Desert Hot Springs City Council
December 12, 2024

2014 Whitewater River Region WQMP
Desert Hot Springs Commercial
Development
DATE 1-9
Table 2. BMP Selection Matrix Based Upon Pollutant of Concern Removal Efficiency (1) (Sources: Riverside County Flood Control & Water Conservation District Design Handbook for Low Impact Development Best Management Practices, dated September 2011, the Orange County Technical Guidance Document for Water Quality Management Plans, dated May 19, 2011, and the Caltrans Treatment BMP Technology Report, dated April 2010 and April 2008)
Pollutant of
Concern
Landscape Swale2, 3
Landscape Strip2, 3
Biofiltration
(with underdrain)2, 3
Extended Detention
Basin
2 Sand Filter Basin
2 Infiltration Basin
2 Infiltration Trench
2 Permeable
Pavement
2 Bioretention
(w/o underdrain)2, 3
Other BMPs Including
Proprietary BMPs4, 6
Sediment &
Turbidity M M H M H H H H H
Varies by Product
5 Nutrients L/M L/M M L/M L/M H H H H
Toxic Organic
Compounds M/H M/H M/H L L/M H H H H
Trash & Debris L L H H H H H L H
Bacteria & Viruses
(also: Pathogens) L M H L M H H H H
Oil & Grease M M H M H H H H H
Heavy Metals M M/H M/H L/M M H H H H
Abbreviations:

L: Low removal efficiency M: Medium removal efficiency H: High removal efficiency Notes:
t. Periodic performance assessment and updating of the guidance provided by this table may be necessary. u. Expected performance when designed in accordance with the most current edition of the document, "Riverside County, Whitewater River Region Stormwater Quality Best Management Practice Design Handbook". v. Performance dependent upon design which includes implementation of thick vegetative cover. Local water conservation and/or landscaping requirements should be considered; approval is based on the discretion of the local land use authority.
w. Includes proprietary stormwater treatment devices as listed in the CASQA Stormwater Best Management Practices Handbooks, other stormwater treatment BMPs not specifically listed in this WQMP (including proprietary filters, hydrodynamic separators, inserts, etc.), or newly developed/emerging stormwater treatment technologies.
x. Expected performance should be based on evaluation of unit processes provided by BMP and available testing data. Approval is based on the discretion of the local land use authority. y. When used for primary treatment as opposed to pre-treatment, requires site-specific approval by the local land use authority.

Item Number: 1.

2014 Whitewater River Region WQMP
Desert Hot Springs Commercial
Development
DATE 1-10
• SITE DESIGN BMP CONCEPTS AND LID/SITE DESIGN BMPS
This section documents the Site Design BMP concepts and LID/Site Design BMPs that will be implemented on this project to comply with the requirements detailed in Section 3.5.1 of the WQMP Guidance document.
• Table 3 herein documents the implementation of the Site Design BMP Concepts described in sub-sections 3.5.1.3 and 3.5.1.4.
• Table 4 herein documents the extent to which this project has implemented the LID/Site Design goals described in sub-section 3.5.1.1.

Item Number: 1.

2014 Whitewater River Region WQMP
Desert Hot Springs Commercial Development
Table 3. Site Design BMP Concepts (continued) Table 3. Implementation of Site Design BMP Concepts Design
Concept Technique Specific BMP Yes No N/A
Site Design BMP Concept 1 Minimize Urban Runoff, Minimize Impervious Footprint, and Conserve Natural Areas (See WQMP Section 3.5.1.3) Conserve natural areas by concentrating or clustering development on the least environmentally sensitive portions of a site while leaving the remaining land in a natural, undisturbed condition. Conserve natural areas by incorporating the goals of the MultiSpecies Habitat Conservation Plan or other natural resource plans.

Preserve natural drainage features and natural depressional storage areas on the site. Maximize canopy interception and water conservation by preserving existing native trees and shrubs, and planting additional native or drought tolerant trees and large shrubs. Use natural drainage systems. Where applicable, incorporate Self-Treating Areas Where applicable, incorporate Self-Retaining Areas Increase the building floor to area ratio (i.e., number of stories above or below ground). Buildings are single story. Construct streets, sidewalks and parking lot aisles to minimum widths necessary, provided that public safety and a walkable environment for pedestrians are not compromised. Reduce widths of streets where off-street parking is available. Minimize the use of impervious surfaces, such as decorative concrete, in the landscape design. Other comparable and equally effective Site Design BMP concept(s) as approved by the local land use authority (Note: Additional narrative required to describe BMP and how it addresses site design concept).

