continue on following page as necessary.)
PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS 15
Template Date: September 26, 2019 Preparation Date: September 14, 2020
Description of structural BMP strategy continued
(Page reserved for continuation of description of general strategy for structural BMP
implementation at the site)
(Continued from previous page)
N/A
16 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS
Preparation Date: September 14, 2020 Template Date: September 26, 2019
ATTACHMENT 1
STORMWATER POLLUTANT CONTROL BMP SELECTION
Indicate which Items are Included behind this cover sheet:
Attachment
Sequence Contents Checklist
Special Considerations for
Redevelopment Projects (50% Rule)
see chapter 1.7 and Step 4 of
Appendix A.1.
☐ Less than or equal to fifty
percent (50%)
☐ Greater than fifty percent (50%)
Refer to Figure 5-1: Stormwater Pollutant Control BMP Selection Flow Chart
Attachment 1a DMA Exhibit (Required)
See DMA Exhibit Checklist on the
back of this form.
See Chapter 3.3.3 for guidance
☒ Included
☐ Entire project is designed with
Self-Mitigating and De-Minimis
DMAs. The project is compliant
with Pollution Control BMP sizing
requirements. STOP *
Attachment 1b Figure B.1-1: 85th Percentile 24-hour
Isohyetal Map with project location
☒ Included
Attachment 1c Worksheet B.2-1 DCV 1
☒ Included
Attachment 1d Applicable Site Design BMP Fact
Sheet(s) from Appendix E
☒ Included
☒ Entire project is designed with
Self-Retaining DMAs. The project
is compliant with Pollution Control
BMP sizing requirements. STOP *
Attachment 1e Structural Pollutant Control BMP
Checklist(s)
☐ Included
Attachment 1f Is Onsite Alternative Compliance
proposed?2
☐ No
☐ Yes - Include WQE worksheets
Attachment 1g Offsite Alternative Compliance
Participation Form - Pollutant Control
Refer to Figure 1-3:Pathways to
Participating in Offsite Alternative
Compliance Program
☐ Full Compliance Onsite
☐ Partial Compliance Onsite with
Offsite Alternative Compliance or
Full Offsite Alternative
Compliance. Document onsite
structural BMPs and complete
- Pollutant Control Offsite
Alternative Compliance
Participation Form, and
- WQE worksheets
* If this box is checked, the remainder of Attachment 1 does not need to be filled out.
1 All stormwater pollutant control worksheets have been automated and are available for download at:
https://www.sandiegocounty.gov/content/sdc/dpw/watersheds/DevelopmentandConstruction/BMP_Design_Manual.
html
2 Water Quality Equivalency Guidance and automated worksheets for Region 9:
http://www.projectcleanwater.org/water-quality-equivalency-guidance/
PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS 17
Template Date: September 26, 2019 Preparation Date: September 14, 2020
Atachmnet 1a: DMA Exhibit Checklist
See Chapter 3.3.3 for guidance
☒ Point(s) of Compliance
☒ Project Site Boundary
☒ Project Disturbed Area Footprint
☒ Drainage management area (DMA) boundaries, DMA ID numbers, DMA areas (square
footage or acreage), and DMA type (i.e., drains to structural BMP, self-retaining, self-
mitigating, or de-minimis) Note on exhibit de-minimis areas and discuss reason they could
not be included in Step 1.3 per section 5.2.2 of the manual. Include offsite areas receiving
treatment to mitigate Onsite Water Quality Equivalency.
☒ Include summary table of worksheet inputs for each DMA.
☒ Include description of self-mitigating areas.
☒ Potential pollutant source areas and corresponding required source control BMPs (see
Chapter 4, Appendix E.1, and Step 3.5)
☒ Proposed Site Design BMPs and surface treatments used to minimize imperviousness. Show
sections, details, and dimensions of site design BMP’s per chapter 5.2.3 (tree wells,
dispersion areas, rain gardens, permeable pavement, rain barrels, green roofs, etc.)
☐ Proposed Harvest and Use BMPs
☒ Underlying hydrologic soil group (Web Soil Survey)
☒ Existing natural hydrologic features (watercourses, seeps, springs, wetlands, pond, lake)
☒ Existing topography and impervious areas
☒ Proposed grading and impervious areas. If the project is a subdivision or spans multiple lots
show pervious and impervious totals for each lot.
☒ Existing and proposed site drainage network and connections to drainage offsite
☒ Potable water wells, onsite wastewater treatment systems (septic), underground utilities
☐ Structural BMPs (identify location, structural BMP ID No., type of BMP, and size/detail)
☐ Approximate depth to groundwater at each structural BMP
☐ Approximate infiltration rate and feasibility (full retention, partial retention, biofiltration) at
each structural BMP
☐ Critical coarse sediment yield areas to be protected and or conveyed through the project
site, if applicable.
☐ Temporary Construction BMPs. Include protection of source control, site design and
structural BMPs during construction.
18 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS
Preparation Date: September 14, 2020 Template Date: September 26, 2019
Attachment 1e: Structural Pollutant Control BMP Checklist
Provide the following items for each Structural BMP selected
Refer to Figure 5-2: Stormwater Pollutant Control Structural BMP Selection Flow Chart
DMA ID No. Structural BMP ID No. Construction Plan Sheet No.
☐ Worksheet B.3-1 Structural BMP Feasibility: Project-Scale BMP Feasibility Analysis
☐ Worksheet C.4-1: Categorization of Infiltration Feasibility Condition Refer to Appendices C
and D to complete.
☐ Not included because the entire project will use harvest and use BMPs
☐ Worksheet D.5-1 Infiltration & partial retention Safety Factor
Structural BMP Selection and Design (Chapter 5.5) complete an include the applicable
worksheet(s) found in appendix B and design criteria checklists from the associated fact sheets
found in appendix E for selected Structural BMP(s):
☐ Worksheet B.6-1 - 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)
☐ Retention by harvest and use (HU-1)
☐ Continuous simulation Model
☐ Worksheet B.4-1
☐ Infiltration basin (INF-1)
☐ Bioretention (INF-2)
☐ Permeable pavement (INF-3)
☐ Worksheet B.5-1
☐ Biofiltration with partial retention (PR-1)
☐ Biofiltration (BF-1)
☐ Biofiltration with Nutrient Sensitive Media Design (BF-2)
☐ Identification and Narrative of Receiving Water Pollutants of Concern
☐ Proprietary Biofiltration (BF-3)
☐ Appendix F checklist
☐ Identification and Narrative of Receiving Water Pollutants of Concern
☐ Worksheet B.5-3 Minimum Footprint
☐ Worksheet B.5-4 Biofiltration + Storage
☐ Selected BMPs have been designed to address the entire DCV. The DMA is compliant with
Pollution Control BMP sizing requirements. STOP *
☐ Other (describe in discussion section below)
☐ Worksheet B.6-1 - Flow-thru treatment control with alternative compliance (provide BMP
type/description in discussion section below)
☐ Describe in discussion section below why the remaining BMP size could not fit on site.
☐ Identification and Narrative of Receiving Water Pollutants of Concern
☐ Selection of Flow-Thru Treatment Control BMPs with high or medium effectiveness
☐ FT-1 Vegetated swales
☐ FT-2 Media Filters
☐ FT-3 Sand Filters
☐ FT-4 Dry Extended Detention Basin
☐ FT-5 Proprietary flow-thru treatment control
☐ Pollutant Control Offsite Alternative Compliance Participation form
☐ Water Quality Equivalency Worksheets20
PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS 19
Template Date: September 26, 2019 Preparation Date: September 14, 2020
Purpose:
☐ Pre-treatment/forebay for another structural BMP
☐ Pollutant control only
☐ Combined pollutant control and hydromodification control (see Attachment 2)
☐ 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 (See Chapter 1.12 of the BMP Design
Manual)
Who will be the final owner of this BMP?
☐ HOA ☐ Property Owner ☐ City
☐ Other (describe)
Who will maintain this BMP into perpetuity?
☐ HOA ☐ Property Owner ☐ City
☐ Other (describe)
Discussion (as needed):
(Continue on subsequent pages as necessary)
* If this box is checked, Worksheet B.6-1 does not need to be filled out.
20 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS
Preparation Date: September 14, 2020 Template Date: September 26, 2019
Identification and Narrative of Receiving Water and Pollutants of Concern
Describe flow path of stormwater from the project site discharge location(s), through urban
storm conveyance systems as applicable, to receiving creeks, rivers, and lagoons as applicable,
and ultimate discharge to the Pacific Ocean (or bay, lagoon, lake or reservoir, as applicable):
Local drainage to Temecula Creek to Santa Margarita River to Margarita Lagoon to the Pacific
Ocean.
List any 303(d) impaired water bodies 3 within the path of stormwater 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 (see BMP Design Manual Appendix
B.6.1):
303(d) Impaired Water Body Pollutant(s)/Stressor(s)
TMDLs / WQIP Highest
Priority Pollutant
Temecula Creek
Chlorpyrifos, Copper Indicator
Bacteria, Total Dissolved
Solids, Toxicity
Santa Margarita River Indicator Bacteria, Iron,
Manganese, Nitrogen
Identification of Project Site Pollutants*
*Identification of project site pollutants below 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
Anticipated 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 ☐ ☐ ☐
3 The current list of Section 303(d) impaired water bodies can be found at
http://www.waterboards.ca.gov/water_issues/programs/water_quality_assessment/#impaired
PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS 21
Template Date: September 26, 2019 Preparation Date: September 14, 2020
Attachment 1g: Offsite Alternative Compliance Participation Form -
Pollutant Control
Refer to Chapter 1.8
Onsite Project Information
Record ID:
Assessor's Parcel Number(s) [APN(s)]
Quantity of Pollutant Control Debits or Credits (cubic feet)
☐ Debits
☐ Credits
*See Attachment 1 of the PDP WQMP
Offsite Project Information – Projects providing or receiving credits (add rows as needed)
Record ID: APN(s) Project Owner/Address Credit/Debit Quantity (cubic
feet)
1. ☐ Credit
☐ Debit
2. ☐ Credit
☐ Debit
3. ☐ Credit
☐ Debit
4. ☐ Credit
☐ Debit
5. ☐ Credit
☐ Debit
6. ☐ Credit
☐ Debit
Total sum of Credits and Debits (∑Credits -∑Debits) (cubic feet)
Additional Information
Are offsite project(s) in the same credit trading area as the onsite project? ☐ Yes
☐ No
Will projects providing credits be completed prior to completion of projects
receiving credits?
☐ Yes
☐ No
Are all deficits accounted for?
If No, onsite and offsite projects must be redesigned to account for all deficits.
☐ Yes
☐ No
Provide Alternative Compliance In-Lieu Fee Agreement and supporting WQE calculations
as part of this attachment.
A
B
SHO
W
A
L
T
E
R
R
O
A
D
SH
O
W
A
L
T
E
R
R
O
A
D
945-070-004
945-070-003
945-080-025
945-070-020
945-070-009
945-070-015
945-070-009
945-070-001
945-070-004
C
EARTHEN BERM DETAIL
APPROX SITE LOCATION
85TH=0.97
Category # Description i ii iii iv v vi vii viii ix x Units
1 Drainage Basin ID or Name DMA1 DMA2 DMA3 SRA unitless
2 85th Percentile 24-hr Storm Depth 2.43 2.43 2.43 0.97 inches
3 Impervious Surfaces Not Directed to Dispersion Area (C=0.90) 0 0 0 0 sq-ft
4 Semi-Pervious Surfaces Not Serving as Dispersion Area (C=0.30) 0 0 0 0 sq-ft
5 Engineered Pervious Surfaces Not Serving as Dispersion Area (C=0.10) 0 0 0 0 sq-ft
6 Natural Type A Soil Not Serving as Dispersion Area (C=0.10) 0 0 0 0 sq-ft
7 Natural Type B Soil Not Serving as Dispersion Area (C=0.14) 0 0 0 0 sq-ft
8 Natural Type C Soil Not Serving as Dispersion Area (C=0.23) 5,394 1,187 2,391 0 sq-ft
9 Natural Type D Soil Not Serving as Dispersion Area (C=0.30) 0 0 0 0 sq-ft
10 Does Tributary Incorporate Dispersion, Tree Wells, and/or Rain Barrels? Yes Yes Yes Yes No No No No No No yes/no
11 Impervious Surfaces Directed to Dispersion Area per SD-B (Ci=0.90) 9,743 1,042 3,067 1,255 sq-ft
12 Semi-Pervious Surfaces Serving as Dispersion Area per SD-B (Ci=0.30) 0 0 0 0 sq-ft
13 Engineered Pervious Surfaces Serving as Dispersion Area per SD-B (Ci=0.10) 3,640 9,850 10,042 3,013 sq-ft
14 Natural Type A Soil Serving as Dispersion Area per SD-B (Ci=0.10) 0 0 0 0 sq-ft
15 Natural Type B Soil Serving as Dispersion Area per SD-B (Ci=0.14) 0 0 0 0 sq-ft
16 Natural Type C Soil Serving as Dispersion Area per SD-B (Ci=0.23) 0 0 0 0 sq-ft
17 Natural Type D Soil Serving as Dispersion Area per SD-B (Ci=0.30) 0 0 0 0 sq-ft
18 Number of Tree Wells Proposed per SD-A 3 1 1 0 #
19 Average Mature Tree Canopy Diameter 20 20 20 0 ft
20 Number of Rain Barrels Proposed per SD-E 0 0 0 0 #
21 Average Rain Barrel Size 0 0 0 0 gal
22 Total Tributary Area 18,777 12,079 15,500 4,268 0 0 0 0 0 0 sq-ft
23 Initial Runoff Factor for Standard Drainage Areas 0.23 0.23 0.23 0.00 0.00 0.00 0.00 0.00 0.00 0.00 unitless
24 Initial Runoff Factor for Dispersed & Dispersion Areas 0.68 0.18 0.29 0.34 0.00 0.00 0.00 0.00 0.00 0.00 unitless
25 Initial Weighted Runoff Factor 0.55 0.18 0.28 0.34 0.00 0.00 0.00 0.00 0.00 0.00 unitless
26 Initial Design Capture Volume 2,091 440 879 117 0 0 0 0 0 0 cubic-feet
27 Total Impervious Area Dispersed to Pervious Surface 9,743 1,042 3,067 1,255 0 0 0 0 0 0 sq-ft
28 Total Pervious Dispersion Area 3,640 9,850 10,042 3,013 0 0 0 0 0 0 sq-ft
29 Ratio of Dispersed Impervious Area to Pervious Dispersion Area 2.70 0.10 0.30 0.40 n/a n/a n/a n/a n/a n/a ratio
30 Adjustment Factor for Dispersed & Dispersion Areas 0.15 0.00 0.00 0.00 1.00 1.00 1.00 1.00 1.00 1.00 ratio
31 Runoff Factor After Dispersion Techniques 0.14 0.02 0.04 0.00 n/a n/a n/a n/a n/a n/a unitless
32 Design Capture Volume After Dispersion Techniques 532 49 126 0 0 0 0 0 0 0 cubic-feet
33 Total Tree Well Volume Reduction 540 180 180 0 0 0 0 0 0 0 cubic-feet
34 Total Rain Barrel Volume Reduction 0 0 0 0 0 0 0 0 0 0 cubic-feet
35 Final Adjusted Runoff Factor 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 unitless
36 Final Effective Tributary Area 0 0 0 0 0 0 0 0 0 0 sq-ft
37 Initial Design Capture Volume Retained by Site Design Elements 2,099 571 933 117 0 0 0 0 0 0 cubic-feet
38 Final Design Capture Volume Tributary to BMP 0 0 0 0 0 0 0 0 0 0 cubic-feet
False
False
Automated Worksheet B.1: Calculation of Design Capture Volume (V2.0)
Dispersion
Area, Tree Well
& Rain Barrel
Inputs
(Optional)
Standard
Drainage Basin
Inputs
Results
Tree & Barrel
Adjustments
Initial Runoff
Factor
Calculation
Dispersion
Area
Adjustments
No Warning Messages
Category # Description i ii iii iv v vi vii viii ix x Units
1 Drainage Basin ID or Name DMA1 DMA2 DMA3 SRA - - - - - - unitless
2 85th Percentile Rainfall Depth 2.43 2.43 2.43 0.97 - - - - - - inches
3 Predominant NRCS Soil Type Within BMP Location C C C C unitless
4 Is proposed BMP location Restricted or Unrestricted for Infiltration Activities? Unrestricted Unrestricted Unrestricted Unrestricted unitless
5 Nature of Restriction n/a n/a n/a n/a unitless
6 Do Minimum Retention Requirements Apply to this Project?Yes Yes Yes Yes Yes Yes Yes Yes Yes Yes yes/no
7 Are Habitable Structures Greater than 9 Stories Proposed?No No No No yes/no
8 Has Geotechnical Engineer Performed an Infiltration Analysis?Yes Yes Yes Yes yes/no
9 Design Infiltration Rate Recommended by Geotechnical Engineer 3.430 3.430 3.430 3.430 in/hr
10 Design Infiltration Rate Used To Determine Retention Requirements 3.430 3.430 3.430 3.430 - - - - - - in/hr
11 Percent of Average Annual Runoff that Must be Retained within DMA 80.0% 80.0% 80.0% 80.0% - - - - - - percentage
12 Fraction of DCV Requiring Retention 0.99 0.99 0.99 0.99 - - - - - - ratio
13 Required Retention Volume 0 0 0 0 - - - - - - cubic-feet
False
False
Automated Worksheet B.2: Retention Requirements (V2.0)
Advanced
Analysis
Basic Analysis
Result
No Warning Messages
Category #Description i ii iii iv v vi vii viii ix x Units
1 Drainage Basin ID or Name DMA1 DMA2 DMA3 SRA ------sq-ft
2 Design Infiltration Rate Recommended 3.430 3.430 3.430 3.430 ------in/hr
3 Design Capture Volume Tributary to BMP 0 0 0 0 ------cubic-feet
4 Is BMP Vegetated or Unvegetated?Vegetated Vegetated Vegetated Vegetated unitless
5 Is BMP Impermeably Lined or Unlined?Unlined Unlined Unlined Unlined unitless
6 Does BMP Have an Underdrain?No Underdrain No Underdrain No Underdrain No Underdrain unitless
7 Does BMP Utilize Standard or Specialized Media?Standard Standard Standard Standard unitless
8 Provided Surface Area 1,390 422 504 3,013 sq-ft
9 Provided Surface Ponding Depth 4 4 4 4 inches
10 Provided Soil Media Thickness 30 30 30 30 inches
11 Provided Gravel Thickness (Total Thickness)0 0 0 0 inches
12 Underdrain Offset inches
13 Diameter of Underdrain or Hydromod Orifice (Select Smallest)inches
14 Specialized Soil Media Filtration Rate in/hr
15 Specialized Soil Media Pore Space for Retention unitless
16 Specialized Soil Media Pore Space for Biofiltration unitless
17 Specialized Gravel Media Pore Space unitless
18 Volume Infiltrated Over 6 Hour Storm 0 0 0 0 0 0 0 0 0 0 cubic-feet
19 Ponding Pore Space Available for Retention 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 1.00 unitless
20 Soil Media Pore Space Available for Retention 0.25 0.25 0.25 0.25 0.05 0.05 0.05 0.05 0.05 0.05 unitless
21 Gravel Pore Space Available for Retention (Above Underdrain)0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 unitless
22 Gravel Pore Space Available for Retention (Below Underdrain)0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 0.40 unitless
23 Effective Retention Depth 11.50 11.50 11.50 11.50 0.00 0.00 0.00 0.00 0.00 0.00 inches
24 Fraction of DCV Retained (Independent of Drawdown Time)0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ratio
25 Calculated Retention Storage Drawdown Time 6 6 6 6 0 0 0 0 0 0 hours
26 Efficacy of Retention Processes 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ratio
27 Volume Retained by BMP (Considering Drawdown Time)0 0 0 0 0 0 0 0 0 0 cubic-feet
28 Design Capture Volume Remaining for Biofiltration 0 0 0 0 0 0 0 0 0 0 cubic-feet
29 Max Hydromod Flow Rate through Underdrain 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 cfs
30 Max Soil Filtration Rate Allowed by Underdrain Orifice 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 in/hr
31 Soil Media Filtration Rate per Specifications 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 5.00 in/hr
32 Soil Media Filtration Rate to be used for Sizing 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 in/hr
33 Depth Biofiltered Over 6 Hour Storm 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 inches
34 Ponding Pore Space Available for Biofiltration 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 unitless
35 Soil Media Pore Space Available for Biofiltration 0.00 0.00 0.00 0.00 0.20 0.20 0.20 0.20 0.20 0.20 unitless
36 Gravel Pore Space Available for Biofiltration (Above Underdrain)0.00 0.00 0.00 0.00 0.40 0.40 0.40 0.40 0.40 0.40 unitless
37 Effective Depth of Biofiltration Storage 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 inches
38 Drawdown Time for Surface Ponding 1 1 1 1 0 0 0 0 0 0 hours
39 Drawdown Time for Effective Biofiltration Depth 0 0 0 0 0 0 0 0 0 0 hours
40 Total Depth Biofiltered 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 inches
41 Option 1 - Biofilter 1.50 DCV: Target Volume 0 0 0 0 0 0 0 0 0 0 cubic-feet
42 Option 1 - Provided Biofiltration Volume 0 0 0 0 0 0 0 0 0 0 cubic-feet
43 Option 2 - Store 0.75 DCV: Target Volume 0 0 0 0 0 0 0 0 0 0 cubic-feet
44 Option 2 - Provided Storage Volume 0 0 0 0 0 0 0 0 0 0 cubic-feet
45 Portion of Biofiltration Performance Standard Satisfied 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ratio
46 Do Site Design Elements and BMPs Satisfy Annual Retention Requirements?Yes Yes Yes Yes ------yes/no
47 Overall Portion of Performance Standard Satisfied (BMP Efficacy Factor)0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 ratio
48 Deficit of Effectively Treated Stormwater n/a n/a n/a n/a n/a n/a n/a n/a n/a n/a cubic-feet
Biofiltration
Calculations
False
False
False
False
Result
False
False
No Warning Messages
Retention
Calculations
Automated Worksheet B.3: BMP Performance (V2.0)
False
False
BMP Inputs
Perc Test
No.
Date:3/12/2020
LD19-3729
The conversion equation is used:
r =6.00 inches
w =0.00 inches req = 0.00 inches
Time interval Δt =60.0 minutes
Initial height of water during selected time interval Ho = 8.00 inches
Final height of water during selected time interval Hf = 0.00 inches
Change in height of water during selected time interval ΔH =8.00 inches
Average head height over the selected time interval Havg = 4.00 inches
Converted infiltration rate per test data It = 3.43 inches/hour
County/City Case No:
ΔH(in) x 60 (min/hr) x r(in)
Δt(min) x [r(in) + 2Havg(in)]
Company Name:
Legend:
Percolation Conversion to Infiltration Rate
Porchet Method - Conversion of
Percolation Rate to Infiltration Rate
Designed by: Robert
Ventura Engineering Inland, Inc
Required Entries
Calculated Cells
If test hole is round - Enter radius here
If test hole is square - Enter average side width below
It (in/hr) =
Comments
PRELIMINARY DRAFT ‐ SUBJECT TO REVISION (MAY 2010)
APPROXIMATE
SITE LOCATION
MC GOVERN RESIDENCE 902.32
SANTA MARGARITA HU
MURRIETA HA
MURRIETA HSA
LONG CANYON
WATERSHED LOCATION MAP
Table 2-2. BENEFICIAL USES OF INLAND SURFACE WATERS
● Existing Beneficial Use 1 Waterbodies are listed multiple times if they cross hydrologic area or sub area boundaries.
○ Potential Beneficial Use 2 Beneficial use designations apply to all tributaries to the indicated waterbody, if not listed separately.
+ Excepted from MUN (See Text)
Table 2-2
BENEFICIAL USES 2 - 21
BENEFICIAL USE
Inland Surface Waters 1, 2
Hydrologic
Unit Basin
Number
M
U
N
A
G
R
I
N
D
P
R
O
C
G
W
R
F
R
S
H
P
O
W
R
E
C
1
R
E
C
2
B
I
O
L
W
A
R
M
C
O
L
D
W
I
L
D
R
A
R
E
S
P
W
N
San Onofre Creek Watershed – continued
Las Flores Creek 1.52 +● ● ● ●●● ●
Piedra de Lumbre Canyon 1.52 +● ● ● ●●● ●
unnamed intermittent coastal streams 1.52 +● ● ● ● ●
Aliso Canyon 1.53 +● ● ● ●●● ●
French Canyon 1.53 +● ● ● ● ● ●
Cockleburr Canyon 1.53 +● ● ● ● ●
Santa Margarita River Watershed
Santa Margarita River 2.22 ● ● ● ● ● ● ● ● ●
Murrieta Creek 2.31 ● ● ● ● ○ ● ● ●
Bundy Canyon 2.31 ● ● ● ● ○ ● ● ●
Slaughterhouse Canyon 2.31 ● ● ● ● ○ ● ● ●
Murrieta Creek 2.32 ● ● ● ● ○ ● ● ●
Murrieta Creek 2.52 ● ● ● ● ● ○ ● ● ●
Cole Canyon 2.32 ● ● ● ● ○ ● ●● ●
Miller Canyon 2.32 ● ● ● ● ○ ● ● ●
Warm Springs Creek 2.36 ● ● ● ● ○ ● ● ●
Diamond Valley 2.36 ● ● ● ● ○ ● ● ●
Table 2-2. BENEFICIAL USES OF INLAND SURFACE WATERS
● Existing Beneficial Use 1 Waterbodies are listed multiple times if they cross hydrologic area or sub area boundaries.
○ Potential Beneficial Use 2 Beneficial use designations apply to all tributaries to the indicated waterbody, if not listed separately.
3 Rainbow Creek is designated as an impaired water body for total nitrogen and total phosphorus pursuant to Clean
Water Act section 303(d). Total Maximum Daily Loads (TMDLs) have been adopted to address these impairments.
See Chapter 3, Water Quality Objectives for Biostimulatory Substances and Chapter 4, Total Maximum Daily Loads.
Table 2-2
BENEFICIAL USES 2 - 25
BENEFICIAL USE
Inland Surface Waters 1, 2
Hydrologic
Unit Basin
Number
M
U
N
A
G
R
I
N
D
P
R
O
C
G
W
R
F
R
S
H
P
O
W
R
E
C
1
R
E
C
2
B
I
O
L
W
A
R
M
C
O
L
D
W
I
L
D
R
A
R
E
S
P
W
N
Santa Margarita River Watershed - continued
Temecula Creek 2.51 ● ● ● ● ● ○ ● ● ●
Temecula Creek 2.52 ● ● ● ● ● ○ ● ● ●
Pechanga Creek 2.52 ● ● ● ● ● ○ ● ● ●
Rainbow Creek3 2.23 ● ● ● ● ● ● ● ● ●
Rainbow Creek3 2.22 ● ● ● ● ● ● ● ● ●
Sandia Canyon 2.22 ● ● ● ● ● ● ● ● ●
Walker Basin 2.22 ● ● ● ● ● ● ● ●
Santa Margarita River 2.21 ● ● ● ● ● ● ● ● ●
DeLuz Creek 2.21 ● ● ● ● ● ● ● ● ● ●
Cottonwood Creek 2.21 ● ● ● ● ● ● ● ●
Camps Creek 2.21 ● ● ● ● ● ● ● ● ●
Fern Creek 2.21 ● ● ● ● ● ● ● ● ●
Roblar Creek 2.21 ● ● ● ● ● ● ● ●
O’Neill Lake 2.13 See Reservoirs & Lakes – Table 2-4
Santa Margarita River 2.13 ● ● ● ● ● ● ● ● ● ●
Wood Canyon 2.13 ● ● ● ● ● ● ● ●
Santa Margarita River 2.12 ● ● ● ● ● ● ● ● ● ●
Table 2-2. BENEFICIAL USES OF INLAND SURFACE WATERS
● Existing Beneficial Use 1 Waterbodies are listed multiple times if they cross hydrologic area or sub area boundaries.
2 Beneficial use designations apply to all tributaries to the indicated waterbody, if not listed separately.
Table 2-2
BENEFICIAL USES 2 - 26
BENEFICIAL USE
Inland Surface Waters 1, 2
Hydrologic
Unit Basin
Number
M
U
N
A
G
R
I
N
D
P
R
O
C
G
W
R
F
R
S
H
P
O
W
R
E
C
1
R
E
C
2
B
I
O
L
W
A
R
M
C
O
L
D
W
I
L
D
R
A
R
E
S
P
W
N
Santa Margarita River Watershed - continued
Santa Margarita River 2.11 ● ● ● ● ● ● ● ● ● ●
Pueblitos Canyon 2.11 ● ● ● ● ● ● ● ● ●
Newton Canyon 2.11 ● ● ● ● ● ● ● ●
Santa Margarita Lagoon 2.11 See Coastal Waters – Table 2-3
San Luis Rey River Watershed
San Luis Rey River 3.32 ● ● ● ● ● ● ● ● ● ●
Johnson Canyon 3.32 ● ● ● ● ● ● ● ● ● ●
San Luis Rey River 3.31 ● ● ● ● ● ● ● ● ● ●
Canada Aguanga 3.31 ● ● ● ● ● ● ● ● ● ●
Dark Canyon 3.31 ● ● ● ● ● ● ● ● ● ●
Bear Canyon 3.31 ● ● ● ● ● ● ● ● ● ●
Cow Canyon 3.31 ● ● ● ● ● ● ● ● ● ●
Blue Canyon 3.31 ● ● ● ● ● ● ● ● ● ●
Rock Canyon 3.31 ● ● ● ● ● ● ● ● ● ●
Agua Caliente Creek 3.31 ● ● ● ● ● ● ● ● ● ●
unnamed Tributary 3.31 ● ● ● ● ● ● ● ● ● ● ●
Canada Agua Caliente 3.31 ● ● ● ● ● ● ● ● ● ●
Table 2-3. BENEFICIAL USES OF COASTAL WATERS
1 Includes the tidal prisms of the Otay and Sweetwater Rivers.
2 Fishing from shore or boat permitted, but other water contact recreational (REC-1) uses are prohibited.
3 The Shelter Island Yacht Basin portion of San Diego Bay is designated as an impaired water body for dissolved copper pursuant to Clean Water Act
section 303(d). A Total Maximum Daily Load (TMDL) has been adopted to address this impairment. See Chapter 3, Water Quality Objectives for Pesticides,
Toxicity and Toxic Pollutants and Chapter 4, Total Maximum Daily Loads.
● Existing Beneficial Use
Table 2-3 2 - 52
BENEFICIAL USES
BENEFICIAL USE
Coastal Waters
Hydrologic
Unit Basin
Number
I
N
D
N
A
V
R
E
C
1
R
E
C
2
C
O
M
M
B
I
O
L
E
S
T
W
I
L
D
R
A
R
E
M
A
R
A
Q
U
A
M
I
G
R
S
P
W
N
W
A
R
M
S
H
E
L
L
Pacific Ocean ●●●●●● ● ●●● ●● ●
Dana Point Harbor ●●●●● ● ●● ●● ●
Del Mar Boat Basin ●●●●● ● ●● ●● ●
Mission Bay ● ●●● ●● ●● ●● ●
Oceanside Harbor ●●●●● ● ●● ●● ●
San Diego Bay 1, 3 ●●●●●● ●● ●● ●● ●
Coastal Lagoons
Tijuana River Estuary 11.11 ●●●● ●● ●● ●● ●
Mouth of San Diego River 7.11 ●●● ●● ●● ●● ●
Famosa Slough and Channel 7.11 ●●● ●● ●● ●● ●
Los Penasquitos Lagoon 2 6.10 ●● ● ●● ●● ●● ●
San Dieguito Lagoon 5.11 ●● ● ●● ●● ●●
Batiquitos Lagoon 4.51 ●● ● ●● ●● ●●
San Elijo Lagoon 4.61 ●● ● ●● ●● ●●
Agua Hedionda Lagoon 4.31 ● ●●●● ●● ●●● ●● ●
Table 2-3. BENEFICIAL USES OF COASTAL WATERS
2 Fishing from shore or boat permitted, but other water contact recreational (REC-1) uses are prohibited.
● Existing Beneficial Use
○ Potential Beneficial Use
BENEFICIAL USE S Hydrologic
Unit Basin
Number
R R
E
C
2
C
O
M
M
B W R A M S W I N E M H E I I A Q I P A Coastal Waters N A S A E C O
L
L R U G W R D V T R L 1 D E A R N M L
Coastal Lagoons - continued
●● ● ○● ●● ● 2 Buena Vista Lagoon 4.21
●● ●● ●● Loma Alta Slough 4.10
●● ● ●● ● Mouth of San Luis Rey River 3.11
●● ●● ●● ●● Santa Margarita Lagoon 2.11
●● ● ●● Aliso Creek Mouth 1.13
●● ● ●● ● ● San Juan Creek Mouth 1.27
●● ● ● ●● ●● San Mateo Creek Mouth 1.40
●● ● ●● ●● San Onofre Creek Mouth 1.51
Table 2-3 2 - 53
BENEFICIAL USES
Table 2-5. BENEFICIAL USES OF GROUND WATERS
2 These beneficial uses do not apply westerly of the right-of-way of Interstate 5 and this area is excepted from the sources of drinking water policy.
The beneficial uses for the remainder of the hydrologic area are as shown.
● Existing Beneficial Use
BENEFICIAL USE
Ground Water
Hydrologic
Unit Basin
Number
M
U
N
A
G
R
I
N
D
P
R
O
C
F
R
S
H
G
W
R
SANTA MARGARITA HYDROLOGIC UNIT 2.00
Ysidora HA 2 2.10 ● ● ● ●
DeLuz HA 2.20 ● ● ●
Murrieta HA 2.30 ● ● ● ●
Auld HA 2.40 ● ● ●
Pechanga HA 2.50 ● ● ●
Wilson HA 2.60 ● ● ○
Cave Rocks HA 2.70 ● ●
Aguanga HA 2.80 ● ● ●
Oakgrove HA 2.90 ● ●
○ Potential Beneficial Use
Table 2-5
BENEFICIAL USES 2 - 58
SD-A Tree Well
www.sandiegocounty.gov/stormwater E-28 Effective January 1, 2019
E.7 SD-A Tree Wells
Tree Wells (Source: County of San Diego LID Manual – EOA, Inc.)
Description
Trees planted to intercept rainfall and runoff as described in this fact sheet may be used as storm water
management measures to provide runoff reduction of the DCV per Appendix B.1.4. Additional
benefits associated with tree wells, include energy conservation, air quality improvement, and aesthetic
enhancement. In addition to the requirements provided in this fact sheet, tree wells located in the
County Right-of-Way shall follow requirements in Appendix K of this manual. Deviations from the
outlined criteria ay be approved at the discretion of County staff. Typical storm water management
benefits associated with trees include:
•Interception of rainfall – tree surfaces (roots, foliage, bark, and branches) intercept,
evaporate, store, or convey precipitation to the soil before it reaches surrounding impervious
surfaces
•Reduced erosion – trees protect denuded area by intercepting or reducing the velocity of rain
drops as they fall through the tree canopy
•Increased infiltration – soil conditions created by roots and fallen leaves promote infiltration
•Treatment of storm water – trees provide treatment through uptake of nutrients and other
storm water pollutants (phytoremediation) and support of other biological processes that
break down pollutants
MS4 Permit Category
Site Design
Retention
Manual Category
Site Design
Infiltration
Applicable Performance
Standard
Site Design
Pollutant Control
Flow Control
Primary Benefits
Volume Reduction
SD-A Tree Well
www.sandiegocounty.gov/stormwater E-29 Effective January 1, 2019
Typical tree well system components
include:
•Trees of the appropriate
species for site conditions and
constraints. Refer to the Plant
List in this fact sheet.
•Available soil media reservoir
volume based on mature tree
size, soil type, water
availability, surrounding land
uses, and project goals
•Optional suspended pavement
design to provide structural
support for adjacent pavement
without requiring compaction
of underlying layers
•Optional root barrier devices as needed; a root barrier is a device installed in the ground,
between a tree and the sidewalk, intended to guide roots down and away from the sidewalk in
order to prevent sidewalk lifting from tree roots.
•Optional tree grates; to be considered to maximize available space for pedestrian circulation
and to protect tree roots from compaction related to pedestrian circulation; tree grates are
typically made up of porous material that will allow the runoff to soak through.
•Optional shallow surface depression for ponding of excess runoff
•Optional planter box drain
Design Adaptations for Project Goals
Site design BMP to provide incidental treatment. Tree wells primarily function as site design
BMPs for incidental treatment.
Pollutant Control BMP to provide treatment. Project proponents are allowed to design trees to
reduce the volume of stormwater runoff that requires treatment, (the Design Capture Volume [DCV]),
or completely fulfill the pollutant control BMP requirements by retaining the entire DCV. Benefits
from tree wells are accounted for by using the volume reduction values in Table B.1-3 presented in
Appendix B. This credit can apply to other trees that are used for landscaping purposes that meet the
same criteria. Project proponents are required to provide calculations supporting the amount of credit
claimed from implementing trees within the project footprint.
Flow Control BMP to meet hydromodification requirements. Project proponents are also allowed
to design tree wells as a flow control BMP. Benefits from tree wells are accounted for by using the
Schematic of Tree Well
SD-A Tree Well
www.sandiegocounty.gov/stormwater E-30 Effective January 1, 2019
DCV multipliers listed below. Project proponents are required to provide calculations showing that
the entire DCV including the DCV multiplier is retained.
Design Criteria and Considerations
Tree Wells, whether designed as Site Design BMPs, as Stormwater Pollutant Control BMP, or as a
Flow Control BMP must meet the following design criteria and considerations, and if placed in the
right-of-way must be consistent with the County of San Diego Green Streets Design Criteria and
Green Streets Standard Drawings in Appendix K. Deviations from the below criteria may be approved
at the discretion of the County staff if it is determined to be appropriate:
Siting and Design Intent/Rationale
□
Tree species is appropriately chosen for the
development (private or public). For public
rights-of-ways, local planning guidelines and
zoning provisions for the permissible species
and placement of trees are consulted. A list of
trees appropriate for site design that can be
used by all county municipalities are provided
in this fact sheet.
Proper tree placement and species
selection minimizes problems such as
pavement damage by surface roots and
poor growth.
□ Tree well placement: ensure area is graded;
and the well is located so that full amount of
DCV reduction drains to the well.
Minimizes short-circuiting of run off and
assures DCV reductions are retained
onsite.
SD-A Tree Well
www.sandiegocounty.gov/stormwater E-31 Effective January 1, 2019
Siting and Design Intent/Rationale
□
Location of trees planted along public
streets follows guidance on green
infrastructure (Appendix K). Vehicle and
pedestrian line of sight and clear recovery
zones are considered in tree selection and
placement.
Unless exemption is granted by County staff
the following minimum tree separation
distance is followed
Improvement
Minimum
distance to
tree well
Traffic Signal, Stop sign 20 feet
Underground Utility lines
(except sewer) 5 feet
Sewer Lines 10 feet
Above ground utility
structures (Transformers,
Hydrants, Utility poles, etc.)
10 feet
Driveways 10 feet
Intersections (intersecting
curb lines of two streets) 25 feet
Roadway safety for both vehicular and
pedestrian traffic is a key consideration
for placement along public streets.
□
Underground utilities and overhead wires
are considered in the design and avoided or
circumvented. Underground utilities are routed
around or through the planter in suspended
pavement applications. All underground
utilities are protected from water and root
penetration.
Tree growth can damage utilities and
overhead wires resulting in service
interruptions. Protecting utilities routed
through the planter prevents damage and
service interruptions. Refer to Section
6.6 of the Green Streets Design Criteria
in Appendix K for guidelines regarding
utility placement and potential conflict
with BMP facilities.
□
Suspended pavement was used for confined
Tree Well soil volume. Suspended pavement
design was developed where appropriate to
minimize soil compaction and improve
infiltration and filtration capabilities.
Suspended pavement designs as shown
in Page 7 of the Green Streets
Guidelines in Appendix K provide
structural support without compaction
of the underlying layers, thereby
promoting tree growth.
SD-A Tree Well
www.sandiegocounty.gov/stormwater E-32 Effective January 1, 2019
Siting and Design Intent/Rationale
Suspended pavement was constructed with an
approved structural cell.
Recommended structural cells include
poured in place concrete columns, Silva
Cells manufactured by Deeproot Green
Infrastructures and Stratacell and
Stratavault systems manufactured by
Citygreen Systems.
□
A minimum soil volume of 2 cubic feet per
square foot of mature tree canopy projection
area is provided for each tree. Canopy
projection area is the ground area beneath the
mature tree, measured at the drip line. Soil
volume must be within 1.5 times the mature
tree canopy radius. Soil depth shall be a
minimum of 30 inches deep, preferably 36
inches deep. When placing tree well next to
curb use Structural Soil as outlined in the
section below titled “Confined Tree Well Soil
Volume” and use Specifications in Appendix K
Use Amended Soil per Fact Sheet SD-F in all
other cases.
The minimum soil volume ensures that
there is adequate storage volume to
allow for unrestricted evapotranspiration
and infiltration.
A lower amount of soil volume may be
allowed at the discretion of County staff
if certified by a landscape architect or
agronomist. The retention credit from
the tree is directly proportional to the
soil volume provided for the tree.
□
To claim credit for existing trees, the root
structure of existing tree shall be protected and
additional soil volumes provided to meet the
above requirements.
A berm or well must be constructed around
the perimeter of the soil volume to be credited
and an inlet structure must be of the
appropriate size to allow runoff to enter the
well.
Considerations should be made to prevent root
and water intrusion damage to surrounding
infrastructure.
The minimum soil volume ensures that
there is adequate storage volume to
allow for unrestricted storage,
evapotranspiration, and infiltration.
A lower amount of soil volume may be
allowed at the discretion of County staff
if certified by a landscape architect or
agronomist. The retention credit from
the tree is directly proportional to the
soil volume provided for the tree.
□ DCV from the tributary area draining to the
tree is equal to or greater than the tree credit
volume
The minimum tributary area ensures that
the tree receives enough runoff to fully
utilize the infiltration and
evapotranspiration potential provided. In
cases where the minimum tributary area
is not provided, the tree credit volume
SD-A Tree Well
www.sandiegocounty.gov/stormwater E-33 Effective January 1, 2019
Siting and Design Intent/Rationale
must be reduced proportionately to the
actual tributary area.
□
Inlet opening to the tree that is at least 18
inches wide.
A minimum 2 inch drop in grade from the inlet
to the finish grade of the tree.
Grated inlets are allowed for pedestrian
circulation. Grates need to be ADA compliant
and have sufficient slip resistance.
Design requirement to ensure that the
runoff from the tributary area does not
bypass the BMP.
Different inlet openings and drops in
grade may be allowed at the discretion of
County staff if calculations are shown
that the diversion flow rate (Appendix
B.) from the tributary area can be
conveyed to the tree. In cases where the
inlet capacity is limiting the amount of
runoff draining to the tree, the tree
credit volume must be reduced
proportionately.
Conceptual Design and Sizing Approach for Site Design
Determine the areas where tree wells can be used in the site design to achieve incidental treatment.
Tree wells reduce runoff volumes from the site. Refer to Appendix B.2. Document the proposed tree
locations in the SWQMP.
Conceptual Design and Sizing Approach for Pollutant Control
When trees are proposed as a storm water pollutant control BMP, the project proponent must submit
detailed calculations for the DCV treated by trees. Document the proposed tree locations on the BMP
Plan & DMA Map, and provide sizing calculations in the SWQMP Attachment following the steps in
Appendix B.
Conceptual Design and Sizing Approach for Flow Control
When trees are proposed as a flow control BMP, the project proponent must submit detailed
calculations for the Required Retention Volume (RRV) treated by trees. Document the proposed tree
locations on the BMP Plan & DMA Map, and provide sizing calculations in the SWQMP Attachment.
Tree Wells that are designed to meet flow control requirements are designated as SSD BMPs.
1.Determine how much volume you need. The Required Retention Volume (RRV) is the volume
of rainfall that must be retained by the tree wells in the DMA to meet flow control requirements.
It is calculated by multiplying the DCV by a DCV multiplier.
SD-A Tree Well
www.sandiegocounty.gov/stormwater E-34 Effective January 1, 2019
a.Determine the DCV. See Appendix B.
b.Determine the DCV Multiplier. The DCV Multiplier is based on two factors: (1) The tree well
soil depth and, (2) The Hydrologic Soil Group. Once you know both values, determine the
DCV Multiplier using this table:
c.Calculate the Required Retention Volume (DCV x DCV Multiplier). Calculate the RRV by
multiplying the DCV by the DCV Multiplier. This is the volume of runoff that must be offset
by the Tree Well Credit Volume. Repeat this process for each DMA.
DCV Multiplier Table
Tree Well Soil Depth is the vertical distance from the top to the bottom of the soil layer in the tree
well. Hydrologic Soil Group describes the native soil surrounding the tree well. Soil type affects how
well water can infiltrate into the area surrounding the tree well. Group A soils provide the most
infiltration and Group D the least. If your soil type is unknown, you can assume Group D. But this
will result in larger DCV Multipliers, and in turn increase the size or number of tree wells needed.
Alternative Proposals: You can also propose RRV values or use methods and assumptions different
than those described here. Proposals must be based on SWMM modeling or other methods acceptable
to the County.
2.Determine how much volume you have. The Tree Well Credit Volume is the volume of runoff
retention in cubic feet per tree (ft3/tree) to be provided by each tree well (or group) in the DMA.
Together retain a volume that is equal to or greater than the RRV for the DMA.
The volume credited for each tree well is based on the mature canopy diameter of the tree species
selected. Any species listed below can be used in a tree well so long as it meets all other applicable
restrictions and requirements for the project area. Native and drought tolerant species are required
where feasible.
SD-A Tree Well
www.sandiegocounty.gov/stormwater E-35 Effective January 1, 2019
Botanical Name Common Name Mature
Height
(ft)
Mature
Canopy
Diameter
(ft)
Credit
Volume
per Tree
(ft3)
1 Ceanothus ‘Ray Hartman” California Mountain Lillac 30 10 40
2 Pittosporum Phillyraeoides Willow Pittosporum 25 15 100 3 Salix Lasiolepsis Arroyo Willow 25
4 Arbutus Unedo Strawberry Tree 30
20 180 5 Prunus Ilicifolia Hollyleaf Cherry 30
6 Prunus Lynoii Catalina Cherry 40
7 Cercis Occidentalis Western Redbud 25 25 290 8 Heteromeles Arbutifolia Toyon, Christmas Berry 25
9 Alnus Rhombifolia White Elder 75
30 420
10 Arbutus ‘Marina’ Hybrid Strawberry Tree 35
11 Chilopsis Linearis Desert Willow 30
12 Lyonothamnus Floribundus Catalina Ironwood 50
13 Magnolia Grandiflora Southern Magnolia 40
14 Pinus Torreyana Torrey Pines 80
15 Platanus Racemosa California sycamore 60
16 Quercus Agrifolia Coast Live Oak 70
17 Quercus Engelmannii Engelmann Oak 50
18 Quercus Suber Cork Oak 40
19 Sambucus Mexicana Blue Elderberry 30
Tree Palette Table
Below are sources for Tree Palette Mature Height and Mature Canopy Diameter:
A.Water Efficient Landscape Design Manual, County of San Diego, 2016
B.Sustainable Landscapes Guidelines, San Diego County Water Authority, 2015
C.Low Impact Development Handbook, County of San Diego, 2014
D.Low Impact Development Design Manual, City of San Diego, 2011
E. Street Tree Selection Guide, City of San Diego, 2013
F.Environmentally Friendly Garden Plant List, City of San Diego, 2004
G.BMP Design Manual, County of San Diego, 2016
H.California Native Plant Society. 2017
Alternative Species. Tree species other than those listed are allowable, but must be approved by the
SD-A Tree Well
www.sandiegocounty.gov/stormwater E-36 Effective January 1, 2019
County. If you know the mature canopy diameter of the species you want to propose, use the values
in the table to determine its credit volume. Note that even if you select a species with a canopy
diameter greater than 30 feet, the maximum credit any tree can generate is 420 ft3.
3.Determine if you have enough volume. Compare your total Tree Well Credit Volume from
Step 2 to the RRV you calculated in Step 1. Once your Credit Volume is equal to or greater than
your RRV, this requirement is satisfied. If your Credit Volume is initially too low, adjust your
design either to (1) increase it with more or bigger trees, or (2) decrease the RRV through DCV
reductions.
Tree wells will normally be placed at the discharge point of the DMA, either individually or in groups.
If some of them will retain runoff from different areas in the DMA, RRV and DCV calculations must
be specific to each subarea.
SD-A Tree Well
www.sandiegocounty.gov/stormwater E-37 Effective January 1, 2019
Tree Planting Design in New or Reconstructed Streetscapes
1.Maximized open soil area for tree planting is the most cost effective method of achieving the
required soil volume.
2.Tree wells within sidewalks shall have a minimum open area of four feet wide by six feet long.
Larger areas may be required to accommodate large root balls.
3. Tree well soil characteristics shall meet the requirements of SD-F Amended Soil.
Structural Requirements for Confined Tree Well Soil Volume
In order to provide adequate soil volume for tree wells, soils may be placed confined beneath adjacent
paved surfaces. Acceptable soil systems capable of carrying D-50 loading include structural soils,
structural slabs, and structural cells:
1.Structural soil systems include CU-StructuralSoilTM, Stalite Structural Soil, or equivalent.
2.Suspended pavements that allow uncompacted growing soil beneath the sidewalk include;
structural slabs that span between structural supports, structural cells, and other commercially
available structural systems. See Page 7 of the Green Streets Guidelines in Appendix K for
illustrations. Manufacturer details and certification must be provided for commercial systems.
Structural calculations and details must be provided for structural slab installations. Structural
cells are commercially-available structural systems placed subsurface that support the sidewalk
and are filled with amended soil (SD-F). Manufacturer details and certification must be
provided for commercial systems.
Stormwater Retention and Treatment Volume
Tree wells with expanded soil volume will serve as a method of capturing and retaining the required
volume of stormwater in accordance with County requirements in Appendix B of this manual. These
facilities can be designed to meet the County requirements when surface ponding volume is provided,
whether designed as an enclosed plant bed with covered soil volume, or a continuous open area (either
mulched or with turf) with soil volume under the adjacent sidewalk.
Maintenance Overview
Normal Expected Maintenance. Tree health shall be maintained as part of normal landscape
maintenance. Additionally, ensure that storm water runoff can be conveyed into the tree well as
designed. That is, the opening that allows storm water runoff to flow into the tree well (e.g., a curb
opening, tree grate, or surface depression) shall not be blocked, filled, re-graded, or otherwise changed
in a manner that prevents storm water from draining into the tree well. A summary table of standard
inspection and maintenance indicators is provided within this Fact Sheet.
SD-A Tree Well
www.sandiegocounty.gov/stormwater E-38 Effective January 1, 2019
Non-Standard Maintenance or BMP Failure. Trees wells are site design BMPs that normally do
not require maintenance actions beyond routine landscape maintenance. The normal expected
maintenance described above ensures the BMP functionality. If changes have been made to the tree
well entrance / opening such that runoff is prevented from draining into the tree well (e.g., a curb
inlet opening is blocked by debris or a grate is clogged causing runoff to flow around instead of into
the tree well, or a surface depression has been filled so runoff flows away from the tree well), the BMP
is not performing as intended to protect downstream waterways from pollution and/or erosion.
Corrective maintenance will be required to restore drainage into the tree well as designed.
Surface ponding of runoff directed into tree wells is expected to infiltrate/evapotranspirate within 24-
96 hours following a storm event. 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 or compaction of the soils surrounding the tree. Loosen or replace the soils to restore
drainage.
Other Special Considerations. Site design BMPs, such as tree wells, installed within a new
development or redevelopment project are components of an overall storm water management
strategy for the project. The presence of site design BMPs within a project is usually a factor in the
determination of the amount of runoff to be managed with structural BMPs (i.e., the amount of runoff
expected to reach downstream retention or biofiltration basins that process storm water runoff from
the project as a whole). When site design BMPs are not maintained or are removed, this can lead to
clogging or failure of downstream structural BMPs due to greater delivery of runoff and
pollutants than intended for the structural BMP. Therefore, the County Engineer may require
confirmation of maintenance of site design BMPs as part of their structural BMP
maintenance documentation requirements. Site design BMPs that have been installed as part of the
project should not be removed, nor should they be bypassed by re-routing roof drains or re-
grading surfaces within the project. If changes are necessary, consult the County Engineer to
determine requirements.
SD-A Tree Well
www.sandiegocounty.gov/stormwater E-39 Effective January 1, 2019
This page was left intentionally blank.
SD-A Tree Wells
www.sandiegocounty.gov/stormwater E-40 January 1, 2019
Summary of Standard Inspection and Maintenance
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 Inspection and Maintenance Frequency
Tree health Routine actions as necessary to maintain tree
health.
• Inspect monthly.
• Maintain when needed.
Dead or diseased tree Remove dead or diseased tree. Replace per
original plans.
• Inspect monthly.
• Maintain when needed.