Item Number: 1.

2014 Whitewater River Region WQMP
Desert Hot Springs Commercial Development
Table 3. Site Design BMP Concepts (continued)
Included Brief Reason for Each BMP
Design Indicated as No or N/A
Concept Technique Specific BMP Yes No N/A
Site Design BMP Concept 2 Minimize Directly Connected Impervious Area (See WQMP Section 3.5.1.4) Design residential and commercial sites to contain and infiltrate roof runoff, or direct roof runoff to landscaped swales or buffer areas.

Roof runoff that is adjacent to landscape areas will direct water to landscape. Roof runoff directly adjacent to hardscape will be drained to under ground infiltration basin.

Drain impervious sidewalks, walkways, trails, and patios into adjacent landscaping.

Sidewalk that has landscaping next to do drain into landscaping. Some sidewalk does not have landscaping next to it.

Incorporate landscaped buffer areas between sidewalks and streets.

Sidewalk that has landscaping next to do drain into landscaping. Some sidewalk does not have landscaping next to it.

Use natural or landscaped drainage swales in lieu of underground piping or imperviously lined swales. Will be used were possible.

Where soil conditions are suitable, use perforated pipe or gravel filtration pits for low flow infiltration. Maximize the permeable area by constructing walkways, trails, patios, overflow parking, alleys, driveways, low-traffic streets, and other lowtraffic areas with open-jointed paving materials or permeable surfaces such as pervious concrete, porous asphalt, unit pavers, and granular materials. Use one or more of the following:Rural swale system: street sheet flows to landscaped swale or gravel shoulder, curbs used at street corners, and culverts used under driveways and street crossings.

This concept may be used as feasible in limited locations.

Urban curb/swale system: street slopes to curb; periodic swale inlets drain to landscaped swale or biofilter.Dual drainage system: first flush captured in street catch basins and discharged to adjacent vegetated swale or gravel shoulder; high flows connect directly to MS4s.Other comparable and equally effective Site Design BMP concept(s) as approved by the local land use authority (Note: Additional narrative required to describe BMP and how it addresses site design concept).Use one or more of the following for design of driveways and private residential parking areas:

Item Number: 1.

2014 Whitewater River Region WQMP
Desert Hot Springs Commercial Development
Table 3. Site Design BMP Concepts (continued) Included Brief Reason for Each BMP Design Indicated as No or N/A
Concept Technique Specific BMP Yes No N/A
Design driveways with shared access, flared (single lane at street), or wheel strips (paving only under the tires).Uncovered temporary or guest parking on residential lots paved with a permeable surface, or designed to drain into landscaping.

Item Number: 1.

2014 Whitewater River Region WQMP
Project Title
Project Site Design BMP Concepts:

An underground infiltration basin will be used to mitigate added flow from the proposed site.

Alternative Project Site Design BMP Concepts:

N/A.

DATE 1-14
Item Number: 1.

2014 Whitewater River Region WQMP
Project Title
Table 4. LID/Site Design BMPs Meeting the LID/Site Design Measurable Goal (1)

DRAINAGE
SUB-AREA ID OR NO.
(2)

LID/SITE DESIGN BMP
TYPE*
(See Table 2)
(3)

POTENTIAL POLLUTANTS

OF CONCERN WITHIN

DRAINAGE SUB-AREA
(Refer to Table 1)
(4)

POTENTIAL

POLLUTANTS
WITHIN SUBAREA CAUSING

RECEIVING
WATER

IMPAIRMENTS
(Refer to Table 1)
(5)

EFFECTIVENESS

OF LID/SITE

DESIGN BMP AT

ADDRESSING

IDENTIFIED

POTENTIAL

POLLUTANTS
(U, L, M, H/M, H; see
Table 2)
(6)