Standing water in tree well for longer than 24
hours following a storm event
Surface ponding longer than approximately
24 hours following a storm event may be
detrimental to tree health
Loosen or replace soils surrounding the tree
to restore drainage.
• 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.
• Maintain when needed.
Presence of mosquitos/larvae
For images of egg rafts, larva, pupa, and adult
mosquitos, see
http://www.mosquito.org/biology
Disperse any standing water from the tree
well to nearby landscaping. Loosen or
replace soils surrounding the tree to restore
drainage (and prevent standing water).
• 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.
• Maintain when needed
SD-A Tree Wells
www.sandiegocounty.gov/stormwater E-41 January 1, 2019
Threshold/Indicator Maintenance Action Inspection and Maintenance Frequency
Entrance / opening to the tree well is
blocked such that storm water will not drain
into the tree well (e.g., a curb inlet opening is
blocked by debris or a grate is clogged
causing runoff to flow around instead of into
the tree well; or a surface depression is filled
such that runoff drains away from the tree
well)
Make repairs as appropriate to restore
drainage into the tree well.
• Inspect monthly.
• Maintain when needed.
22 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS
Preparation Date: September 14, 2020 Template Date: September 26, 2019
ATTACHMENT 2
HYDROMODIFICATION CONTROL MEASURES
Indicate which Items are Included behind this cover sheet:
Attachment
Sequence Contents Checklist
Attachment 2a Do Hydromodification Management
Requirements apply? See Chapter
1.6 and Figure 1-2.
☒ Hydromodification management
controls required.
☐ Green Streets Project (Exempt
from hydromodification
management requirements)
STOP *
☐ Exempt from hydromodification
management requirements
☐ Include Figure 1-2 and
document any “NO” answer
STOP *
Attachment 2b HMP Exhibits (Required) See
Checklist on the back of this
Attachment cover sheet. see
Chapter 6.3.1
☒ Combined with DMA Exhibit
☐ Included
Attachment 2c Management of Critical Coarse
Sediment Yield Areas
See Chapter 6.2 and Appendix H of
the BMP Design Manual.
☒ Exhibit depicting onsite/
upstream CCSYAs (Figure H.1-1)
AND, documentation that project
avoids CCSYA per Appendix H.1.
OR
☐ Sediment Supply BMPs
implemented.
Attachment 2d Structural BMP Design Calculations,
Drawdown Calculations, & Overflow
Design. See Chapter 6 & Appendix
G of the BMP Design Manual
☐ Included
☒ Project is designed entirely with
De-Minimus, Self–Mitigating,
and/or qualifying Self-Retaining
Areas. STOP *
Attachment 2e Geomorphic Assessment of
Receiving Channels. See Chapter
6.3.4 of the BMP Design Manual.
☐ low flow threshold is 0.1Q2
☐ low flow threshold is 0.3Q2
☐ low flow threshold is 0.5Q2
Attachment 2f 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
Attachment 2g Hydromodification Offsite Alternative
Compliance form. Refer to Figure 1-
3: Pathways to Participating in
Offsite Alternative Compliance
Program
☐ Full Compliance Onsite
☐ Offsite ACP. Document onsite
structural BMPs and complete
Hydromodification Offsite Alternative
Compliance Participation Form, and
WQE worksheets
* If this box is checked, the remainder of Attachment 2 does not need to be filled out.
PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS 23
Template Date: September 26, 2019 Preparation Date: September 14, 2020
Use this checklist to ensure the required information has been included on the
Hydromodification Management Exhibit:
☒ Point(s) of Compliance with name or number
☒ Project Site Boundary
☒ Project Disturbed Area Footprint
☒ Drainage management area (DMA) boundaries, DMA ID numbers, DMA areas (square
footage or acreage), and DMA type (i.e., drains to structural BMP, self-retaining, self-
mitigating, or de-minimis) Note on exhibit De-minimis areas and reason they could not be
included. Include offsite areas receiving treatment to mitigate Onsite Water Quality
Equivalency.
☐ Potential pollutant source areas and corresponding required source control BMPs (see
Chapter 4, Appendix E.1, and Step 3.5)
☒ Proposed Site Design BMPs and surface treatments used to minimize imperviousness.
Show sections, details, and dimensions of site design BMP’s (tree wells, dispersion areas,
rain gardens, permeable pavement, rain barrels, green roofs, etc.)
☐ Proposed Harvest and Use BMPs
☒ Underlying hydrologic soil group (Web Soil Survey)
☒ Existing natural hydrologic features (watercourses, seeps, springs, wetlands, pond, lake)
☒ Existing topography and impervious areas
☒ Proposed grading and impervious areas. If the project is a subdivision or spans multiple lots
show pervious and impervious totals for each lot.
☒ Existing and proposed site drainage network and connections to drainage offsite
☐ Potable water wells, onsite wastewater treatment systems (septic), underground utilities
☐ Structural BMPs (identify location, structural BMP ID No., type of BMP, and size/detail)
☐ Approximate depth to groundwater at each structural BMP
☐ Approximate infiltration rate and feasibility (full retention, partial retention, biofiltration) at
each structural BMP
☐ Critical coarse sediment yield areas to be protected and or conveyed through the project
site.
☐ Temporary Construction BMPs. Include protection of source control, site design and
structural BMPs during construction.
☐ Onsite and Offsite Critical coarse sediment yield areas to be protected
☒ Proposed design features and surface treatments used to minimize imperviousness
☒ 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)
24 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS
Preparation Date: September 14, 2020 Template Date: September 26, 2019
Management of Critical Coarse Sediment Yield Areas (Attachment 2c)
Document the findings of Site-specific Critical Coarse Sediment Analysis below. Include any
calculations, and additional documentation completed as part of the analysis. Refer to Chapter
6.2 and Appendix H of the City of Temecula BMP Design Manual for additional guidance.
The project effectively manages Critical Coarse Sediment Yield Areas (CCSYAs) using the
following methodology:
☒ Step A. A Site-Specific Critical Coarse Sediment Yield Analysis was performed:
☐ Step A.1. Determine whether the project site is a significant source of critical coarse
sediment to the channel receiving runoff (refer to CCSYA mapping in Appendix H):
☐ The project site is a significant source of Bed Sediment Supply. All channels on the
project site are preserved or bypassed within the site plan. (Complete Step A.2, below)
☐ The project site is a source of Bed Sediment Supply. Channels identified as verified
critical coarse sediment yield areas are preserved. (Complete Step A.2, below)
☒ The Project site is not a significant source of Bed Sediment Supply. (STOP,
supporting information provided with this checklist)
☐ Impacts to verified CCSYAs cannot be avoided. (Complete Step B, below)
☐ Step A.2. Project site design avoids CCSYAs and maintains sediment supply pathways,
documentation is provided following this checklist. (STOP, include supporting
documentation with this checklist)
☐ Step B. Sediment Supply BMPs are implemented onsite to mitigate impacts of development
in CCSYAs, documentation is provided following this checklist. (STOP, include supporting
documentation with this checklist)
PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS 25
Template Date: September 26, 2019 Preparation Date: September 14, 2020
Hydromodification Offsite Alternative Compliance Participation Form
Refer to Chapter 1.8
Onsite Project Information
Record ID:
Assessor's Parcel Number(s) [APN(s)]
Quantity of Hydromodification Debits or Credits (DCIA)
☐ Debits
☐ Credits
*See Attachment 1 of the PDP WQMP
Offsite Project Information – Projects providing or receiving credits (add rows as needed)
Record ID: APN(s) Project Owner/Address Credit/Debit Quantity (DCIA)
1. ☐ Credit
☐ Debit
2. ☐ Credit
☐ Debit
3. ☐ Credit
☐ Debit
4. ☐ Credit
☐ Debit
5. ☐ Credit
☐ Debit
6. ☐ Credit
☐ Debit
Total sum of Credits and Debits (∑Credits -∑Debits) (DCIA)
Additional Information
Are offsite projects in the same credit trading area as the onsite project? ☐ Yes
☐ No
Do offsite projects discharge directly to the same susceptible stream reach as
the onsite project? (required for certain hydromodification scenarios)
☐ Yes
☐ No
Will projects providing credits be completed prior to completion of projects
receiving credits?
☐ Yes
☐ No
Are all deficits accounted for?
If No, onsite and offsite projects must be redesigned to account for all deficits.
☐ Yes
☐ No
Provide supporting WQE calculations as part of this attachment.
S a n t a M arg arita River
0 1 2
Miles
$
June 20, 2018
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Santa Margarita River Watershed Boundary
Protected Lands
Potential Critical Coarse Sediment Yield Area
Potential Sediment Source Area
!!?Sand and Gravel Deposits
Riverside Co.
San Diego Co.
Santa Margarita
Eco Reserve
SANTA MARGARITA RIVER WATERSHED
POTENTIAL CRITICAL COARSE SEDIMENT YIELD AREAS AND POTENTIAL SEDIMENT SOURCE AREASExhibit G-1
APROX SITE
LOCATION
26 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS
Preparation Date: September 14, 2020 Template Date: September 26, 2019
ATTACHMENT 3
Structural BMP Maintenance Information
Indicate which Items are Included behind this cover sheet:
Maintenance Responsibility has been assigned to:
☐ Property Owner
☐ Special District
☐ City of Temecula
☒ Attachment 3 is not required because the project does not propose structural BMPs
☐ Not applicable at this time – Discretionary Project
Attachment
Sequence Contents Checklist
Attachment 3 Standard Structural BMP Water
Quality Management Plan Operation
and Maintenance Agreement (BMP
Design Manual Appendix A.3)
☐ Included
☐ Signed, Notarized, and
Recorded*
☐ City Maintained – Do Not
Record, must be reviewed &
accepted by City Maintenance
Dept.
Exhibit A Legal Description ☐ Included
Exhibit B Individual Structural BMP DMA
Mapbook (WQMP Exhibits)
☐ Included
☐ Place each map on 8.5”x11”
paper
☐ BMP Site layout – Clearly
depict location of each BMP
☐ Legible construction details of
each BMP.
Exhibit C Structural BMP Maintenance Plan
(Required)
☐ Included
See Structural BMP Maintenance
Information Checklist on the back of
this Attachment cover sheet.
Exhibit D Structural BMP Design Fact Sheets
(Appendix E)
☐ Included
Note* Do not notarize & record until City staff has reviewed and approved the final Water
Quality Management Plan Operation and Maintenance Agreement.
PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS 27
Template Date: September 26, 2019 Preparation Date: September 14, 2020
Use this checklist to ensure the required information has been included in the
Structural BMP Maintenance Plan Exhibit:
Attachment 3 Exhibit C must identify:
☐ Purpose of the Operation and Maintenance Manual
☐ General description and function of all Structural BMPs implemented
☐ Inspection & Maintenance Documentation. Refer to Chapter 7.4
☐ Inspection, Maintenance, & Reporting Frequency: Refer to Chapter 7.5
☐ Measures to Control Maintenance Costs. Refer to Chapter 7.6
☐ Maintenance indicators and actions for structural BMP(s). Refer to Chapter 7.7
☐ Structural BMP Life Cycle Cost Analysis including Inspection, Maintenance,
documentation, reporting, and replacement.
28 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS
Preparation Date: September 14, 2020 Template Date: September 26, 2019
ATTACHMENT 4
City of Temecula PDP Structural BMP Verification for
Permitted Land Development Projects
☐ Not applicable at this time – Discretionary Project
☒ Attachment 4 is not required because the project does not propose structural BMPs
PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS 29
Template Date: September 26, 2019 Preparation Date: September 14, 2020
This page was left intentionally blank.
30 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS
Preparation Date: September 14, 2020 Template Date: September 26, 2019
City of Temecula Structural BMP Verification Form
Project Summary Information
Project Name
Record ID (e.g., grading/improvement plan
number)
Project Address
Assessor's Parcel Number(s) (APN(s))
Project Watershed
(Complete Hydrologic Unit, Area, and
Subarea Name with Numeric Identifier)
Responsible Party for Construction Phase
Developer's Name
Address
Email Address
Phone Number
Engineer of Work
Engineer's Phone Number
Responsible Party for Ongoing Maintenance
Owner's Name(s)*
Address
Email Address
Phone Number
*Note: If a corporation or LLC, provide information for principal partner or Agent for Service of
Process. If an HOA, provide information for the Board or property manager at time of project
closeout.
PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS 31
Template Date: September 26, 2019 Preparation Date: September 14, 2020
City of Temecula Structural BMP Verification Form Page 2 of 4
Stormwater Structural Pollutant Control & Hydromodification Control BMPs*
(List all from WQMP)
Description/Type of
Structural BMP
Plan
Sheet
#
STRUCT-
URAL BMP
ID#
Maintenance
Agreement
Recorded Doc
# Revisions
Note: If this is a partial verification of Structural BMPs, provide a list and map denoting Structural
BMPs that have already been submitted, those for this submission, and those anticipated in future
submissions.
32 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS
Preparation Date: September 14, 2020 Template Date: September 26, 2019
City of Temecula Structural BMP Verification Form Page 3 of 4
Checklist for Applicant to submit to City inspector:
☐ Photograph of each completed Structural BMP.
☐ Photograph(s) of each Structural BMP during the construction process to illustrate
proper construction as described in the Structural BMP Fact sheets.
☐ Certificates of compliance for materials as required in the Structural BMP Fact sheets.
☐ Infiltration Tests as required in the Structural BMP Fact sheets.
By signing below, I certify that the Structural BMP(s) for this project have been constructed and
all BMPs are in substantial conformance with the approved plans and applicable regulations. I
understand the City reserves the right to inspect the above BMPs to verify compliance with the
approved plans and City Ordinances. Should it be determined that the BMPs were not constructed
to plan or code, corrective actions may be necessary before permits can be closed.
Please sign your name and seal.
Professional Engineer's Printed Name:
Professional Engineer's Signed Name:
Date:
PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS 33
Template Date: September 26, 2019 Preparation Date: September 14, 2020
City of Temecula Structural BMP Verification Form Page 4 of 4
City - OFFICIAL USE ONLY:
For City Inspector: Verification Package #: __________
City Inspector:
Date Project has/expects to close:
Date verification received from EOW:
By signing below, City Inspector concurs that every noted Structural BMP has been installed per
plan.
City Inspector’s Signature: _______________________________ Date:
For Land Development Staff:
Date Received from City Inspector:
Land Development Submittal Reviewer:
Land Development Reviewer concurs that the information provided for the following Structural
BMPs is acceptable to enter into the Structural BMP Maintenance verification inventory:
List acceptable Structural BMPs:
Land Development Reviewer’s Signature: Date:
34 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS
Preparation Date: September 14, 2020 Template Date: September 26, 2019
ATTACHMENT 5
Copy of Plan Sheets Showing Permanent Stormwater BMPs,
Source Control, and Site Design
Use this checklist to ensure the required information has been included on the plans:
The plans must identify:
☐ Structural BMP(s) with ID numbers
☒ The grading and drainage design shown on the plans must be consistent with the delineation
of DMAs shown on the DMA exhibit
☐ Improvements within City Public Right-of-Way have been designed in accordance with
Appendix K: Guidance on Green Infrastructure.
☐ Details and specifications for construction of structural BMP(s).
☐ Manufacturer and part number for proprietary parts of structural BMP(s) when applicable.
☒ Signage indicating the location and boundary of source control, site design, and structural
BMP(s) as required by City staff.
☐ 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, benchmarks or other features that allow the inspector to view necessary components
of the structural BMP and compare to maintenance thresholds)
☐ Include landscaping plan sheets showing vegetation and amended soil requirements for
vegetated structural BMP(s), amended soil areas, dispersion areas, tree-wells, and self-
mitigating areas
☐ All BMPs must be fully dimensioned on the plans
☒ Include all Construction stormwater, source control, and site design measures described in
the WQMP. Can be included as separate plan sheets as necessary.
☐ When proprietary BMPs are used, site-specific cross section with outflow, inflow, and model
number must be provided. Photocopies of general brochures are not acceptable.
PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS 35
Template Date: September 26, 2019 Preparation Date: September 14, 2020
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LD19-3729
EARTHEN BERM DETAIL
36 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS
Preparation Date: September 14, 2020 Template Date: September 26, 2019
ATTACHMENT 6
Copy of Project's Drainage Report
Use this checklist to ensure the required information has been included on the Drainage
Report:
☒ The project is required to prepare and submit a CEQA Drainage Study in compliance with
Riverside County Flood Control and Water Conservation District Hydrology Manual:
http://rcflood.org/downloads/Planning/Hydrology%20Manual%20-%20Complete.pdf
In addition to the guideline, the study shall include the following but not limited to:
☒ The final CEQA Drainage report shall be signed, stamped and dated by the responsible
Registered Civil Engineer.
☒ In the narrative of the report please provide a summary table of: pre- and post-
development C, Tc, I, A, V100, Q100 without mitigation and Q100 with mitigation for each
area (or point) where drainage discharges from the project. Peak runoff rates (cfs),
velocities (fps) and identification of all erosive velocities (at all points of discharge)
calculations for pre-development and post-development. The comparisons should be made
about the same discharge points for each drainage basin affecting the site and adjacent
properties.
☒ Summary/Conclusion: Please discuss whether the proposed project would substantially
alter the existing drainage pattern of the site or area, including through the alteration of the
course of a stream or river, in a manner which would result in substantial erosion or siltation
on- or off-site? Provide reasons and mitigations proposed.
☒ Discuss whether the proposed project would substantially alter the existing drainage pattern
of the site or area, including through the alteration of the course of a stream or river, or
substantially increase the rate or amount of surface runoff in a manner which would result in
flooding on- or off-site? Provide reasons and mitigations proposed.
☒ Discuss whether the proposed project would create or contribute runoff water which would
exceed the capacity of existing or planned stormwater drainage systems. Provide reasons
and mitigations proposed.
☒ Discuss whether the proposed project would place housing within a 100-year flood hazard
area as mapped on a federal Flood Hazard Boundary or Flood Insurance Rate Map or other
flood hazard delineation map, including County Floodplain Maps. Provide reasons and
mitigations proposed.
☒ Discuss whether the proposed project would place structures within a 100-year flood
hazard area, which would impede or redirect flood flows.
☒ Discuss whether the proposed project would expose people or structures to a significant
risk of loss, injury or death involving flooding as a result of the failure of a levee or dam.
PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS 37
Template Date: September 26, 2019 Preparation Date: September 14, 2020
☒ Provide existing and proposed Hydrology Maps for each phase. The maps shall show
existing and proposed culverts, discharge point with A & Q, flow path direction for each drainage
basin. Show existing FEMA floodplain/floodway which flow through the property. A minimum
map size is 11"x17".
☒ Provide Hydrologic Soil Group Map.
☒ Provide Rainfall Isopluvials for 100 Year Rainfall Event - 6 Hours and 24 Hours Maps.
☒ The report should have numbered pages and a corresponding Table of Contents.
☐ Improvements within City Public Right-of-Way have been designed in accordance with
Appendix K: Guidance on Green Infrastructure.
BMP’s have been designed to safely convey the 100-year flood
If hardcopy or CD is not attached, the following information should be provided:
Title: Hydrology Report
McGovern Residence
LD19-3729
Prepared By: Ventura Engineering Inland, Inc.
27393 Ynez Road, Suite 159
Temecula, California 92591
Date: September 14, 2020
VENTURA ENGINEERING INLAND, INC.
27393 YNEZ ROAD, SUITE 159, TEMECULA, CALIFORNIA 92591
TOLL FREE OFFICE (877) 723-4224 FAX (951) 552-1686
HYDROLOGY REPORT
MC GOVERN RESIDENCE
LD19-3729
SHOWALTER ROAD
TEMECULA, CALIFORNIA 92592
APN: 945-070-001 PARCEL 4 OF PARCEL MAP 17105 PER PM 97/11
PREPARED FOR:
KEVIN MC GOVERN
40155 PASADENA DRIVE
TEMECULA, CALIFORNIA 92591
(951) 837-0633
PREPARED BY:
VENTURA ENGINEERING INLAND, INC
27393 YNEZ ROAD, SUITE 159
TEMECULA, CALIFORNIA 92591
(951) 252-7632
Revision 2: September 14, 2020 Revision 1: July 10, 2020
Original: October 25, 2019 (By Others, Not CEQA Analysis)
I hereby declare that I am the engineer of work for this project, that I have exercised responsible charge over
the design of the project as defined in Section 6703 of the Business and Professions code, and that the
design is consistent with current standards.
_____________________________ ______________
WILFREDO VENTURA DATE
R.C.E. NO. 66532
EXPIRES 6/30/20
9/14/2020
HYDROLOGY REPORT
MC GOVERN RESIDENCE
LD19-3729
SHOWALTER ROAD, TEMECULA, CA 92592
Rev2: 9/14/20, Rev1: 7/10/20
2019-092 McGovern Residence - i - Original: 10/25/19
TABLE OF CONTENTS
DESCRIPTIONS PAGE
COVER SHEET . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . i
TABLE OF CONTENTS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . ii
1.0 INTRODUCTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1
2.0 LOCATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1
3.0 METHODOLOGY . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1
4.0 RUNOFF INDEX NUMBERS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1
5.0 EXISTING CONDITIONS CALCULATIONS . . . . . . . . . . . . . . . . . . . . 2
6.0 PROPOSED CONDITIONS CALCULATIONS . . . . . . . . . . . . . . . . . . 3
7.0 COMPARISON . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4
8.0 VELOCITY DISSIPATION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 5
9.0 PAD INLET CAPACITY . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6
10.0 CONCLUSION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6
11.0 REFERENCES . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7
12.0 DECLARATION OF RESPONSIBLE CHARGE . . . . . . . . . . . . . . . . . 8
13.0 ATTACHMENTS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8
13.1 ATTACHMENT 1: STANDARDS EXCERPTS . . . . . . . . . . . . . 8
13.2 ATTACHMENT 2: EXISTING CONDITIONS CALCULATIONS 8
13.3 ATTACHMENT 3: PROPOSED CONDITIONS
CALCULATIONS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
8
13.4 ATTACHMENT 4: EXHIBITS . . . . . . . . . . . . . . . . . . . . . . . . . . 8
13.5 ATTACHMENT 5: FEMA ANALYSIS . . . . . . . . . . . . . . . . . . . . 8
ATTACHMENT 1: STANDARDS EXCERPTS
ATTACHMENT 2: EXISTING CONDITIONS CALCULATIONS
ATTACHMENT 3: PROPOSED CONDITIONS CALCULATIONS
ATTACHMENT 4: EXHIBITS
ATTACHMENT 5: FEMA ANALYSIS
HYDROLOGY REPORT
MC GOVERN RESIDENCE
LD19-3729
SHOWALTER ROAD, TEMECULA, CA 92592
Rev2: 9/14/20, Rev1: 7/10/20
2019-092 McGovern Residence - 1 - Original: 10/25/19
1.0 INTRODUCTION
The purpose of this report is to calculate the pre-development and post development hydrology conditions
for the construction of the proposed single-family residence located on the currently vacant residential lot
on Showalter Road in Temecula, California.
The proposed project elements include pad grading, a single-family residence, multiple drainage swales, a
private storm drain system, permeable areas, tree wells for stormwater mitigation and a private storm drain
culvert under the proposed driveway that has been sized for the 100-Year Design Storm Event.
This report has been created using the Riverside County Flood Control and Water Conservation District
Hydrology Manual (April 1978).
2.0 LOCATION
The project site is located at the southern side of Showalter Road, which is also south of Pauba Road in
Temecula, California 92592. A vicinity map is provided for reference in Attachment 4.
3.0 METHODOLOGY
This report calculates 100-Year Maximum Peak Runoff based on the Riverside County Flood Control and
Water Conservation District Hydrology Manual (April 1978) rational methodology. In addition, this manual
will be referred to as the ‘Standards’ throughout this report. Clean copies of the excerpts from the standards
and a selection of other design references have been included in Attachment 1: Standards Excerpts for
reference. The hydrology calculations will be divided into existing conditions and proposed conditions. The
existing conditions calculations are provided in Attachment 2: Existing Conditions Calculations. The
proposed calculations are provided for reference in Attachment 3: Proposed Conditions. Hydrology maps
have also been created for the project site and are included in Attachment 4: Exhibits. In addition, FEMA
analysis is provided for reference in Attachment 5: FEMA Analysis.
4.0 RUNOFF INDEX NUMBERS
In support of more accurate calculations, the existing and proposed conditions have calculated individual
basin imperviousness values, overall cover types, and quality of covers to generalize the average runoff
coefficient data that is then interpolated in the software for the hydrology calculations. for the runoff
coefficients and the associated land use for the soil type and quality of cover for C soils have been used
for the sub-basins in the calculations. A summary is as follows:
EXISTING CONDITIONS RUNOFF COEFFICIENTS
DRAINAGE
SUB-AREA
QUALITY OF COVER SOIL GROUP C
GENERAL
(ADJUSTED TO AMCII)
ALL POOR,
UNMAINTAINED UNDISTURBED NATURAL
HYDROLOGY REPORT
MC GOVERN RESIDENCE
LD19-3729
SHOWALTER ROAD, TEMECULA, CA 92592
Rev2: 9/14/20, Rev1: 7/10/20
2019-092 McGovern Residence - 2 - Original: 10/25/19
PROPOSED CONDITIONS RUNOFF COEFFICIENTS
DRAINAGE
SUB-AREA
QUALITY OF COVER SOIL GROUP C
GENERAL
(ADJUSTED TO AMCII)
1.1 – 1.3; 1.6; 1.8 1.10 – 1.11
2.1 – 2.2
3.2
POOR,
UNMAINTAINED UNDISTURBED NATURAL
1.4 – 1.5; 1.7; 1.9
3.1
URBAN – SINGLE
FAMILY
RESIDENTIAL
SINGLE-FAMILY
RESIDENTIAL
1 DU / ACRE
5.0 EXISTING CONDITIONS CALCULATIONS
The existing conditions have been evaluated using the Rational Method from the Riverside County Flood
Control and Water Conservation District Hydrology Manual (April 1978). Certain tables and figures from
the Standards are referenced in this report and have been included in Attachment 1: Standards Excerpts.
The existing conditions calculations are in Attachment 2 for reference. The existing conditions exhibit is
provided for reference in Attachment 4. A summary of the existing conditions calculations is as follows at
the three general locations where it is hydrologically feasible to analyze flows exiting the property lines:
CONFLUENCE POINT A EXISTING CONDITIONS SUMMARY
DATA 100-YEAR
TIME OF CONCENTRATION (MIN) 6.49
INTENSITY (IN/HR) 4.861
AREA (ACRES) 4.549
TOTAL DISCHARGE (CFS) 17.5
VELOCITY (FPS) 6.1
CONFLUENCE POINT B EXISTING CONDITIONS SUMMARY
DATA 100-YEAR
TIME OF CONCENTRATION (MIN) 5.37
INTENSITY (IN/HR) 4.901
AREA (ACRES) 0.507
TOTAL DISCHARGE (CFS) 2.2
VELOCITY (FPS) 7.4
CONFLUENCE POINT C EXISTING CONDITIONS SUMMARY
DATA 100-YEAR
TIME OF CONCENTRATION (MIN) 5.37
INTENSITY (IN/HR) 4.902
AREA (ACRES) 0.318
TOTAL DISCHARGE (CFS) 1.4
VELOCITY (FPS) 7.4
HYDROLOGY REPORT
MC GOVERN RESIDENCE
LD19-3729
SHOWALTER ROAD, TEMECULA, CA 92592
Rev2: 9/14/20, Rev1: 7/10/20
2019-092 McGovern Residence - 3 - Original: 10/25/19
6.0 PROPOSED CONDITIONS CALCULATIONS
The proposed conditions have been evaluated using the Rational Method from the Riverside County Flood
Control and Water Conservation District Hydrology Manual (April 1978). Certain tables and figures from
the Standards are referenced in this report and have been included in Attachment 1: Standards Excerpts.
The proposed conditions calculations are located in Attachment 3 for reference. The proposed conditions
exhibit is provided for reference in Attachment 4. A summary of the proposed conditions calculations is as
follows at the three general locations where it is hydrologically feasible to analyze flows exiting the property
lines:
CONFLUENCE POINT A PROPOSED CONDITIONS SUMMARY
DATA 100-YEAR
TIME OF CONCENTRATION (MIN) 7.45
INTENSITY (IN/HR) 4.095
AREA (ACRES) 4.846
TOTAL DISCHARGE (CFS) 17.1
VELOCITY (FPS) 4.8
CONFLUENCE POINT B PROPOSED CONDITIONS SUMMARY
DATA 100-YEAR
TIME OF CONCENTRATION (MIN) 5.14
INTENSITY (IN/HR) 5.021
AREA (ACRES) 0.288
TOTAL DISCHARGE (CFS) 1.3
VELOCITY (FPS) 6.2
CONFLUENCE POINT C PROPOSED CONDITIONS SUMMARY
DATA 100-YEAR
TIME OF CONCENTRATION (MIN) 9.44
INTENSITY (IN/HR) 3.595
AREA (ACRES) 0.497
TOTAL DISCHARGE (CFS) 1.6
VELOCITY (FPS) 8.1
HYDROLOGY REPORT
MC GOVERN RESIDENCE
LD19-3729
SHOWALTER ROAD, TEMECULA, CA 92592
Rev2: 9/14/20, Rev1: 7/10/20
2019-092 McGovern Residence - 4 - Original: 10/25/19
7.0 COMPARISON
The project site proposes the use of slope flattening, self-mitigating areas, and tree wells to meet low impact
development processes; but also, the site’s proposed design also meets hydromodification management
elements as well. This will be accomplished by draining impervious areas to adjacent permeable areas and
amended soil landscape areas per the standards and discharging all pad locations through tree well areas.
Comparison data summaries at Compliance Point A and B is as follows:
COMPLIANCE POINT A COMPARISON
DATA EXISTING
CONDITIONS
100-YEAR
PROPOSED
CONDITION
100-YEAR
COMPARISON
TIME OF CONCENTRATION (MIN) 6.49 7.45 + 0.96
INTENSITY (IN/HR) 4.861 4.095 - 0.766
AREA (ACRES) 4.549 4.846 + 0.297
TOTAL DISCHARGE (CFS) 17.5 17.1 - 0.4
VELOCITY (FPS) 6.1 4.8 - 1.3
COMPLIANCE POINT B COMPARISON
DATA EXISTING
CONDITIONS
100-YEAR
PROPOSED
CONDITION
100-YEAR
COMPARISON
TIME OF CONCENTRATION (MIN) 5.37 5.14 - 0.23
INTENSITY (IN/HR) 4.901 5.021 + 0.120
AREA (ACRES) 0.507 0.288 - 0.219
TOTAL DISCHARGE (CFS) 2.2 1.3 - 0.9
VELOCITY (FPS) 7.4 6.2 - 1.2
COMPLIANCE POINT C COMPARISON
DATA EXISTING
CONDITIONS
100-YEAR
PROPOSED
CONDITION
100-YEAR
COMPARISON
TIME OF CONCENTRATION (MIN) 5.37 9.44 + 4.07
INTENSITY (IN/HR) 4.902 3.595 + 1.307
AREA (ACRES) 0.318 0.497 + 0.179
TOTAL DISCHARGE (CFS) 1.4 1.6 + 0.2
VELOCITY (FPS) 7.4 8.1 + 0.7
Comparison Point B and C Note: It should be noted that although there is an increase at Comparison
Point C of 0.2 cfs in the 100-Tear Design Storm Event, there is also a decrease at Comparison Point B of
0.9 cfs. These two Comparison Points are taken at the physical property line; however, they will confluence
approximately 30 feet downstream of each other in another gully so the overall net decrease will be 0.7 cfs
in the 100-Year Design Storm Event to the downstream property owner as there are no improvements
between the property line at this downstream confluence.
HYDROLOGY REPORT
MC GOVERN RESIDENCE
LD19-3729
SHOWALTER ROAD, TEMECULA, CA 92592
Rev2: 9/14/20, Rev1: 7/10/20
2019-092 McGovern Residence - 5 - Original: 10/25/19
8.0 VELOCITY DISSIPATION
There project proposes some elements of velocity dissipation through the use of rip rap energy dissipation
devices. The rip rap dissipators are designed per the node run analysis and a standard detail is provided
in Attachment 1 for reference. Please refer to the detail for further design information based on the summary
below. The 100-Year Design Storm Event calculations are provided in Attachment 3 by node analysis and
is summarized as follows:
RIP RAP ENERGY DISSIPATION ELEMENTS – 100-YEAR DESIGN STORM EVENT
NODE
RUNS
VELOCITY
(FPS)
ROCK
CLASSIFICATION
DISSIPATOR
CONFIGURATION T
(FT)
**
SILL
TYPE
*** INTO OUT
OF
BASE
WIDTH
(FT) *
MAX.
DEPTH
(FT)
SIDE
SLOPES
1.32 1.33 7.2 3.7 1/4 TON ROCK 2.5 1.0 3:1 2.7 1
1.33
-
1.54 1.61
13.9
2.8 1/4 TON ROCK 2.5 1.0 3:1 2.7 1 1.53
-
1.54
9.8
1.61
-
1.103 1.111
14.6
4.6 1/4 TON ROCK 2.5 1.0 3:1 2.7 1 1.102
-
1.103
18.0
3.15 3.21 3.8 3.7 #2 BACKING
ROCK 2.5 1.0 3:1 1.1 1
NOTES:
* RIP RAP DISSIPATORS ARE ALL 5’ WIDE. CHANNELS ARE ASSUMED TO BE TRAPEZOIDAL
AND THE BASE WIDTH OF THE CHANNEL IS LISTED.
** ‘T’ IS ROCK THICKNESS PER THE DETAIL.
*** SILL TYPE 1 IS CONCRETE AND SILL TYPE 2 IS NO SILL NEEDED PER THE DETAIL.
HYDROLOGY REPORT
MC GOVERN RESIDENCE
LD19-3729
SHOWALTER ROAD, TEMECULA, CA 92592
Rev2: 9/14/20, Rev1: 7/10/20
2019-092 McGovern Residence - 6 - Original: 10/25/19
9.0 PAD INLET CAPACITY
The project proposes grated inlets on the pad near the proposed single-family residence. These grates
have been designed to pass the 100-Year Design Storm Event without ponding. The sub-areas of the
proposed conditions that are utilizing grated inlets are listed in the summary table below. A specification
sheet from the proposed grate inlet manufacturer is provided in Attachment 1 and the proposed hydrology
calculations node analysis is provided in Attachment 3 for reference. A summary of the inlet capacities are
as follows:
PAD INLET CAPACITIES
100-YEAR DESIGN STORM EVENT
PROPOSED
CONDITIONS
NODE
PROPOSED
CONDITIONS
Q100 (CFS)
CAPACITY
NEEDED
PROPOSED QTY AND
GRATE INLET TYPE
INLET
CAPACITY
(CFS)
(EACH)
*
TOTAL
PROPOSED
INLET
CAPACITY
(CFS)
1.53 2.0 (1) 24x24 NDS 2415 (O.A.E.) 2.88 EACH 2.88
1.73 1.3 (1) 18x18 NDS 1815 (O.A.E.) 1.63 EACH 1.63
1.92 0.4 (1) 12x12 NDS 1215 (O.A.E.) 0.91 EACH 0.91
3.14 1.3 (1) 18x18 NDS 1815 (O.A.E.) 1.63 EACH 1.63
NOTES:
* PER THE MANUFACTURER’S DETAILS, THE NDS GRATE CAPACITIES ARE PROVIDED
FOR REFERENCE IN ATTACHMENT 1 AND HAVE BEEN SELECTED TO PASS THE 100-
YEAR DESIGN STORM EVENT ENTIRELY.
10.0 CONCLUSION
The proposed project site will construct new structures and various other design elements that will add to
the improvements of an existing vacant residential lot that is zoned and will remained zoned for single-
family residential use. The proposed development will utilize low impact development solutions to handle
water quality treatment and hydromodification. The project site increases the imperviousness of the site,
but the proposed LID elements, permeable paving areas, self-mitigating areas and tree wells are more than
adequate to mitigate this increase using the include design elements as outlined in the Site-Specific WQMP
(separate document). With this in mind, the project proposes to decrease the peak discharge rates at the
property line and adjacent confluence points as presented in the comparison summaries and notes in
Section 7.0.
In addition, the following statements also apply to the project site as proposed:
Existing Drainage Pattern Impact Statement: The project site does not substantially are the
existing drainage patterns of the project site or localized streams that would result in substantial
erosion or siltation on- or -off site.
Surface Runoff Statement: The project site does not substantially are the existing drainage
patterns of the project site or localized streams that would result in substantial surface water
increase on- or -off site.
HYDROLOGY REPORT
MC GOVERN RESIDENCE
LD19-3729
SHOWALTER ROAD, TEMECULA, CA 92592
Rev2: 9/14/20, Rev1: 7/10/20
2019-092 McGovern Residence - 7 - Original: 10/25/19
Planned Stormwater Improvements Impact Statement: The project site does not substantially
are the existing drainage patterns of the project site or localized streams that would result in
substantial changes to any future storm drain improvements planned for the area. At this time, the
City has not made the applicant or engineer of record aware of any such planned future storm drain
improvements.
House in a 100-Year Flood Hazard Area Impact Statement: Although the project site proposes
residential housing, FEMA analysis provided in Attachment 5 illustrate that the project site will not
posse a flooding risk or impact at this time.
Structures in a 100-Year Flood Hazard Area Impact Statement: FEMA analysis provided in
Attachment 5 illustrate that the project site is not proposing any structures in the 100-Year Flood
Hazard Area as defined by FEMA Mapping.
Flood Impact Statement: It is the opinion of the engineer of record for this project that, as
proposed, the project improvements will not expose people or structures toa significant risk of loss,
injury, or death involving flooding as a result of the failure of the proposed improvements, let alone
a levee or dam.
11.0 REFERENCES
The following references were utilized in the creation of this hydrology report:
Brater & King, Handbook of Hydraulics, 6th ed.
Design Handbook for Low Impact Development Best Management Practices, Riverside County
Flood Control & Water Conservation District, September 2011.
Hydrology Manual, Riverside County Flood Control & Water Conservation District, April 1978
San Diego Area Regional Standard Drawings, Standard Drawings for Agencies in the San Diego
Region, Maintained and Published by the County of San Diego, Department of Public Works April
2006
San Diego County Drainage Design Manual, Prepared for the County of San Diego, Department
of Public Works, Flood Control Section September 2014.
HYDROLOGY REPORT
MC GOVERN RESIDENCE
LD19-3729
SHOWALTER ROAD, TEMECULA, CA 92592
Rev2: 9/14/20, Rev1: 7/10/20
2019-092 McGovern Residence - 8 - Original: 10/25/19
12.0 DECLARATION OF RESPONSIBLE CHARGE
I hereby declare that I am the engineer of work for this project, that I have exercised responsible charge
over the design of the project as defined in Section 6703 of the Business and Professions code, and that
the design is consistent with current standards.
I understand that the check of project drawings and specifications by the agency is confined to a review
only and does not relieve me, as engineer of work, of my responsibilities for project design.
__________________________ ________________
Wilfredo Ventura Date
13.0 ATTACHMENTS
The following attachment sections are provided for reference:
13.1 ATTACHMENT 1: STANDARD EXCERPTS
This attachment contains excerpts from the standards and other design reference materials. Please
refer to the attached references.
13.2 ATTACHMENT 2: EXISTING CONDITIONS CALCULATIONS
This attachment contains the existing conditions calculations. The existing conditions calculations
are summarized in Section 4 of the report. Calculations are provided here for reference.
13.3 ATTACHMENT 3: PROPOSED CONDITIONS CALCULATIONS
This attachment contains the proposed conditions calculations. The proposed conditions
calculations are summarized in Section 5 of the report. Calculations are provided here for
reference.
13.4 ATTACHMENT 4: EXHIBITS
The Existing Conditions Hydrology Exhibit, Proposed Conditions Hydrology Exhibit, and a detail
sheet are provided here for reference.
13.5 ATTACHMENT 5: FEMA ANALYSIS
The site-specific FEMA Analysis is provided here for reference.
9/14/20
HYDROLOGY REPORT
MC GOVERN RESIDENCE
LD19-3729
SHOWALTER ROAD, TEMECULA, CA 92592
ATTACHMENT 1: STANDARD EXCERPTS
This attachment contains various excerpts from the Riverside County Flood Control & Water
Conservation District Hydrology Manual (April 1978 edition). Please see the attached excerpts from the
standards.
0.049
0.047
0.045
0.044
0.037
n
Chapter 5. Open Channels
San Diego County Hydraulic Design Manual Page 5-17
September 2014
where ...
n = Manning roughness coefficient (dimensionless); and
d50 = median stone diameter (feet).
Table 5-4 Standard Rock Riprap Gradations
##Rock Gradation a Median Stone Weight
(W50) c
Median Stone
Diameter (d50) d
Manning n
(Ungrouted) e
No. 3 Backing 5 lb 0.4 ft 0.034
No. 2 Backing 25 lb 0.7 ft 0.037
No. 1 Backing b 75 lb 1.0 ft 0.039
Light 200 lb 1.3 ft 0.041
¼ Ton 500 lb 1.8 ft 0.044
½ Ton 1000 lb 2.3 ft 0.045
1 Ton 2000 lb 2.9 ft 0.047
2 Ton 4000 lb 3.6 ft 0.049
(a) Except for 2 ton rock, classification is based upon Caltrans Method B Placement, which allows dumping of the rock
and spreading by mechanical equipment. Local surface irregularities shall not vary from the planned grade by more than
1 foot, measured perpendicular to the slope. Two-ton rock requires special placement, see Caltrans (2002) or Greenbook
for more information. (b) No. 1 Backing has same gradation as Facing Riprap. (c) per Caltrans (2002). (d) Assumes
specific weight of 165 lb/ft3. The designer shall take care to apply a unit weight that is applicable to the type of riprap
specified for the project, and adjust their calculations when necessary. (e) Based on Manning-Strickler relationship
(Chang, 1988).
Where hydraulic radius is less than or equal to two times the maximum rock size, the roughness
coefficient will be greater than indicated by Equation 5-5. In these cases, the design engineer
shall use the method outlined in Section 5.7.17 to calculate the roughness of the channel.
Appendix A (Table A-3) provides recommended Manning roughness coefficient (n) for grouted
riprap applications. A 20% roughness coefficient reduction ( N grouted = 0.80 N ungrouted) for
grouted rip-rap shall be required for velocity-based design for energy dissipation/scour
minimization measures applications. For channel capacity design, the roughness coefficients in
Table 5-4 and Appendix A shall be used.
5.7.3 Low Flow and Trickle Channels
Riprap-lined channels conveying a 100-year peak runoff of 20 cfs or less do not require trickle
channels. The design engineer shall evaluate the factors such as drainage slope, flow velocity, soil
type, and upstream impervious area, and specify a trickle channel when needed based on their
engineering judgment. Low-flow channels shall be designed in accordance with Section 5.5.3.2.
5.7.4 Bottom Width
The selection of the over-all channel bottom width shall consider factors such as ultimate
conveyance requirements, constructability, channel stability, and maintenance.
5.7.5 Freeboard and Flow Depth
Riprap-lined channels shall meet the minimum freeboard requirements outlined in Section 5.3.7.
Excessive depths and high velocities shall be avoided whenever practicable to maintain public
safety. Section 5.3.9 discusses access and safety for open channels, including thresholds for flow
depth and velocity.
5.7.6 Side Slopes
The side slopes of riprap-lined channel shall not ordinarily be steeper than 2H:1V, except in cases
where an embankment stability analysis can justify a steeper side slope. The stability analysis
should be completed in consultation with a soils engineer, and consider such factors such as: soil
DR
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11 5⁄8"
3⁄4" Grate Openings
1 1⁄8"
11 5⁄8"
3⁄8" Grate Openings
1" 2 Open
Slides
3⁄4"
1⁄4"
11 7⁄8"
12" Catch Basin Series (continued)
Part No. Description Color
Pkg.
Qty.
Wt. Ea.
(lbs.)
Product
Class Specifi cations
1213 12" x 12" Square Ductile Grate Black 1 15.30 10ND 12" Square Heavy-Duty
Ductile Grate. Open
surface area 37.20 square
inches. 113.80 GPM.
Use with 12" x 12" Catch Basin Series.
(see page 72). ADA Compliant.
Part No. Description Color
Pkg.
Qty.
Wt. Ea.
(lbs.)
Product
Class Specifi cations
1215 12" x 12" Square Galvanized Steel Grate Galvanized Steel 1 5.85 10ND 12" Square Heavy-Duty
Galvanized Steel Bar Grate.
Open surface area 113.78
square inches. 348.07 GPM.
Use with 12" x 12" Catch Basin Series.
(see page 72)
Part No. Description Color
Pkg.
Qty.
Wt. Ea.
(lbs.)
Product
Class Specifi cations
1220 12" x 12" Sump Pump Box Black 8 2.23 10ND NDS #1220, 12" Square
Structural Foam Polyolefi n
Solid Cover.Use with NDS 12" x 12" Catch Basin Series and NDS #1219 Backwater Valve Box.
Part No. Description Color
Pkg.
Qty.
Wt. Ea.
(lbs.)
Product
Class Specifi cations
1221 12" x 12" Square, Low-Profi le Adapter Black 12 1.92 10ND 12" x 12" Low-Profi le
Adapter. Styrene.1222 12" x 12" Square, Low-Profi le Spigot Adapter Black 12 1.92 10ND
Fits 8" Corrugated Pipe
5 15⁄16"
12 1⁄4"
4 1⁄8"
8 5⁄8"
1 1⁄8"
Part No. Description Color
Pkg.
Qty.
Wt. Ea.
(lbs.)
Product
Class Specifi cations
1224CI 12" x 12" Square Wave Cast Iron Grate Raw Iron 1 13.90 10ND 12" Square Cast Iron
Wave Grate. Open surface
area 25.60 square inches.
78.31 GPM. Class B
load rated.(see page 72). ADA Compliant.
11 3⁄4"
3⁄8" Grate Openings
1 1⁄8"
Part No. Description Color
Pkg.
Qty.
Wt. Ea.
(lbs.)
Product
Class Specifi cations
1230 12" x 12" Low-Profi le Adapter Black 8 1.25 10ND 12" x 12" Low-Profi le
Adapter. Styrene.
Requires either #1243, #1245, #1266 or #1889 Universal Outlet
for connection to 3", 4" or 6" Sewer and Drain or Corrugated Pipe. (see page 33)3 7⁄16"
12 1⁄4"
1 1⁄8"
CATCH BASINS
29for videos, specs, detail drawings and case studies, visit ndspro.com
LISTED CAPACITY IS
348.07 GPM=0.91 CFS
DR
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NDS#1215 AI.eps
1"
16 3⁄4"1" Grate
Openings
NDS#1840 AI.eps
17 7⁄8"
1 1⁄4"
NDS#1830 AI.eps
17 7⁄8"
3 5⁄8"
1 1⁄8"
NDS#1820 AI.eps
19 1⁄4"
18 1⁄8"
NDS#1828 AI.eps
1 1⁄8"
15 1⁄2" NDS#1822 AI.eps
19 1⁄4"
18 1⁄8"
6 1⁄4"
6 1⁄4"9 1⁄2"
1"
NDS#1821 AI.eps
19 1⁄4"
18 1⁄8"
6 1⁄4"
6 1⁄4"9 1⁄2"
1"
Part No.Description Color
Pkg.
Qty.
Wt. Ea.
(lbs.)
Product
Class Specifications
1820 Basin Side – No Opening Black 4 4.00 10ND 18" x 18" Catch Basin Side,
No Opening. Styrene.
Part No.Description Color
Pkg.
Qty.
Wt. Ea.
(lbs.)
Product
Class Specifications
1821 Basin Side – 8" Opening Black 4 4.00 10ND 18" x 18" Catch Basin Side,
8" Opening. Styrene.Reducer Ring not included.
Requires #1888 Universal Outlet to fit 8" Corrugated Pipe or Sewer and Drain Pipe or #1266 Universal Outlets.
#1889 Universal Outlet does not fit this #1821 Basin Side.
Part No.Description Color
Pkg.
Qty.
Wt. Ea.
(lbs.)
Product
Class Specifications
1822 Basin Side – 6" or 8" Opening Black 4 3.75 10ND 18" x 18" Catch Basin Side,
6" or 8" Opening. Styrene.Opening using Universal Outlet.
Includes #1890 Reducer Ring. Use with #1206, #1242, #1243, #1245, #1266 or #1888 Universal Outlets.
Part No.Description Color
Pkg.
Qty.
Wt. Ea.
(lbs.)
Product
Class Specifications
1828 Basin Bottom Black 4 2.50 10ND 18" x 18" Catch Basin
Bottom. Styrene.
Part No.Description Color
Pkg.
Qty.
Wt. Ea.
(lbs.)
Product
Class Specifications
1815 18" Square Galvanized Steel Grate Galvanized Steel 1 10.78 10ND 18" Square Heavy-Duty
Galvanized Steel Bar Grate.
Open surface area 239.00
square inches. 731.13 GPM.
Use with 18" x 18" Catch Basin Series.
(see page 75)
Part No.Description Color
Pkg.
Qty.
Wt. Ea.
(lbs.)
Product
Class Specifications
1840 Frame to adapt 18" x 18"
grate to concrete catch basin
Black 4 2.00 10ND 18" x 18" Frame. Styrene.
Use with 18" x 18" Grates.
Part No.Description Color
Pkg.
Qty.
Wt. Ea.
(lbs.)
Product
Class Specifications
1830 18" x 18" Low-Profile Adapter Black 4 4.75 10ND 18" x 18" Low-Profile
Adapter. Styrene.Includes NDS #1890 Reducer Ring.
Requires either an NDS #1243, #1245, #1266 or #1888 Universal Outlet to connect to pipe.
18" Catch Basin Series (continued)
18" Component Parts
CATCH BASINS
20for videos, specs, detail drawings and case studies, visit ndspro.com
LISTED CAPACITY IS
731.13 GPM=1.63 CFS
DR
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24"
1 5⁄8"
2"
4 3⁄8"14 1⁄2"
NDS#2400
24 3⁄4"
NDS#2418
24 3⁄4"
12 1⁄4"
2"
NDS#24
0
8
3"
NDS#2412.AI.eps
23 3⁄4"
2"
7⁄8" Grate Openings
1" Grate Openings
2"
23 7⁄8"
23 3⁄4"
2"
1 1⁄4" Grate OpeningsNDS#1215 AI.eps
Part No.Description Color
Pkg.
Qty.
Wt. Ea.
(lbs.)
Product
Class Specifications
2410 10" & 12" Universal Adapter Black 1 4.20 10ND 10"/12" Universal Adapter.
HDPE.Includes #1890 (comes pre-inserted). Fits 10" and 12" Sewer and Drain Pipe; 10" and 12" Dual Wall Corrugated
Pipe; 12" Single Wall Corrugated Pipe (does not fit 10" Single Wall Corrugated Pipe). Reduces opening to fit most
3" to 8" adapters above (all except #1889) for use with 3", 4", 6" and 8" Sewer and Drain Pipe; 3", 4", 6" and
8" Corrugated Pipe; and 4" Sch. 40 Pipe (select corresponding adapter above). Use with 24" Catch Basin Series.
Part No.Description Color
Pkg.
Qty.
Wt. Ea.
(lbs.)
Product
Class Specifications
2400 24" x 24" Catch Basin, 2 Openings Black 1 18.00 10ND 24" x 24" One-Piece
Tapered Catch Basin.
HDPE with Structural Foam.2404 24" x 24" Catch Basin, 4 Openings Black 1 15.00 10ND
Requires 2 or 4 #2410 Universal Outlets.
Part No.Description Color
Pkg.
Qty.
Wt. Ea.
(lbs.)
Product
Class Specifications
2418 24" x 24" Catch Basin Extension
(No Bottom)
Black 1 14.60 10ND 8" Extension for 24" x 24"
Catch Basin. HDPE with
Structural Foam.Use with 24" x 24" Catch Basin Series.
24" Catch Basin Series
Part No.Description Color
Pkg.
Qty.
Wt. Ea.
(lbs.)
Product
Class Specifications
2411 24" x 24" Square Grate Black 1 19.75 10ND 24" Square HDPE with
Structural Foam Grate with
UV inhibitor. Open surface
area 231.69 square inches.
708.77 GPM.
2412 24" x 24" Square Grate Green 1 19.75 10ND
Use with 24" x 24" Catch Basin Series.
(see page 75)
Part No.Description Color
Pkg.
Qty.
Wt. Ea.
(lbs.)
Product
Class Specifications
2413 24" x 24" Square Cast Iron Grate Black 1 147.00 10ND 24" Square Heavy-Duty
Cast Iron Grate. Open
surface area 197.00 square
inches. 602.65 GPM.
Structural Foam.
Use with 24" x 24" Catch Basin Series.
(see page 75)
Part No.Description Color
Pkg.
Qty.
Wt. Ea.
(lbs.)
Product
Class Specifications
2415 24" x 24" Square Galvanized Steel Grate Galvanized Steel 1 62.88 10ND 24" Square Heavy-Duty
Galvanized Steel Bar Grate.
Open surface area 422.45
square inches. 1292.33
GPM. Structural Foam.