BMP MEETS
WHICH
DESIGN
CRITERIA?
(Identify as

VBMP OR QBMP)
(7)
TOTAL
AREA
WITHIN

DRAINAGE

SUB-AREA
(Nearest 0.1 acre)
DA-1 UNDERGROUND

INFILTRATION BASIN

BACTERIAS/VIRUS,

NUTRIENTS

SEDIMMENT/TURBIDITY,

TRASH&DEBRIS, OIL &
GREASE

BACTERIA/VIRUS,

NUTRIENTS

SEDIMMENT/

TURBIDITY TRASH
& DEBRIS, OIL &
GREASE
VBMP 3.98
TOTAL PROJECT AREA TREATED WITH LID/SITE DESIGN BMPs (NEAREST 0.1 ACRE) 3.98 * LID/Site Design BMPs listed in this table are those that completely address the 'Treatment Control BMP requirement' for their drainage sub-area. DATE 1-15 Item Number: 1.

2014 Whitewater River Region WQMP
Project Title
Justification of infeasibility for sub-areas not addressed with LID/Site Design BMPs N/A
• TREATMENT CONTROL BMPS
Conventional Treatment Control BMPs shall be implemented to address the project's Pollutants of Concern as required in WQMP Section 3.5.1 where, and to the extent that, Section V.1.A has demonstrated that it is infeasible to meet these requirements through implementation of LID/Site Design BMPs.

The LID/Site Design BMPs described in Section V.1.A of this project-specific WQMP completely address the 'Treatment Control BMP requirement' for the entire project site (and where applicable, entire existing site) as required in Section 3.5.1.1 of the WQMP Guidance document. Supporting documentation for the sizing of these LID/Site Design BMPs is included in Appendix F. *Section V.1.B does not need to be completed.

The LID/Site Design BMPs described in Section V.1.A of this project-specific WQMP do NOT completely address the 'Treatment Control BMP requirement' for the entire project site (or where applicable, entire existing site) as required in Section 3.5.1.1 of the WQMP. *Section V.1.B must be completed.

The Treatment Control BMPs identified in this section are selected, sized and implemented to treat the design criteria of VBMP and/or QBMP for all project (and if required, existing site) drainage subareas which were not fully addressed using LID/Site Design BMPs. Supporting documentation for the sizing of these Treatment Control BMPs is included in Appendix F.

DATE 1-16
Item Number: 1.

2014 Whitewater River Region WQMP
Project Title
Table 5: Treatment Control BMP Summary
(1)

DRAINAGE
SUB-AREA ID OR NO.
(2)

TREATMENT

CONTROL BMP
TYPE*
(See Table 2)
(3)

POTENTIAL

POLLUTANTS OF

CONCERN WITHIN

DRAINAGE SUB-AREA
(Refer to Table 1)
(4)

POTENTIAL

POLLUTANTS

WITHIN SUB-AREA

CAUSING

RECEIVING
WATER

IMPAIRMENTS
(Refer to Table 1)
(5)

EFFECTIVENESS OF

TREATMENT

CONTROL BMP AT

ADDRESSING

IDENTIFIED

POTENTIAL

POLLUTANTS
(U, L, M, H/M, H; see Table
2)
(6)

BMP MEETS
WHICH
DESIGN
CRITERIA?
(Identify as

VBMP OR QBMP)
(7)
TOTAL
AREA
WITHIN

DRAINAGE

SUB-AREA
(Nearest 0.1
acre)
N/A
TOTAL PROJECT AREA TREATED WITH TREATMENT CONTROL BMPs (NEAREST 0.1 ACRE) DATE 1-17
Item Number: 1.

2014 Whitewater River Region WQMP
Project Title
DATE 1-18
• MEASURABLE GOAL SUMMARY
This section documents the extent to which this project has met the measurable goal described in WQMP Section 3.5.1.1 of addressing 100% of the project's 'Treatment Control BMP requirement' with LID/Site Design BMPs. Projects required to retain Urban Runoff onsite in conformance with local ordinance are considered to have met the measurable goal; for these instances, '100%' is entered into Column 3 of the Table.