Use with 24" x 24" Catch Basin Series.
(see page 75)
CATCH BASINS
21 Product Catalog 2018
LISTED CAPACITY IS
1292.33 GPM=2.88 CFS
United States
Department of
Agriculture
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Western Riverside
Area, California
McGovern Residence
Natural
Resources
Conservation
Service
March 12, 2020
Preface
Soil surveys contain information that affects land use planning in survey areas.
They highlight soil limitations that affect various land uses and provide information
about the properties of the soils in the survey areas. Soil surveys are designed for
many different users, including farmers, ranchers, foresters, agronomists, urban
planners, community officials, engineers, developers, builders, and home buyers.
Also, conservationists, teachers, students, and specialists in recreation, waste
disposal, and pollution control can use the surveys to help them understand,
protect, or enhance the environment.
Various land use regulations of Federal, State, and local governments may impose
special restrictions on land use or land treatment. Soil surveys identify soil
properties that are used in making various land use or land treatment decisions.
The information is intended to help the land users identify and reduce the effects of
soil limitations on various land uses. The landowner or user is responsible for
identifying and complying with existing laws and regulations.
Although soil survey information can be used for general farm, local, and wider area
planning, onsite investigation is needed to supplement this information in some
cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/
portal/nrcs/main/soils/health/) and certain conservation and engineering
applications. For more detailed information, contact your local USDA Service Center
(https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil
Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/?
cid=nrcs142p2_053951).
Great differences in soil properties can occur within short distances. Some soils are
seasonally wet or subject to flooding. Some are too unstable to be used as a
foundation for buildings or roads. Clayey or wet soils are poorly suited to use as
septic tank absorption fields. A high water table makes a soil poorly suited to
basements or underground installations.
The National Cooperative Soil Survey is a joint effort of the United States
Department of Agriculture and other Federal agencies, State agencies including the
Agricultural Experiment Stations, and local agencies. The Natural Resources
Conservation Service (NRCS) has leadership for the Federal part of the National
Cooperative Soil Survey.
Information about soils is updated periodically. Updated information is available
through the NRCS Web Soil Survey, the site for official soil survey information.
The U.S. Department of Agriculture (USDA) prohibits discrimination in all its
programs and activities on the basis of race, color, national origin, age, disability,
and where applicable, sex, marital status, familial status, parental status, religion,
sexual orientation, genetic information, political beliefs, reprisal, or because all or a
part of an individual's income is derived from any public assistance program. (Not
all prohibited bases apply to all programs.) Persons with disabilities who require
2
alternative means for communication of program information (Braille, large print,
audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice
and TDD). To file a complaint of discrimination, write to USDA, Director, Office of
Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or
call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity
provider and employer.
3
Contents
Preface....................................................................................................................2
How Soil Surveys Are Made..................................................................................5
Soil Map..................................................................................................................8
Soil Map................................................................................................................9
Legend................................................................................................................10
Map Unit Legend................................................................................................11
Map Unit Descriptions.........................................................................................11
Western Riverside Area, California.................................................................13
GzG—Gullied land......................................................................................13
RmE3—Ramona and Buren sandy loams, 15 to 25 percent slopes,
severely eroded....................................................................................13
References............................................................................................................16
4
How Soil Surveys Are Made
Soil surveys are made to provide information about the soils and miscellaneous
areas in a specific area. They include a description of the soils and miscellaneous
areas and their location on the landscape and tables that show soil properties and
limitations affecting various uses. Soil scientists observed the steepness, length,
and shape of the slopes; the general pattern of drainage; the kinds of crops and
native plants; and the kinds of bedrock. They observed and described many soil
profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The
profile extends from the surface down into the unconsolidated material in which the
soil formed or from the surface down to bedrock. The unconsolidated material is
devoid of roots and other living organisms and has not been changed by other
biological activity.
Currently, soils are mapped according to the boundaries of major land resource
areas (MLRAs). MLRAs are geographically associated land resource units that
share common characteristics related to physiography, geology, climate, water
resources, soils, biological resources, and land uses (USDA, 2006). Soil survey
areas typically consist of parts of one or more MLRA.
The soils and miscellaneous areas in a survey area occur in an orderly pattern that
is related to the geology, landforms, relief, climate, and natural vegetation of the
area. Each kind of soil and miscellaneous area is associated with a particular kind
of landform or with a segment of the landform. By observing the soils and
miscellaneous areas in the survey area and relating their position to specific
segments of the landform, a soil scientist develops a concept, or model, of how they
were formed. Thus, during mapping, this model enables the soil scientist to predict
with a considerable degree of accuracy the kind of soil or miscellaneous area at a
specific location on the landscape.
Commonly, individual soils on the landscape merge into one another as their
characteristics gradually change. To construct an accurate soil map, however, soil
scientists must determine the boundaries between the soils. They can observe only
a limited number of soil profiles. Nevertheless, these observations, supplemented
by an understanding of the soil-vegetation-landscape relationship, are sufficient to
verify predictions of the kinds of soil in an area and to determine the boundaries.
Soil scientists recorded the characteristics of the soil profiles that they studied. They
noted soil color, texture, size and shape of soil aggregates, kind and amount of rock
fragments, distribution of plant roots, reaction, and other features that enable them
to identify soils. After describing the soils in the survey area and determining their
properties, the soil scientists assigned the soils to taxonomic classes (units).
Taxonomic classes are concepts. Each taxonomic class has a set of soil
characteristics with precisely defined limits. The classes are used as a basis for
comparison to classify soils systematically. Soil taxonomy, the system of taxonomic
classification used in the United States, is based mainly on the kind and character
of soil properties and the arrangement of horizons within the profile. After the soil
5
scientists classified and named the soils in the survey area, they compared the
individual soils with similar soils in the same taxonomic class in other areas so that
they could confirm data and assemble additional data based on experience and
research.
The objective of soil mapping is not to delineate pure map unit components; the
objective is to separate the landscape into landforms or landform segments that
have similar use and management requirements. Each map unit is defined by a
unique combination of soil components and/or miscellaneous areas in predictable
proportions. Some components may be highly contrasting to the other components
of the map unit. The presence of minor components in a map unit in no way
diminishes the usefulness or accuracy of the data. The delineation of such
landforms and landform segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, onsite
investigation is needed to define and locate the soils and miscellaneous areas.
Soil scientists make many field observations in the process of producing a soil map.
The frequency of observation is dependent upon several factors, including scale of
mapping, intensity of mapping, design of map units, complexity of the landscape,
and experience of the soil scientist. Observations are made to test and refine the
soil-landscape model and predictions and to verify the classification of the soils at
specific locations. Once the soil-landscape model is refined, a significantly smaller
number of measurements of individual soil properties are made and recorded.
These measurements may include field measurements, such as those for color,
depth to bedrock, and texture, and laboratory measurements, such as those for
content of sand, silt, clay, salt, and other components. Properties of each soil
typically vary from one point to another across the landscape.
Observations for map unit components are aggregated to develop ranges of
characteristics for the components. The aggregated values are presented. Direct
measurements do not exist for every property presented for every map unit
component. Values for some properties are estimated from combinations of other
properties.
While a soil survey is in progress, samples of some of the soils in the area generally
are collected for laboratory analyses and for engineering tests. Soil scientists
interpret the data from these analyses and tests as well as the field-observed
characteristics and the soil properties to determine the expected behavior of the
soils under different uses. Interpretations for all of the soils are field tested through
observation of the soils in different uses and under different levels of management.
Some interpretations are modified to fit local conditions, and some new
interpretations are developed to meet local needs. Data are assembled from other
sources, such as research information, production records, and field experience of
specialists. For example, data on crop yields under defined levels of management
are assembled from farm records and from field or plot experiments on the same
kinds of soil.
Predictions about soil behavior are based not only on soil properties but also on
such variables as climate and biological activity. Soil conditions are predictable over
long periods of time, but they are not predictable from year to year. For example,
soil scientists can predict with a fairly high degree of accuracy that a given soil will
have a high water table within certain depths in most years, but they cannot predict
that a high water table will always be at a specific level in the soil on a specific date.
After soil scientists located and identified the significant natural bodies of soil in the
survey area, they drew the boundaries of these bodies on aerial photographs and
Custom Soil Resource Report
6
identified each as a specific map unit. Aerial photographs show trees, buildings,
fields, roads, and rivers, all of which help in locating boundaries accurately.
Custom Soil Resource Report
7
Soil Map
The soil map section includes the soil map for the defined area of interest, a list of
soil map units on the map and extent of each map unit, and cartographic symbols
displayed on the map. Also presented are various metadata about data used to
produce the map, and a description of each soil map unit.
8
9
Custom Soil Resource Report
Soil Map
37
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0
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0
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1
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488060 488090 488120 488150 488180 488210 488240
488060 488090 488120 488150 488180 488210 488240
33° 29' 47'' N
11
7
°
7
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4
3
'
'
W
33° 29' 47'' N
11
7
°
7
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3
5
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W
33° 29' 39'' N
11
7
°
7
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4
3
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W
33° 29' 39'' N
11
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°
7
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3
5
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W
N
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84
0 50 100 200 300
Feet
0 20 40 80 120
Meters
Map Scale: 1:1,350 if printed on A portrait (8.5" x 11") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
Spoil Area
Stony Spot
Very Stony Spot
Wet Spot
Other
Special Line Features
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:15,800.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Western Riverside Area, California
Survey Area Data: Version 12, Sep 16, 2019
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: May 15, 2018—Jun
25, 2018
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
Custom Soil Resource Report
10
Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
GzG Gullied land 2.0 82.1%
RmE3 Ramona and Buren sandy
loams, 15 to 25 percent
slopes, severely eroded
0.4 17.9%
Totals for Area of Interest 2.4 100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions, along
with the maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however, the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They
generally are in small areas and could not be mapped separately because of the
scale used. Some small areas of strongly contrasting soils or miscellaneous areas
are identified by a special symbol on the maps. If included in the database for a
given area, the contrasting minor components are identified in the map unit
descriptions along with some characteristics of each. A few areas of minor
components may not have been observed, and consequently they are not
mentioned in the descriptions, especially where the pattern was so complex that it
was impractical to make enough observations to identify all the soils and
miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the
usefulness or accuracy of the data. The objective of mapping is not to delineate
pure taxonomic classes but rather to separate the landscape into landforms or
landform segments that have similar use and management requirements. The
delineation of such segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, however,
Custom Soil Resource Report
11
onsite investigation is needed to define and locate the soils and miscellaneous
areas.
An identifying symbol precedes the map unit name in the map unit descriptions.
Each description includes general facts about the unit and gives important soil
properties and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major
horizons that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness,
salinity, degree of erosion, and other characteristics that affect their use. On the
basis of such differences, a soil series is divided into soil phases. Most of the areas
shown on the detailed soil maps are phases of soil series. The name of a soil phase
commonly indicates a feature that affects use or management. For example, Alpha
silt loam, 0 to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps.
The pattern and proportion of the soils or miscellaneous areas are somewhat similar
in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present
or anticipated uses of the map units in the survey area, it was not considered
practical or necessary to map the soils or miscellaneous areas separately. The
pattern and relative proportion of the soils or miscellaneous areas are somewhat
similar. Alpha-Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas
that could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion
of the soils or miscellaneous areas in a mapped area are not uniform. An area can
be made up of only one of the major soils or miscellaneous areas, or it can be made
up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil
material and support little or no vegetation. Rock outcrop is an example.
Custom Soil Resource Report
12
Western Riverside Area, California
GzG—Gullied land
Map Unit Composition
Gullied land: 100 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Gullied Land
Setting
Landform: Terraces
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Riser
Down-slope shape: Concave
Across-slope shape: Concave
Typical profile
H1 - 0 to 60 inches: variable
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 8
Hydric soil rating: No
RmE3—Ramona and Buren sandy loams, 15 to 25 percent slopes,
severely eroded
Map Unit Setting
National map unit symbol: hcyj
Elevation: 250 to 3,500 feet
Mean annual precipitation: 10 to 20 inches
Mean annual air temperature: 63 degrees F
Frost-free period: 230 to 320 days
Farmland classification: Not prime farmland
Map Unit Composition
Ramona and similar soils: 45 percent
Buren and similar soils: 40 percent
Minor components: 15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Ramona
Setting
Landform: Alluvial fans, terraces
Landform position (three-dimensional): Tread
Down-slope shape: Concave
Across-slope shape: Convex
Parent material: Alluvium derived from granite
Typical profile
H1 - 0 to 8 inches: sandy loam
Custom Soil Resource Report
13
H2 - 8 to 17 inches: fine sandy loam
H3 - 17 to 68 inches: sandy clay loam
H4 - 68 to 74 inches: gravelly sandy loam
Properties and qualities
Slope: 15 to 25 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Very high
Capacity of the most limiting layer to transmit water (Ksat): Moderately high (0.20
to 0.57 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Calcium carbonate, maximum in profile: 1 percent
Available water storage in profile: Moderate (about 8.4 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 6e
Hydrologic Soil Group: C
Ecological site: LOAMY (1975) (R019XD029CA)
Hydric soil rating: No
Description of Buren
Setting
Landform: Alluvial fans, terraces
Landform position (three-dimensional): Tread
Down-slope shape: Linear
Across-slope shape: Convex, linear
Parent material: Alluvium
Typical profile
H1 - 0 to 12 inches: sandy loam
H2 - 12 to 28 inches: loam
H3 - 28 to 37 inches: loam
H4 - 37 to 52 inches: cemented
Properties and qualities
Slope: 15 to 25 percent
Depth to restrictive feature: 37 to 40 inches to duripan
Natural drainage class: Well drained
Runoff class: Very high
Capacity of the most limiting layer to transmit water (Ksat): Very low to moderately
low (0.00 to 0.06 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Calcium carbonate, maximum in profile: 1 percent
Salinity, maximum in profile: Nonsaline to slightly saline (0.0 to 4.0 mmhos/cm)
Available water storage in profile: Low (about 5.5 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 6e
Hydrologic Soil Group: C
Custom Soil Resource Report
14
Ecological site: LOAMY (1975) (R019XD029CA)
Hydric soil rating: No
Minor Components
Ramona
Percent of map unit: 5 percent
Hydric soil rating: No
Buren
Percent of map unit: 5 percent
Hydric soil rating: No
Hanford
Percent of map unit: 5 percent
Hydric soil rating: No
Custom Soil Resource Report
15
References
American Association of State Highway and Transportation Officials (AASHTO).
2004. Standard specifications for transportation materials and methods of sampling
and testing. 24th edition.
American Society for Testing and Materials (ASTM). 2005. Standard classification of
soils for engineering purposes. ASTM Standard D2487-00.
Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of
wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife
Service FWS/OBS-79/31.
Federal Register. July 13, 1994. Changes in hydric soils of the United States.
Federal Register. September 18, 2002. Hydric soils of the United States.
Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric
soils in the United States.
National Research Council. 1995. Wetlands: Characteristics and boundaries.
Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service.
U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/
nrcs/detail/national/soils/?cid=nrcs142p2_054262
Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for
making and interpreting soil surveys. 2nd edition. Natural Resources Conservation
Service, U.S. Department of Agriculture Handbook 436. http://
www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577
Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of
Agriculture, Natural Resources Conservation Service. http://
www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580
Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and
Delaware Department of Natural Resources and Environmental Control, Wetlands
Section.
United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of
Engineers wetlands delineation manual. Waterways Experiment Station Technical
Report Y-87-1.
United States Department of Agriculture, Natural Resources Conservation Service.
National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/
home/?cid=nrcs142p2_053374
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/
detail/national/landuse/rangepasture/?cid=stelprdb1043084
16
United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/
nrcs/detail/soils/scientists/?cid=nrcs142p2_054242
United States Department of Agriculture, Natural Resources Conservation Service.
2006. Land resource regions and major land resource areas of the United States,
the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook
296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?
cid=nrcs142p2_053624
United States Department of Agriculture, Soil Conservation Service. 1961. Land
capability classification. U.S. Department of Agriculture Handbook 210. http://
www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf
Custom Soil Resource Report
17
HYDROLOGY REPORT
MC GOVERN RESIDENCE
LD19-3729
SHOWALTER ROAD, TEMECULA, CA 92592
Attachment 2 - 1 -
ATTACHMENT 2: EXISTING CONDITIONS CALCULATIONS
This attachment contains the existing conditions calculations. Please see the attached calculations.
HYDROLOGY REPORT
MC GOVERN RESIDENCE
LD19-3729
SHOWALTER ROAD, TEMECULA, CA 92592
Attachment 2 - 2 -
EXISTING CONDITIONS – CONFLUENCE POINT A
100 YEAR DESIGN STORM EVENT
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0
Rational Hydrology Study Date: 09/13/20 File:mcgovernexb1d3.out
------------------------------------------------------------------------
********* Hydrology Study Control Information **********
English (in-lb) Units used in input data file
------------------------------------------------------------------------
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition = 3
Standard intensity-duration curves data (Plate D-4.1)
For the [ Murrieta,Tmc,Rnch CaNorco ] area used.
10 year storm 10 minute intensity = 2.360(In/Hr)
10 year storm 60 minute intensity = 0.880(In/Hr)
100 year storm 10 minute intensity = 3.480(In/Hr)
100 year storm 60 minute intensity = 1.300(In/Hr)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.300(In/Hr)
Slope of intensity duration curve = 0.5500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.110 to Point/Station 1.210
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Initial area flow distance = 100.000(Ft.)
Top (of initial area) elevation = 1252.000(Ft.)
Bottom (of initial area) elevation = 1241.000(Ft.)
Difference in elevation = 11.000(Ft.)
Slope = 0.11000 s(percent)= 11.00
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 5.200 min.
Rainfall intensity = 4.990(In/Hr) for a 100.0 year storm
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.886
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 94.40
Pervious area fraction = 1.000; Impervious fraction = 0.000
Initial subarea runoff = 0.951(CFS)
Total initial stream area = 0.215(Ac.)
Pervious area fraction = 1.000
HYDROLOGY REPORT
MC GOVERN RESIDENCE
LD19-3729
SHOWALTER ROAD, TEMECULA, CA 92592
Attachment 2 - 3 -
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.210 to Point/Station 1.310
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
______________________________________________________________________
Estimated mean flow rate at midpoint of channel = 1.952(CFS)
Depth of flow = 0.174(Ft.), Average velocity = 3.400(Ft/s)
******* Irregular Channel Data ***********
-----------------------------------------------------------------
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 1.00
2 30.00 0.00
3 32.00 0.25
4 35.00 1.00
Manning's 'N' friction factor = 0.020
-----------------------------------------------------------------
Sub-Channel flow = 1.952(CFS)
' ' flow top width = 6.606(Ft.)
' ' velocity= 3.400(Ft/s)
' ' area = 0.574(Sq.Ft)
' ' Froude number = 2.032
Upstream point elevation = 1241.000(Ft.)
Downstream point elevation = 1226.000(Ft.)
Flow length = 275.000(Ft.)
Travel time = 1.35 min.
Time of concentration = 6.55 min.
Depth of flow = 0.174(Ft.)
Average velocity = 3.400(Ft/s)
Total irregular channel flow = 1.952(CFS)
Irregular channel normal depth above invert elev. = 0.174(Ft.)
Average velocity of channel(s) = 3.400(Ft/s)
Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.884
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 94.40
Pervious area fraction = 1.000; Impervious fraction = 0.000
Rainfall intensity = 4.396(In/Hr) for a 100.0 year storm
Subarea runoff = 1.936(CFS) for 0.498(Ac.)
Total runoff = 2.886(CFS) Total area = 0.713(Ac.)
Depth of flow = 0.201(Ft.), Average velocity = 3.749(Ft/s)
HYDROLOGY REPORT
MC GOVERN RESIDENCE
LD19-3729
SHOWALTER ROAD, TEMECULA, CA 92592
Attachment 2 - 4 -
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.310 to Point/Station 1.610
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
______________________________________________________________________
Estimated mean flow rate at midpoint of channel = 4.082(CFS)
Depth of flow = 0.316(Ft.), Average velocity = 8.534(Ft/s)
******* Irregular Channel Data ***********
-----------------------------------------------------------------
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 3.00
2 0.90 2.00
3 1.30 1.00
4 1.90 0.50
5 5.60 0.00
6 6.70 0.50
7 7.50 1.00
8 8.10 2.00
9 9.40 3.00
Manning's 'N' friction factor = 0.020
-----------------------------------------------------------------
Sub-Channel flow = 4.082(CFS)
' ' flow top width = 3.031(Ft.)
' ' velocity= 8.534(Ft/s)
' ' area = 0.478(Sq.Ft)
' ' Froude number = 3.785
Upstream point elevation = 1226.000(Ft.)
Downstream point elevation = 1185.000(Ft.)
Flow length = 255.000(Ft.)
Travel time = 0.50 min.
Time of concentration = 7.05 min.
Depth of flow = 0.316(Ft.)
Average velocity = 8.534(Ft/s)
Total irregular channel flow = 4.082(CFS)
Irregular channel normal depth above invert elev. = 0.316(Ft.)
Average velocity of channel(s) = 8.534(Ft/s)
Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.883
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 94.40
Pervious area fraction = 1.000; Impervious fraction = 0.000
Rainfall intensity = 4.222(In/Hr) for a 100.0 year storm
Subarea runoff = 2.294(CFS) for 0.615(Ac.)
Total runoff = 5.180(CFS) Total area = 1.328(Ac.)
Depth of flow = 0.345(Ft.), Average velocity = 9.058(Ft/s)
HYDROLOGY REPORT
MC GOVERN RESIDENCE
LD19-3729
SHOWALTER ROAD, TEMECULA, CA 92592
Attachment 2 - 5 -
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.110 to Point/Station 1.610
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 1.328(Ac.)
Runoff from this stream = 5.180(CFS)
Time of concentration = 7.05 min.
Rainfall intensity = 4.222(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.410 to Point/Station 1.510
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Initial area flow distance = 100.000(Ft.)
Top (of initial area) elevation = 1250.000(Ft.)
Bottom (of initial area) elevation = 1231.000(Ft.)
Difference in elevation = 19.000(Ft.)
Slope = 0.19000 s(percent)= 19.00
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Warning: TC computed to be less than 5 min.; program is assuming the
time of concentration is 5 minutes.
Initial area time of concentration = 5.000 min.
Rainfall intensity = 5.099(In/Hr) for a 100.0 year storm
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.886
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 94.40
Pervious area fraction = 1.000; Impervious fraction = 0.000
Initial subarea runoff = 0.949(CFS)
Total initial stream area = 0.210(Ac.)
Pervious area fraction = 1.000
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.510 to Point/Station 1.610
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
______________________________________________________________________
Estimated mean flow rate at midpoint of channel = 4.554(CFS)
Depth of flow = 0.215(Ft.), Average velocity = 7.354(Ft/s)
******* Irregular Channel Data ***********
-----------------------------------------------------------------
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 1.00
2 7.00 0.50
3 8.50 0.00
4 10.10 0.00
5 19.00 1.00
Manning's 'N' friction factor = 0.020
-----------------------------------------------------------------
HYDROLOGY REPORT
MC GOVERN RESIDENCE
LD19-3729
SHOWALTER ROAD, TEMECULA, CA 92592
Attachment 2 - 6 -
Sub-Channel flow = 4.554(CFS)
' ' flow top width = 4.159(Ft.)
' ' velocity= 7.354(Ft/s)
' ' area = 0.619(Sq.Ft)
' ' Froude number = 3.359
Upstream point elevation = 1231.000(Ft.)
Downstream point elevation = 1185.000(Ft.)
Flow length = 365.000(Ft.)
Travel time = 0.83 min.
Time of concentration = 5.83 min.
Depth of flow = 0.215(Ft.)
Average velocity = 7.354(Ft/s)
Total irregular channel flow = 4.554(CFS)
Irregular channel normal depth above invert elev. = 0.215(Ft.)
Average velocity of channel(s) = 7.354(Ft/s)
Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.885
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 94.40
Pervious area fraction = 1.000; Impervious fraction = 0.000
Rainfall intensity = 4.687(In/Hr) for a 100.0 year storm
Subarea runoff = 7.127(CFS) for 1.718(Ac.)
Total runoff = 8.076(CFS) Total area = 1.928(Ac.)
Depth of flow = 0.285(Ft.), Average velocity = 8.592(Ft/s)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.410 to Point/Station 1.610
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 1.928(Ac.)
Runoff from this stream = 8.076(CFS)
Time of concentration = 5.83 min.
Rainfall intensity = 4.687(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 5.180 7.05 4.222
2 8.076 5.83 4.687
Largest stream flow has longer or shorter time of concentration
Qp = 8.076 + sum of
Qa Tb/Ta
5.180 * 0.827 = 4.284
Qp = 12.360
HYDROLOGY REPORT
MC GOVERN RESIDENCE
LD19-3729
SHOWALTER ROAD, TEMECULA, CA 92592
Attachment 2 - 7 -
Total of 2 streams to confluence:
Flow rates before confluence point:
5.180 8.076
Area of streams before confluence:
1.328 1.928
Results of confluence:
Total flow rate = 12.360(CFS)
Time of concentration = 5.827 min.
Effective stream area after confluence = 3.256(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.610 to Point/Station 1.820
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
______________________________________________________________________
Estimated mean flow rate at midpoint of channel = 13.676(CFS)
Depth of flow = 0.392(Ft.), Average velocity = 5.925(Ft/s)
******* Irregular Channel Data ***********
-----------------------------------------------------------------
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 1.00
2 4.60 0.50
3 6.60 0.25
4 10.90 0.00
5 14.40 0.25
6 18.00 0.50
7 28.00 1.00
Manning's 'N' friction factor = 0.020
-----------------------------------------------------------------
Sub-Channel flow = 13.676(CFS)
' ' flow top width = 10.980(Ft.)
' ' velocity= 5.925(Ft/s)
' ' area = 2.308(Sq.Ft)
' ' Froude number = 2.277
Upstream point elevation = 1185.000(Ft.)
Downstream point elevation = 1173.000(Ft.)
Flow length = 235.000(Ft.)
Travel time = 0.66 min.
Time of concentration = 6.49 min.
Depth of flow = 0.392(Ft.)
Average velocity = 5.925(Ft/s)
Total irregular channel flow = 13.676(CFS)
Irregular channel normal depth above invert elev. = 0.392(Ft.)
Average velocity of channel(s) = 5.925(Ft/s)
Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.884
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 94.40
HYDROLOGY REPORT
MC GOVERN RESIDENCE
LD19-3729
SHOWALTER ROAD, TEMECULA, CA 92592
Attachment 2 - 8 -
Pervious area fraction = 1.000; Impervious fraction = 0.000
Rainfall intensity = 4.418(In/Hr) for a 100.0 year storm
Subarea runoff = 2.707(CFS) for 0.693(Ac.)
Total runoff = 15.068(CFS) Total area = 3.949(Ac.)
Depth of flow = 0.407(Ft.), Average velocity = 6.085(Ft/s)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.110 to Point/Station 1.820
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 3.949(Ac.)
Runoff from this stream = 15.068(CFS)
Time of concentration = 6.49 min.
Rainfall intensity = 4.418(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.710 to Point/Station 1.810
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Initial area flow distance = 100.000(Ft.)
Top (of initial area) elevation = 1230.500(Ft.)
Bottom (of initial area) elevation = 1204.000(Ft.)
Difference in elevation = 26.500(Ft.)
Slope = 0.26500 s(percent)= 26.50
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Warning: TC computed to be less than 5 min.; program is assuming the
time of concentration is 5 minutes.
Initial area time of concentration = 5.000 min.
Rainfall intensity = 5.099(In/Hr) for a 100.0 year storm
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.886
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 94.40
Pervious area fraction = 1.000; Impervious fraction = 0.000
Initial subarea runoff = 0.917(CFS)
Total initial stream area = 0.203(Ac.)
Pervious area fraction = 1.000
HYDROLOGY REPORT
MC GOVERN RESIDENCE
LD19-3729
SHOWALTER ROAD, TEMECULA, CA 92592
Attachment 2 - 9 -
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.810 to Point/Station 1.820
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
______________________________________________________________________
Estimated mean flow rate at midpoint of channel = 1.814(CFS)
Depth of flow = 0.132(Ft.), Average velocity = 5.509(Ft/s)
******* Irregular Channel Data ***********
-----------------------------------------------------------------
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 1.00
2 4.60 0.50
3 8.30 0.00
4 15.90 0.25
5 17.80 0.50
6 21.70 1.00
Manning's 'N' friction factor = 0.020
-----------------------------------------------------------------
Sub-Channel flow = 1.814(CFS)
' ' flow top width = 4.990(Ft.)
' ' velocity= 5.509(Ft/s)
' ' area = 0.329(Sq.Ft)
' ' Froude number = 3.779
Upstream point elevation = 1204.000(Ft.)
Downstream point elevation = 1173.000(Ft.)
Flow length = 150.000(Ft.)
Travel time = 0.45 min.
Time of concentration = 5.45 min.
Depth of flow = 0.132(Ft.)
Average velocity = 5.509(Ft/s)
Total irregular channel flow = 1.814(CFS)
Irregular channel normal depth above invert elev. = 0.132(Ft.)
Average velocity of channel(s) = 5.509(Ft/s)
Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.886
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 94.40
Pervious area fraction = 1.000; Impervious fraction = 0.000
Rainfall intensity = 4.861(In/Hr) for a 100.0 year storm
Subarea runoff = 1.709(CFS) for 0.397(Ac.)
Total runoff = 2.626(CFS) Total area = 0.600(Ac.)
Depth of flow = 0.152(Ft.), Average velocity = 6.042(Ft/s)
HYDROLOGY REPORT
MC GOVERN RESIDENCE
LD19-3729
SHOWALTER ROAD, TEMECULA, CA 92592
Attachment 2 - 10 -
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.710 to Point/Station 1.820
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.600(Ac.)
Runoff from this stream = 2.626(CFS)
Time of concentration = 5.45 min.
Rainfall intensity = 4.861(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 15.068 6.49 4.418
2 2.626 5.45 4.861
Largest stream flow has longer time of concentration
Qp = 15.068 + sum of
Qb Ia/Ib
2.626 * 0.909 = 2.387
Qp = 17.455
Total of 2 streams to confluence:
Flow rates before confluence point:
15.068 2.626
Area of streams before confluence:
3.949 0.600
Results of confluence:
Total flow rate = 17.455(CFS)
Time of concentration = 6.488 min.
Effective stream area after confluence = 4.549(Ac.)
End of computations, total study area = 4.55 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 1.000
Area averaged RI index number = 86.0
HYDROLOGY REPORT
MC GOVERN RESIDENCE
LD19-3729
SHOWALTER ROAD, TEMECULA, CA 92592
Attachment 2 - 11 -
EXISTING CONDITIONS – CONFLUENCE POINT B
100 YEAR DESIGN STORM EVENT
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0
Rational Hydrology Study Date: 09/13/20 File:mcgovernexb2d3.out
------------------------------------------------------------------------
********* Hydrology Study Control Information **********
English (in-lb) Units used in input data file
------------------------------------------------------------------------
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition = 3
Standard intensity-duration curves data (Plate D-4.1)
For the [ Murrieta,Tmc,Rnch CaNorco ] area used.
10 year storm 10 minute intensity = 2.360(In/Hr)
10 year storm 60 minute intensity = 0.880(In/Hr)
100 year storm 10 minute intensity = 3.480(In/Hr)
100 year storm 60 minute intensity = 1.300(In/Hr)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.300(In/Hr)
Slope of intensity duration curve = 0.5500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.110 to Point/Station 2.210
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Initial area flow distance = 100.000(Ft.)
Top (of initial area) elevation = 1241.000(Ft.)
Bottom (of initial area) elevation = 1218.000(Ft.)
Difference in elevation = 23.000(Ft.)
Slope = 0.23000 s(percent)= 23.00
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Warning: TC computed to be less than 5 min.; program is assuming the
time of concentration is 5 minutes.
Initial area time of concentration = 5.000 min.
Rainfall intensity = 5.099(In/Hr) for a 100.0 year storm
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.886
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 94.40
Pervious area fraction = 1.000; Impervious fraction = 0.000
Initial subarea runoff = 0.615(CFS)
Total initial stream area = 0.136(Ac.)
Pervious area fraction = 1.000
HYDROLOGY REPORT
MC GOVERN RESIDENCE
LD19-3729
SHOWALTER ROAD, TEMECULA, CA 92592
Attachment 2 - 12 -
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.210 to Point/Station 2.220
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
______________________________________________________________________
Estimated mean flow rate at midpoint of channel = 1.453(CFS)
Depth of flow = 0.138(Ft.), Average velocity = 6.685(Ft/s)
******* Irregular Channel Data ***********
-----------------------------------------------------------------
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 1.00
2 7.30 0.00
3 15.00 0.50
4 22.50 1.00
Manning's 'N' friction factor = 0.020
-----------------------------------------------------------------
Sub-Channel flow = 1.453(CFS)
' ' flow top width = 3.141(Ft.)
' ' velocity= 6.685(Ft/s)
' ' area = 0.217(Sq.Ft)
' ' Froude number = 4.479
Upstream point elevation = 1218.000(Ft.)
Downstream point elevation = 1175.000(Ft.)
Flow length = 150.000(Ft.)
Travel time = 0.37 min.
Time of concentration = 5.37 min.
Depth of flow = 0.138(Ft.)
Average velocity = 6.685(Ft/s)
Total irregular channel flow = 1.453(CFS)
Irregular channel normal depth above invert elev. = 0.138(Ft.)
Average velocity of channel(s) = 6.685(Ft/s)
Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.886
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 94.40
Pervious area fraction = 1.000; Impervious fraction = 0.000
Rainfall intensity = 4.901(In/Hr) for a 100.0 year storm
Subarea runoff = 1.610(CFS) for 0.371(Ac.)
Total runoff = 2.225(CFS) Total area = 0.507(Ac.)
Depth of flow = 0.162(Ft.), Average velocity = 7.436(Ft/s)
End of computations, total study area = 0.51 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 1.000
Area averaged RI index number = 86.0
HYDROLOGY REPORT
MC GOVERN RESIDENCE
LD19-3729
SHOWALTER ROAD, TEMECULA, CA 92592
Attachment 2 - 13 -
EXISTING CONDITIONS – CONFLUENCE POINT C
100 YEAR DESIGN STORM EVENT
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0
Rational Hydrology Study Date: 09/13/20 File:mcgovernexb3d3.out
------------------------------------------------------------------------
********* Hydrology Study Control Information **********
English (in-lb) Units used in input data file
------------------------------------------------------------------------
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition = 3
Standard intensity-duration curves data (Plate D-4.1)
For the [ Murrieta,Tmc,Rnch CaNorco ] area used.
10 year storm 10 minute intensity = 2.360(In/Hr)
10 year storm 60 minute intensity = 0.880(In/Hr)
100 year storm 10 minute intensity = 3.480(In/Hr)
100 year storm 60 minute intensity = 1.300(In/Hr)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.300(In/Hr)
Slope of intensity duration curve = 0.5500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 3.110 to Point/Station 3.210
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Initial area flow distance = 95.000(Ft.)
Top (of initial area) elevation = 1241.000(Ft.)
Bottom (of initial area) elevation = 1210.000(Ft.)
Difference in elevation = 31.000(Ft.)
Slope = 0.32632 s(percent)= 32.63
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Warning: TC computed to be less than 5 min.; program is assuming the
time of concentration is 5 minutes.
Initial area time of concentration = 5.000 min.
Rainfall intensity = 5.099(In/Hr) for a 100.0 year storm
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.886
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 94.40
Pervious area fraction = 1.000; Impervious fraction = 0.000
Initial subarea runoff = 0.484(CFS)
Total initial stream area = 0.107(Ac.)
Pervious area fraction = 1.000
HYDROLOGY REPORT
MC GOVERN RESIDENCE
LD19-3729
SHOWALTER ROAD, TEMECULA, CA 92592
Attachment 2 - 14 -
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 3.210 to Point/Station 3.220
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
______________________________________________________________________
Estimated mean flow rate at midpoint of channel = 0.960(CFS)
Depth of flow = 0.162(Ft.), Average velocity = 6.747(Ft/s)
******* Irregular Channel Data ***********
-----------------------------------------------------------------
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 1.00
2 5.60 0.25
3 6.80 0.00
4 8.30 0.25
5 12.30 1.00
Manning's 'N' friction factor = 0.020
-----------------------------------------------------------------
Sub-Channel flow = 0.960(CFS)
' ' flow top width = 1.753(Ft.)
' ' velocity= 6.747(Ft/s)
' ' area = 0.142(Sq.Ft)
' ' Froude number = 4.173
Upstream point elevation = 1210.000(Ft.)
Downstream point elevation = 1174.000(Ft.)
Flow length = 150.000(Ft.)
Travel time = 0.37 min.
Time of concentration = 5.37 min.
Depth of flow = 0.162(Ft.)
Average velocity = 6.747(Ft/s)
Total irregular channel flow = 0.960(CFS)
Irregular channel normal depth above invert elev. = 0.162(Ft.)
Average velocity of channel(s) = 6.747(Ft/s)
Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.886
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 94.40
Pervious area fraction = 1.000; Impervious fraction = 0.000
Rainfall intensity = 4.902(In/Hr) for a 100.0 year storm
Subarea runoff = 0.916(CFS) for 0.211(Ac.)
Total runoff = 1.400(CFS) Total area = 0.318(Ac.)
Depth of flow = 0.187(Ft.), Average velocity = 7.413(Ft/s)
End of computations, total study area = 0.32 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 1.000
Area averaged RI index number = 86.0
HYDROLOGY REPORT
MC GOVERN RESIDENCE
LD19-3729
SHOWALTER ROAD, TEMECULA, CA 92592
Attachment 3 - 1 -
ATTACHMENT 3: PROPOSED CONDITIONS CALCULATIONS
This attachment contains the proposed conditions calculations. Please see the attached calculations.
HYDROLOGY REPORT
MC GOVERN RESIDENCE
LD19-3729
SHOWALTER ROAD, TEMECULA, CA 92592
Attachment 3 - 2 -
PROPOSED CONDITIONS – CONFLUENCE POINT A
100 YEAR DESIGN STORM EVENT
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0
Rational Hydrology Study Date: 09/13/20 File:mcgovernprb1d3.out
------------------------------------------------------------------------
********* Hydrology Study Control Information **********
English (in-lb) Units used in input data file
------------------------------------------------------------------------
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition = 3
Standard intensity-duration curves data (Plate D-4.1)
For the [ Murrieta,Tmc,Rnch CaNorco ] area used.
10 year storm 10 minute intensity = 2.360(In/Hr)
10 year storm 60 minute intensity = 0.880(In/Hr)
100 year storm 10 minute intensity = 3.480(In/Hr)
100 year storm 60 minute intensity = 1.300(In/Hr)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.300(In/Hr)
Slope of intensity duration curve = 0.5500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.110 to Point/Station 1.210
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Initial area flow distance = 100.000(Ft.)
Top (of initial area) elevation = 1252.000(Ft.)
Bottom (of initial area) elevation = 1241.000(Ft.)
Difference in elevation = 11.000(Ft.)
Slope = 0.11000 s(percent)= 11.00
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 5.200 min.
Rainfall intensity = 4.990(In/Hr) for a 100.0 year storm
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.886
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 94.40
Pervious area fraction = 1.000; Impervious fraction = 0.000
Initial subarea runoff = 0.959(CFS)
Total initial stream area = 0.217(Ac.)
Pervious area fraction = 1.000
HYDROLOGY REPORT
MC GOVERN RESIDENCE
LD19-3729
SHOWALTER ROAD, TEMECULA, CA 92592
Attachment 3 - 3 -
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.210 to Point/Station 1.310
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
______________________________________________________________________
Estimated mean flow rate at midpoint of channel = 1.819(CFS)
Depth of flow = 0.169(Ft.), Average velocity = 3.341(Ft/s)
******* Irregular Channel Data ***********
-----------------------------------------------------------------
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 1.00
2 30.00 0.00
3 32.00 0.25
4 35.00 1.00
Manning's 'N' friction factor = 0.020
-----------------------------------------------------------------
Sub-Channel flow = 1.819(CFS)
' ' flow top width = 6.433(Ft.)
' ' velocity= 3.341(Ft/s)
' ' area = 0.544(Sq.Ft)
' ' Froude number = 2.024
Upstream point elevation = 1241.000(Ft.)
Downstream point elevation = 1226.000(Ft.)
Flow length = 275.000(Ft.)
Travel time = 1.37 min.
Time of concentration = 6.57 min.
Depth of flow = 0.169(Ft.)
Average velocity = 3.341(Ft/s)
Total irregular channel flow = 1.819(CFS)
Irregular channel normal depth above invert elev. = 0.169(Ft.)
Average velocity of channel(s) = 3.341(Ft/s)
Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.884
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 94.40
Pervious area fraction = 1.000; Impervious fraction = 0.000
Rainfall intensity = 4.387(In/Hr) for a 100.0 year storm
Subarea runoff = 1.660(CFS) for 0.428(Ac.)
Total runoff = 2.619(CFS) Total area = 0.645(Ac.)
Depth of flow = 0.194(Ft.), Average velocity = 3.659(Ft/s)
HYDROLOGY REPORT
MC GOVERN RESIDENCE
LD19-3729
SHOWALTER ROAD, TEMECULA, CA 92592
Attachment 3 - 4 -
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.310 to Point/Station 1.320
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
______________________________________________________________________
Estimated mean flow rate at midpoint of channel = 2.890(CFS)
Depth of flow = 0.215(Ft.), Average velocity = 7.086(Ft/s)
******* Irregular Channel Data ***********
-----------------------------------------------------------------
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 0.75
2 6.30 0.00
3 13.20 0.75
Manning's 'N' friction factor = 0.025
-----------------------------------------------------------------
Sub-Channel flow = 2.890(CFS)
' ' flow top width = 3.789(Ft.)
' ' velocity= 7.086(Ft/s)
' ' area = 0.408(Sq.Ft)
' ' Froude number = 3.806
Upstream point elevation = 1226.000(Ft.)
Downstream point elevation = 1219.000(Ft.)
Flow length = 25.000(Ft.)
Travel time = 0.06 min.
Time of concentration = 6.63 min.
Depth of flow = 0.215(Ft.)
Average velocity = 7.086(Ft/s)
Total irregular channel flow = 2.890(CFS)
Irregular channel normal depth above invert elev. = 0.215(Ft.)
Average velocity of channel(s) = 7.086(Ft/s)
Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.884
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 94.40
Pervious area fraction = 1.000; Impervious fraction = 0.000
Rainfall intensity = 4.366(In/Hr) for a 100.0 year storm
Subarea runoff = 0.513(CFS) for 0.133(Ac.)
Total runoff = 3.133(CFS) Total area = 0.778(Ac.)
Depth of flow = 0.222(Ft.), Average velocity = 7.231(Ft/s)
HYDROLOGY REPORT
MC GOVERN RESIDENCE
LD19-3729
SHOWALTER ROAD, TEMECULA, CA 92592
Attachment 3 - 5 -
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.320 to Point/Station 1.330
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 1219.000(Ft.)
Downstream point elevation = 1218.000(Ft.)
Channel length thru subarea = 10.000(Ft.)
Channel base width = 2.500(Ft.)
Slope or 'Z' of left channel bank = 3.000
Slope or 'Z' of right channel bank = 3.000
Manning's 'N' = 0.044
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 3.133(CFS)
Depth of flow = 0.258(Ft.), Average velocity = 3.707(Ft/s)
Channel flow top width = 4.049(Ft.)
Flow Velocity = 3.71(Ft/s)
Travel time = 0.04 min.
Time of concentration = 6.68 min.
Sub-Channel No. 1 Critical depth = 0.320(Ft.)
' ' ' Critical flow top width = 4.422(Ft.)
' ' ' Critical flow velocity= 2.826(Ft/s)
' ' ' Critical flow area = 1.109(Sq.Ft)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.330 to Point/Station 1.540
**** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________
Upstream point/station elevation = 1218.000(Ft.)
Downstream point/station elevation = 1203.800(Ft.)
Pipe length = 90.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 3.133(CFS)
Given pipe size = 18.00(In.)
Calculated individual pipe flow = 3.133(CFS)
Normal flow depth in pipe = 3.34(In.)
Flow top width inside pipe = 13.99(In.)
Critical Depth = 8.10(In.)
Pipe flow velocity = 13.88(Ft/s)
Travel time through pipe = 0.11 min.
Time of concentration (TC) = 6.78 min.
HYDROLOGY REPORT
MC GOVERN RESIDENCE
LD19-3729
SHOWALTER ROAD, TEMECULA, CA 92592
Attachment 3 - 6 -
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.110 to Point/Station 1.540
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 1 in normal stream number 1
Stream flow area = 0.778(Ac.)
Runoff from this stream = 3.133(CFS)
Time of concentration = 6.78 min.
Rainfall intensity = 4.311(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.410 to Point/Station 1.510
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Initial area flow distance = 100.000(Ft.)
Top (of initial area) elevation = 1239.500(Ft.)
Bottom (of initial area) elevation = 1230.500(Ft.)
Difference in elevation = 9.000(Ft.)
Slope = 0.09000 s(percent)= 9.00
TC = k(0.480)*[(length^3)/(elevation change)]^0.2
Warning: TC computed to be less than 5 min.; program is assuming the
time of concentration is 5 minutes.
Initial area time of concentration = 5.000 min.
Rainfall intensity = 5.099(In/Hr) for a 100.0 year storm
SINGLE FAMILY (1 Acre Lot)
Runoff Coefficient = 0.867
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 84.40
Pervious area fraction = 0.800; Impervious fraction = 0.200
Initial subarea runoff = 0.217(CFS)
Total initial stream area = 0.049(Ac.)
Pervious area fraction = 0.800
HYDROLOGY REPORT
MC GOVERN RESIDENCE
LD19-3729
SHOWALTER ROAD, TEMECULA, CA 92592
Attachment 3 - 7 -
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.510 to Point/Station 1.520
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
______________________________________________________________________
Estimated mean flow rate at midpoint of channel = 1.156(CFS)
Depth of flow = 0.112(Ft.), Average velocity = 4.593(Ft/s)
******* Irregular Channel Data ***********
-----------------------------------------------------------------
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 0.50
2 20.00 0.00
3 20.00 0.50
Manning's 'N' friction factor = 0.013
-----------------------------------------------------------------
Sub-Channel flow = 1.156(CFS)
' ' flow top width = 4.487(Ft.)
' ' velocity= 4.594(Ft/s)
' ' area = 0.252(Sq.Ft)
' ' Froude number = 3.418
Upstream point elevation = 1230.500(Ft.)
Downstream point elevation = 1220.000(Ft.)
Flow length = 135.000(Ft.)
Travel time = 0.49 min.
Time of concentration = 5.49 min.
Depth of flow = 0.112(Ft.)
Average velocity = 4.593(Ft/s)
Total irregular channel flow = 1.156(CFS)
Irregular channel normal depth above invert elev. = 0.112(Ft.)
Average velocity of channel(s) = 4.593(Ft/s)
Adding area flow to channel
SINGLE FAMILY (1 Acre Lot)
Runoff Coefficient = 0.865
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 84.40
Pervious area fraction = 0.800; Impervious fraction = 0.200
Rainfall intensity = 4.844(In/Hr) for a 100.0 year storm
Subarea runoff = 1.781(CFS) for 0.425(Ac.)
Total runoff = 1.997(CFS) Total area = 0.474(Ac.)
Depth of flow = 0.138(Ft.), Average velocity = 5.267(Ft/s)
HYDROLOGY REPORT
MC GOVERN RESIDENCE
LD19-3729
SHOWALTER ROAD, TEMECULA, CA 92592
Attachment 3 - 8 -
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.520 to Point/Station 1.530
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
______________________________________________________________________
Depth of flow = 0.080(Ft.), Average velocity = 1.271(Ft/s)
******* Irregular Channel Data ***********
-----------------------------------------------------------------
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 0.50
2 0.50 0.00
3 20.00 0.00
4 20.50 0.50
Manning's 'N' friction factor = 0.025
-----------------------------------------------------------------
Sub-Channel flow = 1.998(CFS)
' ' flow top width = 19.661(Ft.)
' ' velocity= 1.271(Ft/s)
' ' area = 1.572(Sq.Ft)
' ' Froude number = 0.792
Upstream point elevation = 1220.000(Ft.)
Downstream point elevation = 1219.400(Ft.)
Flow length = 45.000(Ft.)
Travel time = 0.59 min.
Time of concentration = 6.08 min.
Depth of flow = 0.080(Ft.)
Average velocity = 1.271(Ft/s)
Total irregular channel flow = 1.997(CFS)
Irregular channel normal depth above invert elev. = 0.080(Ft.)
Average velocity of channel(s) = 1.271(Ft/s)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.530 to Point/Station 1.540
**** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________
Upstream point/station elevation = 1206.900(Ft.)
Downstream point/station elevation = 1203.300(Ft.)
Pipe length = 50.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.997(CFS)
Given pipe size = 8.00(In.)
Calculated individual pipe flow = 1.997(CFS)
Normal flow depth in pipe = 4.54(In.)
Flow top width inside pipe = 7.93(In.)
Critical Depth = 7.52(In.)
Pipe flow velocity = 9.77(Ft/s)
Travel time through pipe = 0.09 min.
Time of concentration (TC) = 6.17 min.
HYDROLOGY REPORT
MC GOVERN RESIDENCE
LD19-3729
SHOWALTER ROAD, TEMECULA, CA 92592
Attachment 3 - 9 -
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.410 to Point/Station 1.540
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 1 in normal stream number 2
Stream flow area = 0.474(Ac.)
Runoff from this stream = 1.997(CFS)
Time of concentration = 6.17 min.
Rainfall intensity = 4.544(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 3.133 6.78 4.311
2 1.997 6.17 4.544
Largest stream flow has longer time of concentration
Qp = 3.133 + sum of
Qb Ia/Ib
1.997 * 0.949 = 1.895
Qp = 5.028
Total of 2 streams to confluence:
Flow rates before confluence point:
3.133 1.997
Area of streams before confluence:
0.778 0.474
Results of confluence:
Total flow rate = 5.028(CFS)
Time of concentration = 6.784 min.
Effective stream area after confluence = 1.252(Ac.)
HYDROLOGY REPORT
MC GOVERN RESIDENCE
LD19-3729
SHOWALTER ROAD, TEMECULA, CA 92592
Attachment 3 - 10 -
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.540 to Point/Station 1.610
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 1203.300(Ft.)
Downstream point elevation = 1203.000(Ft.)
Channel length thru subarea = 10.000(Ft.)
Channel base width = 2.500(Ft.)
Slope or 'Z' of left channel bank = 3.000
Slope or 'Z' of right channel bank = 3.000
Manning's 'N' = 0.044
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 5.028(CFS)
Depth of flow = 0.462(Ft.), Average velocity = 2.800(Ft/s)
Channel flow top width = 5.272(Ft.)
Flow Velocity = 2.80(Ft/s)
Travel time = 0.06 min.
Time of concentration = 6.84 min.
Sub-Channel No. 1 Critical depth = 0.422(Ft.)
' ' ' Critical flow top width = 5.031(Ft.)
' ' ' Critical flow velocity= 3.165(Ft/s)
' ' ' Critical flow area = 1.589(Sq.Ft)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.610 to Point/Station 1.103
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
______________________________________________________________________
Estimated mean flow rate at midpoint of channel = 9.301(CFS)
Depth of flow = 0.713(Ft.), Average velocity = 14.624(Ft/s)
******* Irregular Channel Data ***********
-----------------------------------------------------------------
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 1.00
2 1.25 0.00
3 2.50 1.00
Manning's 'N' friction factor = 0.013
-----------------------------------------------------------------
Sub-Channel flow = 9.301(CFS)
' ' flow top width = 1.783(Ft.)
' ' velocity= 14.625(Ft/s)
' ' area = 0.636(Sq.Ft)
' ' Froude number = 4.315
Upstream point elevation = 1203.000(Ft.)
Downstream point elevation = 1176.000(Ft.)
Flow length = 300.000(Ft.)
Travel time = 0.34 min.
Time of concentration = 7.19 min.
Depth of flow = 0.713(Ft.)
Average velocity = 14.624(Ft/s)
HYDROLOGY REPORT
MC GOVERN RESIDENCE
LD19-3729
SHOWALTER ROAD, TEMECULA, CA 92592
Attachment 3 - 11 -
Total irregular channel flow = 9.301(CFS)
Irregular channel normal depth above invert elev. = 0.713(Ft.)
Average velocity of channel(s) = 14.624(Ft/s)
Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.883
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 94.40
Pervious area fraction = 1.000; Impervious fraction = 0.000
Rainfall intensity = 4.177(In/Hr) for a 100.0 year storm
Subarea runoff = 8.453(CFS) for 2.291(Ac.)
Total runoff = 13.481(CFS) Total area = 3.543(Ac.)
Depth of flow = 0.820(Ft.), Average velocity = 16.046(Ft/s)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.110 to Point/Station 1.103
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 1
Stream flow area = 3.543(Ac.)
Runoff from this stream = 13.481(CFS)
Time of concentration = 7.19 min.
Rainfall intensity = 4.177(In/Hr)
Program is now starting with Main Stream No. 2
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.710 to Point/Station 1.720
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Initial area flow distance = 100.000(Ft.)