Table 6: Measurable Goal Summary
(1)
Total Area Treated with
LID/Site Design BMPs
(Last row of Table 4)
(2)
Total Area Treated with
Treatment Control BMPs
(Last row of Table 5)
(3)
% of Treatment Control BMP
Requirement addressed with
LID/Site Design BMPs

3.98 3.98 100%
Item Number: 1.

2014 Whitewater River Region WQMP
Project Title
DATE 1-19
• SOURCE CONTROL BMPS
This section identifies and describes the Source Control BMPs applicable and implemented on this project.

Table 7. Source Control BMPs
BMP Name
Check One
If not applicable, state
Included brief reason Not
Applicable
Non-Structural Source Control BMPs
Education for Property Owners, Operators,
Tenants, Occupants, or Employees
Activity Restrictions
Irrigation System and Landscape Maintenance
Common Area Litter Control
Street Sweeping Private Streets and Parking Lots
Drainage Facility Inspection and Maintenance
Structural Source Control BMPs
Storm Drain Inlet Stenciling and Signage
Landscape and Irrigation System Design
Protect Slopes and Channels
Provide Community Car Wash Racks Not proposed
Properly Design*:

Fueling Areas Not proposed
Air/Water Supply Area Drainage Not proposed
Trash Storage Areas
Loading Docks
Maintenance Bays Not proposed
Vehicle and Equipment Wash Areas Not proposed
Outdoor Material Storage Areas Not proposed
Outdoor Work Areas or Processing Areas Not proposed
Provide Wash Water Controls for Food
Preparation Areas Not proposed
*Details demonstrating proper design must be included in Appendix F.

Item Number: 1.

2014 Whitewater River Region WQMP
Project Title
DATE 1-20
Non-Structural Source Control BMP’s
• Education for Property Owners, Tenants, and Occupants o Education materials will be provided to property owners, occupants, operators and employees at the time of purchase, occupancy or hire. These materials are included in Appendix D. • Activity Restrictions
o Activity restrictions will be enforced. These restrictions include:
o Prohibit onsite power washes.
o Prohibit blowing of landscaping and debris into storm drain. o Prohibit dumping of oils into the storm drain.
o Prohibit discharges of fertilizer, pesticides, or animal wastes to streets or storm drains. o Prohibit discharges of paint or masonry wastes to streets or storm drains. • Irrigation System and Landscape Maintenance
o The irrigation system and landscape maintenance shall be maintained by property owners and a professional contractor. The professional contractor shall be determined by the Property Owner’s Association.
• Common Area Litter Control
o Waste management will be implemented. The frequency is yet to be determined; however the minimum frequency shall be weekly.
• Street Sweeping Access and Parking Lots
o Street sweeping shall be implemented within the private access and parking areas. • Drainage Facility Inspection and Maintenance
o All drainage facilities will be inspected and maintained by the Property Owners Association.

Non-Structural Source Control BMP’s
• MS4 Stenciling and Signage
o The project will incorporate signage at catch basins equivalent to “Only Rain Down the Drain”.
• Landscape and Irrigation System Design
o Landscaping and associated irrigation will be incorporated into the landscape areas and buffers between sidewalks and parking/access.

Appendix D includes copies of the educational materials (described in Section 3.5.2.1 of the WQMP Guidance document) that will be used in implementing this project-specific WQMP.

Item Number: 1.

2014 Whitewater River Region WQMP
Project Title
DATE 1-21
• EQUIVALENT TREATMENT CONTROL BMP ALTERNATIVES
Not applicable
• REGIONALLY-BASED BMPS
Not applicable
Item Number: 1.

2014 Whitewater River Region WQMP
Project Title
DATE 1-22
z. Operation and Maintenance Responsibility for
BMPs
Appendix G of this project-specific WQMP includes copies of CC&Rs, Covenant and Agreements, BMP Maintenance Agreement and/or other mechanisms used to ensure the ongoing operation, maintenance, funding, transfer and implementation of the project-specific WQMP requirements.

Infiltration BMP will be initially maintained by the property owner once a year. Long term maintenance will be provided by Property Owners association after it is formed.

Item Number: 1.

2014 Whitewater River Region WQMP
Project Title
DATE 1-23
aa. Funding
Property owner to initially fund Infiltration BMPs. A property owners associate will be formed and will maintain long term.