Top (of initial area) elevation = 1230.000(Ft.)
Bottom (of initial area) elevation = 1219.500(Ft.)
Difference in elevation = 10.500(Ft.)
Slope = 0.10500 s(percent)= 10.50
TC = k(0.480)*[(length^3)/(elevation change)]^0.2
Warning: TC computed to be less than 5 min.; program is assuming the
time of concentration is 5 minutes.
Initial area time of concentration = 5.000 min.
Rainfall intensity = 5.099(In/Hr) for a 100.0 year storm
SINGLE FAMILY (1 Acre Lot)
Runoff Coefficient = 0.867
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 84.40
Pervious area fraction = 0.800; Impervious fraction = 0.200
Initial subarea runoff = 1.335(CFS)
Total initial stream area = 0.302(Ac.)
Pervious area fraction = 0.800
HYDROLOGY REPORT
MC GOVERN RESIDENCE
LD19-3729
SHOWALTER ROAD, TEMECULA, CA 92592
Attachment 3 - 12 -
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.720 to Point/Station 1.730
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
______________________________________________________________________
Depth of flow = 0.052(Ft.), Average velocity = 1.308(Ft/s)
******* Irregular Channel Data ***********
-----------------------------------------------------------------
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 0.50
2 0.50 0.00
3 20.00 0.00
4 20.50 0.50
Manning's 'N' friction factor = 0.025
-----------------------------------------------------------------
Sub-Channel flow = 1.335(CFS)
' ' flow top width = 19.604(Ft.)
' ' velocity= 1.308(Ft/s)
' ' area = 1.020(Sq.Ft)
' ' Froude number = 1.011
Upstream point elevation = 1219.500(Ft.)
Downstream point elevation = 1219.000(Ft.)
Flow length = 20.000(Ft.)
Travel time = 0.25 min.
Time of concentration = 5.25 min.
Depth of flow = 0.052(Ft.)
Average velocity = 1.308(Ft/s)
Total irregular channel flow = 1.335(CFS)
Irregular channel normal depth above invert elev. = 0.052(Ft.)
Average velocity of channel(s) = 1.308(Ft/s)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.730 to Point/Station 1.810
**** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________
Upstream point/station elevation = 1217.500(Ft.)
Downstream point/station elevation = 1205.000(Ft.)
Pipe length = 40.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.335(CFS)
Given pipe size = 6.00(In.)
Calculated individual pipe flow = 1.335(CFS)
Normal flow depth in pipe = 2.73(In.)
Flow top width inside pipe = 5.98(In.)
Critical depth could not be calculated.
Pipe flow velocity = 15.33(Ft/s)
Travel time through pipe = 0.04 min.
Time of concentration (TC) = 5.30 min.
HYDROLOGY REPORT
MC GOVERN RESIDENCE
LD19-3729
SHOWALTER ROAD, TEMECULA, CA 92592
Attachment 3 - 13 -
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.810 to Point/Station 1.102
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
______________________________________________________________________
Estimated mean flow rate at midpoint of channel = 1.607(CFS)
Depth of flow = 0.305(Ft.), Average velocity = 6.898(Ft/s)
******* Irregular Channel Data ***********
-----------------------------------------------------------------
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 1.00
2 1.50 0.00
3 5.00 1.00
4 6.00 1.20
Manning's 'N' friction factor = 0.013
-----------------------------------------------------------------
Sub-Channel flow = 1.607(CFS)
' ' flow top width = 1.526(Ft.)
' ' velocity= 6.898(Ft/s)
' ' area = 0.233(Sq.Ft)
' ' Froude number = 3.112
Upstream point elevation = 1205.000(Ft.)
Downstream point elevation = 1199.000(Ft.)
Flow length = 120.000(Ft.)
Travel time = 0.29 min.
Time of concentration = 5.59 min.
Depth of flow = 0.305(Ft.)
Average velocity = 6.898(Ft/s)
Total irregular channel flow = 1.607(CFS)
Irregular channel normal depth above invert elev. = 0.305(Ft.)
Average velocity of channel(s) = 6.898(Ft/s)
Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.885
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 94.40
Pervious area fraction = 1.000; Impervious fraction = 0.000
Rainfall intensity = 4.797(In/Hr) for a 100.0 year storm
Subarea runoff = 0.522(CFS) for 0.123(Ac.)
Total runoff = 1.857(CFS) Total area = 0.425(Ac.)
Depth of flow = 0.322(Ft.), Average velocity = 7.152(Ft/s)
HYDROLOGY REPORT
MC GOVERN RESIDENCE
LD19-3729
SHOWALTER ROAD, TEMECULA, CA 92592
Attachment 3 - 14 -
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.710 to Point/Station 1.102
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 2 in normal stream number 1
Stream flow area = 0.425(Ac.)
Runoff from this stream = 1.857(CFS)
Time of concentration = 5.59 min.
Rainfall intensity = 4.797(In/Hr)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.910 to Point/Station 1.920
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Initial area flow distance = 80.000(Ft.)
Top (of initial area) elevation = 1219.900(Ft.)
Bottom (of initial area) elevation = 1219.100(Ft.)
Difference in elevation = 0.800(Ft.)
Slope = 0.01000 s(percent)= 1.00
TC = k(0.480)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 6.958 min.
Rainfall intensity = 4.252(In/Hr) for a 100.0 year storm
SINGLE FAMILY (1 Acre Lot)
Runoff Coefficient = 0.861
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 84.40
Pervious area fraction = 0.800; Impervious fraction = 0.200
Initial subarea runoff = 0.355(CFS)
Total initial stream area = 0.097(Ac.)
Pervious area fraction = 0.800
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.920 to Point/Station 1.101
**** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________
Upstream point/station elevation = 1217.600(Ft.)
Downstream point/station elevation = 1205.000(Ft.)
Pipe length = 40.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 0.355(CFS)
Given pipe size = 6.00(In.)
Calculated individual pipe flow = 0.355(CFS)
Normal flow depth in pipe = 1.36(In.)
Flow top width inside pipe = 5.02(In.)
Critical Depth = 3.63(In.)
Pipe flow velocity = 10.61(Ft/s)
Travel time through pipe = 0.06 min.
Time of concentration (TC) = 7.02 min.
HYDROLOGY REPORT
MC GOVERN RESIDENCE
LD19-3729
SHOWALTER ROAD, TEMECULA, CA 92592
Attachment 3 - 15 -
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.101 to Point/Station 1.102
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
______________________________________________________________________
Estimated mean flow rate at midpoint of channel = 0.525(CFS)
Depth of flow = 0.199(Ft.), Average velocity = 5.299(Ft/s)
******* Irregular Channel Data ***********
-----------------------------------------------------------------
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 1.00
2 1.50 0.00
3 5.00 1.00
4 6.00 1.20
Manning's 'N' friction factor = 0.013
-----------------------------------------------------------------
Sub-Channel flow = 0.525(CFS)
' ' flow top width = 0.995(Ft.)
' ' velocity= 5.299(Ft/s)
' ' area = 0.099(Sq.Ft)
' ' Froude number = 2.960
Upstream point elevation = 1205.000(Ft.)
Downstream point elevation = 1199.000(Ft.)
Flow length = 115.000(Ft.)
Travel time = 0.36 min.
Time of concentration = 7.38 min.
Depth of flow = 0.199(Ft.)
Average velocity = 5.299(Ft/s)
Total irregular channel flow = 0.525(CFS)
Irregular channel normal depth above invert elev. = 0.199(Ft.)
Average velocity of channel(s) = 5.299(Ft/s)
Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.883
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 94.40
Pervious area fraction = 1.000; Impervious fraction = 0.000
Rainfall intensity = 4.115(In/Hr) for a 100.0 year storm
Subarea runoff = 0.338(CFS) for 0.093(Ac.)
Total runoff = 0.693(CFS) Total area = 0.190(Ac.)
Depth of flow = 0.221(Ft.), Average velocity = 5.680(Ft/s)
HYDROLOGY REPORT
MC GOVERN RESIDENCE
LD19-3729
SHOWALTER ROAD, TEMECULA, CA 92592
Attachment 3 - 16 -
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.910 to Point/Station 1.102
**** CONFLUENCE OF MINOR STREAMS ****
______________________________________________________________________
Along Main Stream number: 2 in normal stream number 2
Stream flow area = 0.190(Ac.)
Runoff from this stream = 0.693(CFS)
Time of concentration = 7.38 min.
Rainfall intensity = 4.115(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 1.857 5.59 4.797
2 0.693 7.38 4.115
Largest stream flow has longer or shorter time of concentration
Qp = 1.857 + sum of
Qa Tb/Ta
0.693 * 0.757 = 0.524
Qp = 2.382
Total of 2 streams to confluence:
Flow rates before confluence point:
1.857 0.693
Area of streams before confluence:
0.425 0.190
Results of confluence:
Total flow rate = 2.382(CFS)
Time of concentration = 5.588 min.
Effective stream area after confluence = 0.615(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.102 to Point/Station 1.103
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
______________________________________________________________________
Depth of flow = 0.297(Ft.), Average velocity = 18.012(Ft/s)
******* Irregular Channel Data ***********
-----------------------------------------------------------------
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 1.00
2 1.50 0.00
3 3.00 1.00
Manning's 'N' friction factor = 0.013
-----------------------------------------------------------------
Sub-Channel flow = 2.382(CFS)
' ' flow top width = 0.891(Ft.)
' ' velocity= 18.012(Ft/s)
' ' area = 0.132(Sq.Ft)
' ' Froude number = 8.238
HYDROLOGY REPORT
MC GOVERN RESIDENCE
LD19-3729
SHOWALTER ROAD, TEMECULA, CA 92592
Attachment 3 - 17 -
Upstream point elevation = 1199.000(Ft.)
Downstream point elevation = 1176.800(Ft.)
Flow length = 55.000(Ft.)
Travel time = 0.05 min.
Time of concentration = 5.64 min.
Depth of flow = 0.297(Ft.)
Average velocity = 18.012(Ft/s)
Total irregular channel flow = 2.382(CFS)
Irregular channel normal depth above invert elev. = 0.297(Ft.)
Average velocity of channel(s) = 18.012(Ft/s)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.710 to Point/Station 1.103
**** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________
The following data inside Main Stream is listed:
In Main Stream number: 2
Stream flow area = 0.615(Ac.)
Runoff from this stream = 2.382(CFS)
Time of concentration = 5.64 min.
Rainfall intensity = 4.773(In/Hr)
Summary of stream data:
Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 13.481 7.19 4.177
2 2.382 5.64 4.773
Largest stream flow has longer time of concentration
Qp = 13.481 + sum of
Qb Ia/Ib
2.382 * 0.875 = 2.085
Qp = 15.565
Total of 2 main streams to confluence:
Flow rates before confluence point:
13.481 2.382
Area of streams before confluence:
3.543 0.615
Results of confluence:
Total flow rate = 15.565(CFS)
Time of concentration = 7.185 min.
Effective stream area after confluence = 4.158(Ac.)
HYDROLOGY REPORT
MC GOVERN RESIDENCE
LD19-3729
SHOWALTER ROAD, TEMECULA, CA 92592
Attachment 3 - 18 -
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.103 to Point/Station 1.111
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 1176.800(Ft.)
Downstream point elevation = 1176.500(Ft.)
Channel length thru subarea = 6.000(Ft.)
Channel base width = 2.500(Ft.)
Slope or 'Z' of left channel bank = 3.000
Slope or 'Z' of right channel bank = 3.000
Manning's 'N' = 0.044
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 15.565(CFS)
Depth of flow = 0.723(Ft.), Average velocity = 4.612(Ft/s)
Channel flow top width = 6.837(Ft.)
Flow Velocity = 4.61(Ft/s)
Travel time = 0.02 min.
Time of concentration = 7.21 min.
Sub-Channel No. 1 Critical depth = 0.781(Ft.)
' ' ' Critical flow top width = 7.188(Ft.)
' ' ' Critical flow velocity= 4.113(Ft/s)
' ' ' Critical flow area = 3.784(Sq.Ft)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 1.111 to Point/Station 1.112
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
______________________________________________________________________
Estimated mean flow rate at midpoint of channel = 16.335(CFS)
Depth of flow = 0.746(Ft.), Average velocity = 4.807(Ft/s)
******* Irregular Channel Data ***********
-----------------------------------------------------------------
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 1.00
2 5.30 0.50
3 7.80 0.00
4 9.30 0.50
5 27.30 1.00
Manning's 'N' friction factor = 0.025
-----------------------------------------------------------------
Sub-Channel flow = 16.335(CFS)
' ' flow top width = 15.475(Ft.)
' ' velocity= 4.807(Ft/s)
' ' area = 3.398(Sq.Ft)
' ' Froude number = 1.808
HYDROLOGY REPORT
MC GOVERN RESIDENCE
LD19-3729
SHOWALTER ROAD, TEMECULA, CA 92592
Attachment 3 - 19 -
Upstream point elevation = 1176.500(Ft.)
Downstream point elevation = 1173.000(Ft.)
Flow length = 70.000(Ft.)
Travel time = 0.24 min.
Time of concentration = 7.45 min.
Depth of flow = 0.746(Ft.)
Average velocity = 4.807(Ft/s)
Total irregular channel flow = 16.335(CFS)
Irregular channel normal depth above invert elev. = 0.746(Ft.)
Average velocity of channel(s) = 4.807(Ft/s)
Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.883
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 94.40
Pervious area fraction = 1.000; Impervious fraction = 0.000
Rainfall intensity = 4.095(In/Hr) for a 100.0 year storm
Subarea runoff = 1.486(CFS) for 0.411(Ac.)
Total runoff = 17.051(CFS) Total area = 4.569(Ac.)
Depth of flow = 0.754(Ft.), Average velocity = 4.846(Ft/s)
End of computations, total study area = 4.57 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.962
Area averaged RI index number = 82.8
HYDROLOGY REPORT
MC GOVERN RESIDENCE
LD19-3729
SHOWALTER ROAD, TEMECULA, CA 92592
Attachment 3 - 20 -
PROPOSED CONDITIONS – CONFLUENCE POINT B
100 YEAR DESIGN STORM EVENT
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0
Rational Hydrology Study Date: 09/13/20 File:mcgovernprb2d3.out
------------------------------------------------------------------------
********* Hydrology Study Control Information **********
English (in-lb) Units used in input data file
------------------------------------------------------------------------
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition = 3
Standard intensity-duration curves data (Plate D-4.1)
For the [ Murrieta,Tmc,Rnch CaNorco ] area used.
10 year storm 10 minute intensity = 2.360(In/Hr)
10 year storm 60 minute intensity = 0.880(In/Hr)
100 year storm 10 minute intensity = 3.480(In/Hr)
100 year storm 60 minute intensity = 1.300(In/Hr)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.300(In/Hr)
Slope of intensity duration curve = 0.5500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.110 to Point/Station 2.210
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Initial area flow distance = 100.000(Ft.)
Top (of initial area) elevation = 1221.700(Ft.)
Bottom (of initial area) elevation = 1184.000(Ft.)
Difference in elevation = 37.700(Ft.)
Slope = 0.37700 s(percent)= 37.70
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Warning: TC computed to be less than 5 min.; program is assuming the
time of concentration is 5 minutes.
Initial area time of concentration = 5.000 min.
Rainfall intensity = 5.099(In/Hr) for a 100.0 year storm
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.886
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 94.40
Pervious area fraction = 1.000; Impervious fraction = 0.000
Initial subarea runoff = 0.732(CFS)
Total initial stream area = 0.162(Ac.)
Pervious area fraction = 1.000
HYDROLOGY REPORT
MC GOVERN RESIDENCE
LD19-3729
SHOWALTER ROAD, TEMECULA, CA 92592
Attachment 3 - 21 -
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 2.210 to Point/Station 2.220
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
______________________________________________________________________
Estimated mean flow rate at midpoint of channel = 1.017(CFS)
Depth of flow = 0.162(Ft.), Average velocity = 5.860(Ft/s)
******* Irregular Channel Data ***********
-----------------------------------------------------------------
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 1.00
2 4.40 0.50
3 7.70 0.00
4 11.00 0.50
5 14.20 1.00
Manning's 'N' friction factor = 0.020
-----------------------------------------------------------------
Sub-Channel flow = 1.017(CFS)
' ' flow top width = 2.140(Ft.)
' ' velocity= 5.860(Ft/s)
' ' area = 0.174(Sq.Ft)
' ' Froude number = 3.627
Upstream point elevation = 1184.000(Ft.)
Downstream point elevation = 1175.000(Ft.)
Flow length = 50.000(Ft.)
Travel time = 0.14 min.
Time of concentration = 5.14 min.
Depth of flow = 0.162(Ft.)
Average velocity = 5.860(Ft/s)
Total irregular channel flow = 1.017(CFS)
Irregular channel normal depth above invert elev. = 0.162(Ft.)
Average velocity of channel(s) = 5.860(Ft/s)
Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.886
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 94.40
Pervious area fraction = 1.000; Impervious fraction = 0.000
Rainfall intensity = 5.021(In/Hr) for a 100.0 year storm
Subarea runoff = 0.561(CFS) for 0.126(Ac.)
Total runoff = 1.293(CFS) Total area = 0.288(Ac.)
Depth of flow = 0.177(Ft.), Average velocity = 6.223(Ft/s)
End of computations, total study area = 0.29 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 1.000
Area averaged RI index number = 86.0
HYDROLOGY REPORT
MC GOVERN RESIDENCE
LD19-3729
SHOWALTER ROAD, TEMECULA, CA 92592
Attachment 3 - 22 -
PROPOSED CONDITIONS – CONFLUENCE POINT C
100 YEAR DESIGN STORM EVENT
Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2014 Version 9.0
Rational Hydrology Study Date: 09/13/20 File:mcgovernprb3d3.out
------------------------------------------------------------------------
********* Hydrology Study Control Information **********
English (in-lb) Units used in input data file
------------------------------------------------------------------------
Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District
1978 hydrology manual
Storm event (year) = 100.00 Antecedent Moisture Condition = 3
Standard intensity-duration curves data (Plate D-4.1)
For the [ Murrieta,Tmc,Rnch CaNorco ] area used.
10 year storm 10 minute intensity = 2.360(In/Hr)
10 year storm 60 minute intensity = 0.880(In/Hr)
100 year storm 10 minute intensity = 3.480(In/Hr)
100 year storm 60 minute intensity = 1.300(In/Hr)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.300(In/Hr)
Slope of intensity duration curve = 0.5500
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 3.110 to Point/Station 3.120
**** INITIAL AREA EVALUATION ****
______________________________________________________________________
Initial area flow distance = 100.000(Ft.)
Top (of initial area) elevation = 1221.330(Ft.)
Bottom (of initial area) elevation = 1220.500(Ft.)
Difference in elevation = 0.830(Ft.)
Slope = 0.00830 s(percent)= 0.83
TC = k(0.480)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 7.896 min.
Rainfall intensity = 3.966(In/Hr) for a 100.0 year storm
SINGLE FAMILY (1 Acre Lot)
Runoff Coefficient = 0.858
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 84.40
Pervious area fraction = 0.800; Impervious fraction = 0.200
Initial subarea runoff = 1.262(CFS)
Total initial stream area = 0.371(Ac.)
Pervious area fraction = 0.800
HYDROLOGY REPORT
MC GOVERN RESIDENCE
LD19-3729
SHOWALTER ROAD, TEMECULA, CA 92592
Attachment 3 - 23 -
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 3.120 to Point/Station 3.130
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
______________________________________________________________________
Depth of flow = 0.178(Ft.), Average velocity = 1.882(Ft/s)
******* Irregular Channel Data ***********
-----------------------------------------------------------------
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 1.00
2 5.00 0.00
3 20.00 0.40
Manning's 'N' friction factor = 0.020
-----------------------------------------------------------------
Sub-Channel flow = 1.262(CFS)
' ' flow top width = 7.550(Ft.)
' ' velocity= 1.882(Ft/s)
' ' area = 0.671(Sq.Ft)
' ' Froude number = 1.113
Upstream point elevation = 1220.500(Ft.)
Downstream point elevation = 1219.200(Ft.)
Flow length = 80.000(Ft.)
Travel time = 0.71 min.
Time of concentration = 8.60 min.
Depth of flow = 0.178(Ft.)
Average velocity = 1.882(Ft/s)
Total irregular channel flow = 1.262(CFS)
Irregular channel normal depth above invert elev. = 0.178(Ft.)
Average velocity of channel(s) = 1.882(Ft/s)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 3.130 to Point/Station 3.140
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
______________________________________________________________________
Depth of flow = 0.082(Ft.), Average velocity = 0.788(Ft/s)
******* Irregular Channel Data ***********
-----------------------------------------------------------------
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 0.50
2 0.50 0.00
3 20.00 0.00
4 20.50 0.50
Manning's 'N' friction factor = 0.025
-----------------------------------------------------------------
Sub-Channel flow = 1.262(CFS)
' ' flow top width = 19.664(Ft.)
' ' velocity= 0.788(Ft/s)
' ' area = 1.602(Sq.Ft)
' ' Froude number = 0.487
Upstream point elevation = 1219.200(Ft.)
Downstream point elevation = 1219.100(Ft.)
HYDROLOGY REPORT
MC GOVERN RESIDENCE
LD19-3729
SHOWALTER ROAD, TEMECULA, CA 92592
Attachment 3 - 24 -
Flow length = 20.000(Ft.)
Travel time = 0.42 min.
Time of concentration = 9.03 min.
Depth of flow = 0.082(Ft.)
Average velocity = 0.788(Ft/s)
Total irregular channel flow = 1.262(CFS)
Irregular channel normal depth above invert elev. = 0.082(Ft.)
Average velocity of channel(s) = 0.788(Ft/s)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 3.140 to Point/Station 3.150
**** PIPEFLOW TRAVEL TIME (User specified size) ****
______________________________________________________________________
Upstream point/station elevation = 1218.080(Ft.)
Downstream point/station elevation = 1218.000(Ft.)
Pipe length = 10.00(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 1.262(CFS)
Given pipe size = 12.00(In.)
Calculated individual pipe flow = 1.262(CFS)
Normal flow depth in pipe = 5.25(In.)
Flow top width inside pipe = 11.91(In.)
Critical Depth = 5.69(In.)
Pipe flow velocity = 3.82(Ft/s)
Travel time through pipe = 0.04 min.
Time of concentration (TC) = 9.07 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 3.150 to Point/Station 3.210
**** IMPROVED CHANNEL TRAVEL TIME ****
______________________________________________________________________
Upstream point elevation = 1218.000(Ft.)
Downstream point elevation = 1217.000(Ft.)
Channel length thru subarea = 6.000(Ft.)
Channel base width = 2.500(Ft.)
Slope or 'Z' of left channel bank = 3.000
Slope or 'Z' of right channel bank = 3.000
Manning's 'N' = 0.037
Maximum depth of channel = 1.000(Ft.)
Flow(q) thru subarea = 1.262(CFS)
Depth of flow = 0.120(Ft.), Average velocity = 3.664(Ft/s)
Channel flow top width = 3.222(Ft.)
Flow Velocity = 3.66(Ft/s)
Travel time = 0.03 min.
Time of concentration = 9.10 min.
Sub-Channel No. 1 Critical depth = 0.184(Ft.)
' ' ' Critical flow top width = 3.602(Ft.)
' ' ' Critical flow velocity= 2.254(Ft/s)
' ' ' Critical flow area = 0.560(Sq.Ft)
HYDROLOGY REPORT
MC GOVERN RESIDENCE
LD19-3729
SHOWALTER ROAD, TEMECULA, CA 92592
Attachment 3 - 25 -
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++
Process from Point/Station 3.210 to Point/Station 3.220
**** IRREGULAR CHANNEL FLOW TRAVEL TIME ****
______________________________________________________________________
Estimated mean flow rate at midpoint of channel = 1.477(CFS)
Depth of flow = 0.187(Ft.), Average velocity = 7.839(Ft/s)
******* Irregular Channel Data ***********
-----------------------------------------------------------------
Information entered for subchannel number 1 :
Point number 'X' coordinate 'Y' coordinate
1 0.00 1.00
2 5.60 0.25
3 6.80 0.00
4 8.30 0.25
5 12.30 1.00
Manning's 'N' friction factor = 0.020
-----------------------------------------------------------------
Sub-Channel flow = 1.477(CFS)
' ' flow top width = 2.017(Ft.)
' ' velocity= 7.839(Ft/s)
' ' area = 0.188(Sq.Ft)
' ' Froude number = 4.520
Upstream point elevation = 1217.000(Ft.)
Downstream point elevation = 1174.000(Ft.)
Flow length = 160.000(Ft.)
Travel time = 0.34 min.
Time of concentration = 9.44 min.
Depth of flow = 0.187(Ft.)
Average velocity = 7.839(Ft/s)
Total irregular channel flow = 1.477(CFS)
Irregular channel normal depth above invert elev. = 0.187(Ft.)
Average velocity of channel(s) = 7.839(Ft/s)
Adding area flow to channel
UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.881
Decimal fraction soil group A = 0.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 1.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 94.40
Pervious area fraction = 1.000; Impervious fraction = 0.000
Rainfall intensity = 3.595(In/Hr) for a 100.0 year storm
Subarea runoff = 0.399(CFS) for 0.126(Ac.)
Total runoff = 1.661(CFS) Total area = 0.497(Ac.)
Depth of flow = 0.195(Ft.), Average velocity = 8.073(Ft/s)
End of computations, total study area = 0.50 (Ac.)
The following figures may
be used for a unit hydrograph study of the same area.
Area averaged pervious area fraction(Ap) = 0.851
Area averaged RI index number = 73.3
HYDROLOGY REPORT
MC GOVERN RESIDENCE
LD19-3729
SHOWALTER ROAD, TEMECULA, CA 92592
ATTACHMENT 4: EXHIBITS
This attachment contains the vicinity map, the existing condition exhibit, and the proposed condition
exhibits. Please see the attached exhibits.
A
B
SHO
W
A
L
T
E
R
R
O
A
D
SH
O
W
A
L
T
E
R
R
O
A
D
945-070-004
945-070-003
945-080-025
945-070-020
945-070-009
945-070-015
945-070-009
945-070-001
945-070-004
C
HYDROLOGY REPORT
MC GOVERN RESIDENCE
LD19-3729
SHOWALTER ROAD, TEMECULA, CA 92592
ATTACHMENT 5: FEMA ANALYSIS
This attachment contains the data used in the FEMA determination.