Item Number: 1.

2014 Whitewater River Region WQMP
Project Title
Appendix A
Conditions of Approval
Planning Commission Resolution
Dated
Item Number: 1.

2014 Whitewater River Region WQMP
Project Title
Appendix B
Vicinity Map, WQMP Site Plan, and Receiving Waters Map
Item Number: 1.

Item Number: 1.

T
EV
NO

PARKING NO PARKING

EV TLOADING ZONE LOADING ZONE
NO

PARKING T
NO

PARKING EV EV
NO

PARKING
(1180)
(1185)
(1190)
(1190)
(1190)
(1185)
(1185)
(1180)
(1180) PP PP PP PP CITY OF DESERT HOT SPRINGS DESERT HOT SPRINGS COMMERCIAL DEVELOPMENT A NGE L C E SA R ST C I V I L ATE OF CA L I FORN I A REG I STERED PROFESS IONAL ENG I NEER No. 87222 LDP: CUP: BEYOND FOODS MARKET 9320 BASELINE RD. STE. D - RANCHO CUCAMONGA, CA 91701 PHONE: 909-248-6557 - [email protected] WWW.BLUECIVILENG.COM CONDITIONAL USE PERMIT Item Number: 1.

Whitewater River Region WQMP Guidance
June 2014 10
Figure 2. Whitewater River Region Receiving Waters Map
Subject Property
Item Number: 1.

2014 Whitewater River Region WQMP
Project Title
Appendix C
Supporting Detail Related to Hydrologic Conditions of Concern Item Number: 1.

2014 Whitewater River Region WQMP
Project Title
Appendix D
Educational Materials
Item Number: 1.

Item Number: 1.

Item Number: 1.

Drainage System Maintenance SC-44
Objectives
Cover
Contain
Educate
Reduce/Minimize
Targeted Constituents
Sediment 
Nutrients
Trash 
Metals
Bacteria 
Oil and Grease
Organics
Description
As a consequence of its function, the stormwater conveyance system collects and transports urban runoff and stormwater that may contain certain pollutants. The protocols in this fact sheet are intended to reduce pollutants reaching receiving waters through proper conveyance system operation and maintenance.

Approach
Pollution Prevention
Maintain catch basins, stormwater inlets, and other stormwater conveyance structures on a regular basis to remove pollutants, reduce high pollutant concentrations during the first flush of storms, prevent clogging of the downstream conveyance system, restore catch basins’ sediment trapping capacity, and ensure the system functions properly hydraulically to avoid flooding.

Suggested Protocols
Catch Basins/Inlet Structures
 Staff should regularly inspect facilities to ensure compliance with the following:
- Immediate repair of any deterioration threatening
structural integrity.
- Cleaning before the sump is 40% full. Catch basins
should be cleaned as frequently as needed to meet this
standard.
- Stenciling of catch basins and inlets (see SC34 Waste Handling and Disposal).

January 2003 California Stormwater BMP Handbook 1 of 6
Industrial and Commercial
www.cabmphandbooks.com Item Number: 1.

SC-44 Drainage System Maintenance
 Clean catch basins, storm drain inlets, and other conveyance structures before the wet season to remove sediments and debris accumulated during the summer.  Conduct inspections more frequently during the wet season for problem areas where sediment or trash accumulates more often. Clean and repair as needed.  Keep accurate logs of the number of catch basins cleaned.  Store wastes collected from cleaning activities of the drainage system in appropriate containers or temporary storage sites in a manner that prevents discharge to the storm drain.
 Dewater the wastes if necessary with outflow into the sanitary sewer if permitted. Water should be treated with an appropriate filtering device prior to discharge to the sanitary sewer. If discharge to the sanitary sewer is not allowed, water should be pumped or vacuumed to a tank and properly disposed. Do not dewater near a storm drain or stream.

Storm Drain Conveyance System
 Locate reaches of storm drain with deposit problems and develop a flushing schedule that keeps the pipe clear of excessive buildup.
 Collect and pump flushed effluent to the sanitary sewer for treatment whenever possible.