USGS The National Map: Orthoimagery. Data refreshed April 2020
National Flood Hazard Layer FIRMette
0 500 1,000 1,500 2,000250
Feet
Ü
SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT
SPECIAL FLOOD
HAZARD AREAS
Without Base Flood Elevation (BFE)
Zone A, V, A99
With BFE or DepthZone AE, AO, AH, VE, AR
Regulatory Floodway
0.2% Annual Chance Flood Hazard, Areas
of 1% annual chance flood with average
depth less than one foot or with drainage
areas of less than one square mileZone X
Future Conditions 1% Annual
Chance Flood HazardZone X
Area with Reduced Flood Risk due to
Levee. See Notes.Zone X
Area with Flood Risk due to LeveeZone D
NO SCREEN Area of Minimal Flood Hazard Zone X
Area of Undetermined Flood HazardZone D
Channel, Culvert, or Storm Sewer
Levee, Dike, or Floodwall
Cross Sections with 1% Annual Chance
17.5 Water Surface Elevation
Coastal Transect
Coastal Transect Baseline
Profile Baseline
Hydrographic Feature
Base Flood Elevation Line (BFE)
Effective LOMRs
Limit of Study
Jurisdiction Boundary
Digital Data Available
No Digital Data Available
Unmapped
This map complies with FEMA's standards for the use of
digital flood maps if it is not void as described below.
The basemap shown complies with FEMA's basemap
accuracy standards
The flood hazard information is derived directly from the
authoritative NFHL web services provided by FEMA. This map
was exported on 7/11/2020 at 12:08 AM and does not
reflect changes or amendments subsequent to this date and
time. The NFHL and effective information may change or
become superseded by new data over time.
This map image is void if the one or more of the following map
elements do not appear: basemap imagery, flood zone labels,
legend, scale bar, map creation date, community identifiers,
FIRM panel number, and FIRM effective date. Map images for
unmapped and unmodernized areas cannot be used for
regulatory purposes.
Legend
OTHER AREAS OF
FLOOD HAZARD
OTHER AREAS
GENERAL
STRUCTURES
OTHER
FEATURES
MAP PANELS
8
B 20.2
The pin displayed on the map is an approximate
point selected by the user and does not represent
an authoritative property location.
1:6,000
117°7'59"W 33°30'2"N
117°7'21"W 33°29'32"N
APPROXIMATE SITE
ZONE X
38 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS
Preparation Date: September 14, 2020 Template Date: September 26, 2019
ATTACHMENT 7
Copy of Project's Geotechnical and Groundwater Investigation Report
☒ This attachment is empty because a geotechnical and groundwater report is not required.
If hardcopy or CD is not attached, the following information should be provided:
Title: NRCS Soils Report
Prepared By: NRCS
Date: March 2020
The geotechnical and groundwater investigation report must address the following key elements,
and where appropriate, mitigation recommendations must be provided.
Identify areas of the project site where infiltration is likely to be feasible and provide justifications
for selection of those areas based on soil types, slopes, proximity to existing features, etc. Include
completed and signed Worksheet C.4-1 (see Appendix I).
Investigate, evaluate and estimate the vertical infiltration rates and capacities in accordance
with the guidance provided in Appendix D which describes infiltration testing and appropriate
factor of safety to be applied for infiltration testing results. The site may be broken into sub-basins,
each of which has different infiltration rates or capacities.
Describe the infiltration/ percolation test results and correlation with published infiltration/
percolation rates based on soil parameters or classification. Recommend providing design
infiltration/percolation rate(s) at the sub-basins. Use Worksheet D.5-1 (see Appendix I).
Investigate the subsurface geological conditions and geotechnical conditions that would affect
infiltration or migration of water toward structures, slopes, utilities, or other features. Describe the
anticipated flow path of infiltrated water. Indicate if the water will flow into pavement sections,
utility trench bedding, wall drains, foundation drains, or other permeable improvements.
Investigate depth to groundwater and the nature of the groundwater. Include an estimate of the
high seasonal groundwater elevations.
Evaluate proposed use of the site (industrial use, residential use, etc.), soil and groundwater
data and provide a concluding opinion whether proposed storm water infiltration could cause
adverse impacts to groundwater quality and if it does cause impacts whether the impacts could
be reasonably mitigated or not.
Estimate the maximum allowable infiltration rates and volumes that could occur at the site that
would avoid damage to existing and proposed structures, utilities, slopes, or other features. In
addition the report must indicate if the recommended infiltration rate is appropriate based on the
conditions exposed during construction.
Provide a concluding opinion regarding whether or not the proposed onsite storm water
infiltration/percolation BMP will result in soil piping, daylight water seepage, slope instability, or
ground settlement.
PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS 39
Template Date: September 26, 2019 Preparation Date: September 14, 2020
Recommend measures to substantially mitigate or avoid any potentially detrimental effects of
the storm water infiltration BMPs or associated soil response on existing or proposed
improvements or structures, utilities, slopes or other features within and adjacent to the site. For
example, minimize soil compaction.
Provide guidance for the selection and location of infiltration BMPs, including the minimum
separations between such infiltration BMPs and structures, streets, utilities, manufactured and
existing slopes, engineered fills, utilities or other features. Include guidance for measures that
could be used to reduce the minimum separations or to mitigate the potential impacts of infiltration
BMPs.
40 PRIORITY DEVELOPMENT PROJECT (PDP) REQUIREMENTS
Preparation Date: September 14, 2020 Template Date: September 26, 2019
This page was left intentionally blank.
United States
Department of
Agriculture
A product of the National
Cooperative Soil Survey,
a joint effort of the United
States Department of
Agriculture and other
Federal agencies, State
agencies including the
Agricultural Experiment
Stations, and local
participants
Custom Soil Resource
Report for
Western Riverside
Area, California
McGovern Residence
Natural
Resources
Conservation
Service
March 12, 2020
Preface
Soil surveys contain information that affects land use planning in survey areas.
They highlight soil limitations that affect various land uses and provide information
about the properties of the soils in the survey areas. Soil surveys are designed for
many different users, including farmers, ranchers, foresters, agronomists, urban
planners, community officials, engineers, developers, builders, and home buyers.
Also, conservationists, teachers, students, and specialists in recreation, waste
disposal, and pollution control can use the surveys to help them understand,
protect, or enhance the environment.
Various land use regulations of Federal, State, and local governments may impose
special restrictions on land use or land treatment. Soil surveys identify soil
properties that are used in making various land use or land treatment decisions.
The information is intended to help the land users identify and reduce the effects of
soil limitations on various land uses. The landowner or user is responsible for
identifying and complying with existing laws and regulations.
Although soil survey information can be used for general farm, local, and wider area
planning, onsite investigation is needed to supplement this information in some
cases. Examples include soil quality assessments (http://www.nrcs.usda.gov/wps/
portal/nrcs/main/soils/health/) and certain conservation and engineering
applications. For more detailed information, contact your local USDA Service Center
(https://offices.sc.egov.usda.gov/locator/app?agency=nrcs) or your NRCS State Soil
Scientist (http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/contactus/?
cid=nrcs142p2_053951).
Great differences in soil properties can occur within short distances. Some soils are
seasonally wet or subject to flooding. Some are too unstable to be used as a
foundation for buildings or roads. Clayey or wet soils are poorly suited to use as
septic tank absorption fields. A high water table makes a soil poorly suited to
basements or underground installations.
The National Cooperative Soil Survey is a joint effort of the United States
Department of Agriculture and other Federal agencies, State agencies including the
Agricultural Experiment Stations, and local agencies. The Natural Resources
Conservation Service (NRCS) has leadership for the Federal part of the National
Cooperative Soil Survey.
Information about soils is updated periodically. Updated information is available
through the NRCS Web Soil Survey, the site for official soil survey information.
The U.S. Department of Agriculture (USDA) prohibits discrimination in all its
programs and activities on the basis of race, color, national origin, age, disability,
and where applicable, sex, marital status, familial status, parental status, religion,
sexual orientation, genetic information, political beliefs, reprisal, or because all or a
part of an individual's income is derived from any public assistance program. (Not
all prohibited bases apply to all programs.) Persons with disabilities who require
2
alternative means for communication of program information (Braille, large print,
audiotape, etc.) should contact USDA's TARGET Center at (202) 720-2600 (voice
and TDD). To file a complaint of discrimination, write to USDA, Director, Office of
Civil Rights, 1400 Independence Avenue, S.W., Washington, D.C. 20250-9410 or
call (800) 795-3272 (voice) or (202) 720-6382 (TDD). USDA is an equal opportunity
provider and employer.
3
Contents
Preface....................................................................................................................2
How Soil Surveys Are Made..................................................................................5
Soil Map..................................................................................................................8
Soil Map................................................................................................................9
Legend................................................................................................................10
Map Unit Legend................................................................................................11
Map Unit Descriptions.........................................................................................11
Western Riverside Area, California.................................................................13
GzG—Gullied land......................................................................................13
RmE3—Ramona and Buren sandy loams, 15 to 25 percent slopes,
severely eroded....................................................................................13
References............................................................................................................16
4
How Soil Surveys Are Made
Soil surveys are made to provide information about the soils and miscellaneous
areas in a specific area. They include a description of the soils and miscellaneous
areas and their location on the landscape and tables that show soil properties and
limitations affecting various uses. Soil scientists observed the steepness, length,
and shape of the slopes; the general pattern of drainage; the kinds of crops and
native plants; and the kinds of bedrock. They observed and described many soil
profiles. A soil profile is the sequence of natural layers, or horizons, in a soil. The
profile extends from the surface down into the unconsolidated material in which the
soil formed or from the surface down to bedrock. The unconsolidated material is
devoid of roots and other living organisms and has not been changed by other
biological activity.
Currently, soils are mapped according to the boundaries of major land resource
areas (MLRAs). MLRAs are geographically associated land resource units that
share common characteristics related to physiography, geology, climate, water
resources, soils, biological resources, and land uses (USDA, 2006). Soil survey
areas typically consist of parts of one or more MLRA.
The soils and miscellaneous areas in a survey area occur in an orderly pattern that
is related to the geology, landforms, relief, climate, and natural vegetation of the
area. Each kind of soil and miscellaneous area is associated with a particular kind
of landform or with a segment of the landform. By observing the soils and
miscellaneous areas in the survey area and relating their position to specific
segments of the landform, a soil scientist develops a concept, or model, of how they
were formed. Thus, during mapping, this model enables the soil scientist to predict
with a considerable degree of accuracy the kind of soil or miscellaneous area at a
specific location on the landscape.
Commonly, individual soils on the landscape merge into one another as their
characteristics gradually change. To construct an accurate soil map, however, soil
scientists must determine the boundaries between the soils. They can observe only
a limited number of soil profiles. Nevertheless, these observations, supplemented
by an understanding of the soil-vegetation-landscape relationship, are sufficient to
verify predictions of the kinds of soil in an area and to determine the boundaries.
Soil scientists recorded the characteristics of the soil profiles that they studied. They
noted soil color, texture, size and shape of soil aggregates, kind and amount of rock
fragments, distribution of plant roots, reaction, and other features that enable them
to identify soils. After describing the soils in the survey area and determining their
properties, the soil scientists assigned the soils to taxonomic classes (units).
Taxonomic classes are concepts. Each taxonomic class has a set of soil
characteristics with precisely defined limits. The classes are used as a basis for
comparison to classify soils systematically. Soil taxonomy, the system of taxonomic
classification used in the United States, is based mainly on the kind and character
of soil properties and the arrangement of horizons within the profile. After the soil
5
scientists classified and named the soils in the survey area, they compared the
individual soils with similar soils in the same taxonomic class in other areas so that
they could confirm data and assemble additional data based on experience and
research.
The objective of soil mapping is not to delineate pure map unit components; the
objective is to separate the landscape into landforms or landform segments that
have similar use and management requirements. Each map unit is defined by a
unique combination of soil components and/or miscellaneous areas in predictable
proportions. Some components may be highly contrasting to the other components
of the map unit. The presence of minor components in a map unit in no way
diminishes the usefulness or accuracy of the data. The delineation of such
landforms and landform segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, onsite
investigation is needed to define and locate the soils and miscellaneous areas.
Soil scientists make many field observations in the process of producing a soil map.
The frequency of observation is dependent upon several factors, including scale of
mapping, intensity of mapping, design of map units, complexity of the landscape,
and experience of the soil scientist. Observations are made to test and refine the
soil-landscape model and predictions and to verify the classification of the soils at
specific locations. Once the soil-landscape model is refined, a significantly smaller
number of measurements of individual soil properties are made and recorded.
These measurements may include field measurements, such as those for color,
depth to bedrock, and texture, and laboratory measurements, such as those for
content of sand, silt, clay, salt, and other components. Properties of each soil
typically vary from one point to another across the landscape.
Observations for map unit components are aggregated to develop ranges of
characteristics for the components. The aggregated values are presented. Direct
measurements do not exist for every property presented for every map unit
component. Values for some properties are estimated from combinations of other
properties.
While a soil survey is in progress, samples of some of the soils in the area generally
are collected for laboratory analyses and for engineering tests. Soil scientists
interpret the data from these analyses and tests as well as the field-observed
characteristics and the soil properties to determine the expected behavior of the
soils under different uses. Interpretations for all of the soils are field tested through
observation of the soils in different uses and under different levels of management.
Some interpretations are modified to fit local conditions, and some new
interpretations are developed to meet local needs. Data are assembled from other
sources, such as research information, production records, and field experience of
specialists. For example, data on crop yields under defined levels of management
are assembled from farm records and from field or plot experiments on the same
kinds of soil.
Predictions about soil behavior are based not only on soil properties but also on
such variables as climate and biological activity. Soil conditions are predictable over
long periods of time, but they are not predictable from year to year. For example,
soil scientists can predict with a fairly high degree of accuracy that a given soil will
have a high water table within certain depths in most years, but they cannot predict
that a high water table will always be at a specific level in the soil on a specific date.
After soil scientists located and identified the significant natural bodies of soil in the
survey area, they drew the boundaries of these bodies on aerial photographs and
Custom Soil Resource Report
6
identified each as a specific map unit. Aerial photographs show trees, buildings,
fields, roads, and rivers, all of which help in locating boundaries accurately.
Custom Soil Resource Report
7
Soil Map
The soil map section includes the soil map for the defined area of interest, a list of
soil map units on the map and extent of each map unit, and cartographic symbols
displayed on the map. Also presented are various metadata about data used to
produce the map, and a description of each soil map unit.
8
9
Custom Soil Resource Report
Soil Map
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488060 488090 488120 488150 488180 488210 488240
488060 488090 488120 488150 488180 488210 488240
33° 29' 47'' N
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33° 29' 47'' N
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33° 29' 39'' N
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33° 29' 39'' N
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Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84
0 50 100 200 300
Feet
0 20 40 80 120
Meters
Map Scale: 1:1,350 if printed on A portrait (8.5" x 11") sheet.
Soil Map may not be valid at this scale.
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Map Unit Polygons
Soil Map Unit Lines
Soil Map Unit Points
Special Point Features
Blowout
Borrow Pit
Clay Spot
Closed Depression
Gravel Pit
Gravelly Spot
Landfill
Lava Flow
Marsh or swamp
Mine or Quarry
Miscellaneous Water
Perennial Water
Rock Outcrop
Saline Spot
Sandy Spot
Severely Eroded Spot
Sinkhole
Slide or Slip
Sodic Spot
Spoil Area
Stony Spot
Very Stony Spot
Wet Spot
Other
Special Line Features
Water Features
Streams and Canals
Transportation
Rails
Interstate Highways
US Routes
Major Roads
Local Roads
Background
Aerial Photography
The soil surveys that comprise your AOI were mapped at
1:15,800.
Warning: Soil Map may not be valid at this scale.
Enlargement of maps beyond the scale of mapping can cause
misunderstanding of the detail of mapping and accuracy of soil
line placement. The maps do not show the small areas of
contrasting soils that could have been shown at a more detailed
scale.
Please rely on the bar scale on each map sheet for map
measurements.
Source of Map: Natural Resources Conservation Service
Web Soil Survey URL:
Coordinate System: Web Mercator (EPSG:3857)
Maps from the Web Soil Survey are based on the Web Mercator
projection, which preserves direction and shape but distorts
distance and area. A projection that preserves area, such as the
Albers equal-area conic projection, should be used if more
accurate calculations of distance or area are required.
This product is generated from the USDA-NRCS certified data as
of the version date(s) listed below.
Soil Survey Area: Western Riverside Area, California
Survey Area Data: Version 12, Sep 16, 2019
Soil map units are labeled (as space allows) for map scales
1:50,000 or larger.
Date(s) aerial images were photographed: May 15, 2018—Jun
25, 2018
The orthophoto or other base map on which the soil lines were
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
shifting of map unit boundaries may be evident.
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Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
GzG Gullied land 2.0 82.1%
RmE3 Ramona and Buren sandy
loams, 15 to 25 percent
slopes, severely eroded
0.4 17.9%
Totals for Area of Interest 2.4 100.0%
Map Unit Descriptions
The map units delineated on the detailed soil maps in a soil survey represent the
soils or miscellaneous areas in the survey area. The map unit descriptions, along
with the maps, can be used to determine the composition and properties of a unit.
A map unit delineation on a soil map represents an area dominated by one or more
major kinds of soil or miscellaneous areas. A map unit is identified and named
according to the taxonomic classification of the dominant soils. Within a taxonomic
class there are precisely defined limits for the properties of the soils. On the
landscape, however, the soils are natural phenomena, and they have the
characteristic variability of all natural phenomena. Thus, the range of some
observed properties may extend beyond the limits defined for a taxonomic class.
Areas of soils of a single taxonomic class rarely, if ever, can be mapped without
including areas of other taxonomic classes. Consequently, every map unit is made
up of the soils or miscellaneous areas for which it is named and some minor
components that belong to taxonomic classes other than those of the major soils.
Most minor soils have properties similar to those of the dominant soil or soils in the
map unit, and thus they do not affect use and management. These are called
noncontrasting, or similar, components. They may or may not be mentioned in a
particular map unit description. Other minor components, however, have properties
and behavioral characteristics divergent enough to affect use or to require different
management. These are called contrasting, or dissimilar, components. They
generally are in small areas and could not be mapped separately because of the
scale used. Some small areas of strongly contrasting soils or miscellaneous areas
are identified by a special symbol on the maps. If included in the database for a
given area, the contrasting minor components are identified in the map unit
descriptions along with some characteristics of each. A few areas of minor
components may not have been observed, and consequently they are not
mentioned in the descriptions, especially where the pattern was so complex that it
was impractical to make enough observations to identify all the soils and
miscellaneous areas on the landscape.
The presence of minor components in a map unit in no way diminishes the
usefulness or accuracy of the data. The objective of mapping is not to delineate
pure taxonomic classes but rather to separate the landscape into landforms or
landform segments that have similar use and management requirements. The
delineation of such segments on the map provides sufficient information for the
development of resource plans. If intensive use of small areas is planned, however,
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onsite investigation is needed to define and locate the soils and miscellaneous
areas.
An identifying symbol precedes the map unit name in the map unit descriptions.
Each description includes general facts about the unit and gives important soil
properties and qualities.
Soils that have profiles that are almost alike make up a soil series. Except for
differences in texture of the surface layer, all the soils of a series have major
horizons that are similar in composition, thickness, and arrangement.
Soils of one series can differ in texture of the surface layer, slope, stoniness,
salinity, degree of erosion, and other characteristics that affect their use. On the
basis of such differences, a soil series is divided into soil phases. Most of the areas
shown on the detailed soil maps are phases of soil series. The name of a soil phase
commonly indicates a feature that affects use or management. For example, Alpha
silt loam, 0 to 2 percent slopes, is a phase of the Alpha series.
Some map units are made up of two or more major soils or miscellaneous areas.
These map units are complexes, associations, or undifferentiated groups.
A complex consists of two or more soils or miscellaneous areas in such an intricate
pattern or in such small areas that they cannot be shown separately on the maps.
The pattern and proportion of the soils or miscellaneous areas are somewhat similar
in all areas. Alpha-Beta complex, 0 to 6 percent slopes, is an example.
An association is made up of two or more geographically associated soils or
miscellaneous areas that are shown as one unit on the maps. Because of present
or anticipated uses of the map units in the survey area, it was not considered
practical or necessary to map the soils or miscellaneous areas separately. The
pattern and relative proportion of the soils or miscellaneous areas are somewhat
similar. Alpha-Beta association, 0 to 2 percent slopes, is an example.
An undifferentiated group is made up of two or more soils or miscellaneous areas
that could be mapped individually but are mapped as one unit because similar
interpretations can be made for use and management. The pattern and proportion
of the soils or miscellaneous areas in a mapped area are not uniform. An area can
be made up of only one of the major soils or miscellaneous areas, or it can be made
up of all of them. Alpha and Beta soils, 0 to 2 percent slopes, is an example.
Some surveys include miscellaneous areas. Such areas have little or no soil
material and support little or no vegetation. Rock outcrop is an example.
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Western Riverside Area, California
GzG—Gullied land
Map Unit Composition
Gullied land: 100 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Gullied Land
Setting
Landform: Terraces
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Riser
Down-slope shape: Concave
Across-slope shape: Concave
Typical profile
H1 - 0 to 60 inches: variable
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 8
Hydric soil rating: No
RmE3—Ramona and Buren sandy loams, 15 to 25 percent slopes,
severely eroded
Map Unit Setting
National map unit symbol: hcyj
Elevation: 250 to 3,500 feet
Mean annual precipitation: 10 to 20 inches
Mean annual air temperature: 63 degrees F
Frost-free period: 230 to 320 days
Farmland classification: Not prime farmland
Map Unit Composition
Ramona and similar soils: 45 percent
Buren and similar soils: 40 percent
Minor components: 15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.
Description of Ramona
Setting
Landform: Alluvial fans, terraces
Landform position (three-dimensional): Tread
Down-slope shape: Concave
Across-slope shape: Convex
Parent material: Alluvium derived from granite
Typical profile
H1 - 0 to 8 inches: sandy loam
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H2 - 8 to 17 inches: fine sandy loam
H3 - 17 to 68 inches: sandy clay loam
H4 - 68 to 74 inches: gravelly sandy loam
Properties and qualities
Slope: 15 to 25 percent
Depth to restrictive feature: More than 80 inches
Natural drainage class: Well drained
Runoff class: Very high
Capacity of the most limiting layer to transmit water (Ksat): Moderately high (0.20
to 0.57 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Calcium carbonate, maximum in profile: 1 percent
Available water storage in profile: Moderate (about 8.4 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 6e
Hydrologic Soil Group: C
Ecological site: LOAMY (1975) (R019XD029CA)
Hydric soil rating: No
Description of Buren
Setting
Landform: Alluvial fans, terraces
Landform position (three-dimensional): Tread
Down-slope shape: Linear
Across-slope shape: Convex, linear
Parent material: Alluvium
Typical profile
H1 - 0 to 12 inches: sandy loam
H2 - 12 to 28 inches: loam
H3 - 28 to 37 inches: loam
H4 - 37 to 52 inches: cemented
Properties and qualities
Slope: 15 to 25 percent
Depth to restrictive feature: 37 to 40 inches to duripan
Natural drainage class: Well drained
Runoff class: Very high
Capacity of the most limiting layer to transmit water (Ksat): Very low to moderately
low (0.00 to 0.06 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Calcium carbonate, maximum in profile: 1 percent
Salinity, maximum in profile: Nonsaline to slightly saline (0.0 to 4.0 mmhos/cm)
Available water storage in profile: Low (about 5.5 inches)
Interpretive groups
Land capability classification (irrigated): None specified
Land capability classification (nonirrigated): 6e
Hydrologic Soil Group: C
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Ecological site: LOAMY (1975) (R019XD029CA)
Hydric soil rating: No
Minor Components
Ramona
Percent of map unit: 5 percent
Hydric soil rating: No
Buren
Percent of map unit: 5 percent
Hydric soil rating: No
Hanford
Percent of map unit: 5 percent
Hydric soil rating: No
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References
American Association of State Highway and Transportation Officials (AASHTO).
2004. Standard specifications for transportation materials and methods of sampling
and testing. 24th edition.
American Society for Testing and Materials (ASTM). 2005. Standard classification of
soils for engineering purposes. ASTM Standard D2487-00.
Cowardin, L.M., V. Carter, F.C. Golet, and E.T. LaRoe. 1979. Classification of
wetlands and deep-water habitats of the United States. U.S. Fish and Wildlife
Service FWS/OBS-79/31.
Federal Register. July 13, 1994. Changes in hydric soils of the United States.
Federal Register. September 18, 2002. Hydric soils of the United States.
Hurt, G.W., and L.M. Vasilas, editors. Version 6.0, 2006. Field indicators of hydric
soils in the United States.
National Research Council. 1995. Wetlands: Characteristics and boundaries.
Soil Survey Division Staff. 1993. Soil survey manual. Soil Conservation Service.
U.S. Department of Agriculture Handbook 18. http://www.nrcs.usda.gov/wps/portal/
nrcs/detail/national/soils/?cid=nrcs142p2_054262
Soil Survey Staff. 1999. Soil taxonomy: A basic system of soil classification for
making and interpreting soil surveys. 2nd edition. Natural Resources Conservation
Service, U.S. Department of Agriculture Handbook 436. http://
www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053577
Soil Survey Staff. 2010. Keys to soil taxonomy. 11th edition. U.S. Department of
Agriculture, Natural Resources Conservation Service. http://
www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?cid=nrcs142p2_053580
Tiner, R.W., Jr. 1985. Wetlands of Delaware. U.S. Fish and Wildlife Service and
Delaware Department of Natural Resources and Environmental Control, Wetlands
Section.
United States Army Corps of Engineers, Environmental Laboratory. 1987. Corps of
Engineers wetlands delineation manual. Waterways Experiment Station Technical
Report Y-87-1.
United States Department of Agriculture, Natural Resources Conservation Service.
National forestry manual. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/soils/
home/?cid=nrcs142p2_053374
United States Department of Agriculture, Natural Resources Conservation Service.
National range and pasture handbook. http://www.nrcs.usda.gov/wps/portal/nrcs/
detail/national/landuse/rangepasture/?cid=stelprdb1043084
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United States Department of Agriculture, Natural Resources Conservation Service.
National soil survey handbook, title 430-VI. http://www.nrcs.usda.gov/wps/portal/
nrcs/detail/soils/scientists/?cid=nrcs142p2_054242
United States Department of Agriculture, Natural Resources Conservation Service.
2006. Land resource regions and major land resource areas of the United States,
the Caribbean, and the Pacific Basin. U.S. Department of Agriculture Handbook
296. http://www.nrcs.usda.gov/wps/portal/nrcs/detail/national/soils/?
cid=nrcs142p2_053624
United States Department of Agriculture, Soil Conservation Service. 1961. Land
capability classification. U.S. Department of Agriculture Handbook 210. http://
www.nrcs.usda.gov/Internet/FSE_DOCUMENTS/nrcs142p2_052290.pdf
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