Pump Stations
 Clean all storm drain pump stations prior to the wet season to remove silt and trash.  Do not allow discharge to reach the storm drain system when cleaning a storm drain pump station or other facility.
 Conduct routine maintenance at each pump station.
 Inspect, clean, and repair as necessary all outlet structures prior to the wet season.

Open Channel
 Modify storm channel characteristics to improve channel hydraulics, increase pollutant removals, and enhance channel/creek aesthetic and habitat value.  Conduct channel modification/improvement in accordance with existing laws. Any person, government agency, or public utility proposing an activity that will change the natural (emphasis added) state of any river, stream, or lake in California, must enter into a Steam or Lake Alteration Agreement with the Department of Fish and Game. The developer-applicant should also contact local governments (city, county, special districts), other state agencies (SWRCB, RWQCB, Department of Forestry, Department of Water Resources), and Federal Corps of Engineers and USFWS.

Illicit Connections and Discharges
 Look for evidence of illegal discharges or illicit connections during routine maintenance of conveyance system and drainage structures:
- Is there evidence of spills such as paints, discoloring, etc? 2 of 6 California Stormwater BMP Handbook January 2003
Industrial and Commercial
www.cabmphandbooks.com Item Number: 1.

Drainage System Maintenance SC-44
- Are there any odors associated with the drainage system? - Record locations of apparent illegal discharges/illicit connections? - Track flows back to potential dischargers and conduct aboveground inspections. This can be done through visual inspection of upgradient manholes or alternate techniques including zinc chloride smoke testing, fluorometric dye testing, physical inspection testing, or television camera inspection.
- Eliminate the discharge once the origin of flow is established.  Stencil or demarcate storm drains, where applicable, to prevent illegal disposal of pollutants.

Storm drain inlets should have messages such as “Dump No Waste Drains to Stream” stenciled next to them to warn against ignorant or intentional dumping of pollutants into the storm drainage system.
 Refer to fact sheet SC-10 Non-Stormwater Discharges.

Illegal Dumping
 Inspect and clean up hot spots and other storm drainage areas regularly where illegal dumping and disposal occurs.
 Establish a system for tracking incidents. The system should be designed to identify the following:
- Illegal dumping hot spots
- Types and quantities (in some cases) of wastes
- Patterns in time of occurrence (time of day/night, month, or year) - Mode of dumping (abandoned containers, “midnight dumping” from moving vehicles, direct dumping of materials, accidents/spills)
- Responsible parties
 Post “No Dumping” signs in problem areas with a phone number for reporting dumping and disposal. Signs should also indicate fines and penalties for illegal dumping.  Refer to fact sheet SC-10 Non-Stormwater Discharges.

Training
 Train crews in proper maintenance activities, including record keeping and disposal.  Allow only properly trained individuals to handle hazardous materials/wastes.  Have staff involved in detection and removal of illicit connections trained in the following:
- OSHA-required Health and Safety Training (29 CFR 1910.120) plus annual refresher training (as needed).

January 2003 California Stormwater BMP Handbook 3 of 6
Industrial and Commercial
www.cabmphandbooks.com Item Number: 1.

SC-44 Drainage System Maintenance
- OSHA Confined Space Entry training (Cal-OSHA Confined Space, Title 8 and Federal OSHA 29 CFR 1910.146).
- Procedural training (field screening, sampling, smoke/dye testing, TV inspection).

Spill Response and Prevention
 Investigate all reports of spills, leaks, and/or illegal dumping promptly.  Clean up all spills and leaks using “dry” methods (with absorbent materials and/or rags) or dig up, remove, and properly dispose of contaminated soil.  Refer to fact sheet SC-11 Spill Prevention, Control, and Cleanup.

Other Considerations (Limitations and Regulations)
 Clean-up activities may create a slight disturbance for local aquatic species. Access to items and material on private property may be limited. Trade-offs may exist between channel hydraulics and water quality/riparian habitat. If storm channels or basins are recognized as wetlands, many activities, including maintenance, may be subject to regulation and permitting.
 Storm drain flushing is most effective in small diameter pipes (36-inch diameter pipe or less, depending on water supply and sediment collection capacity). Other considerations associated with storm drain flushing may include the availability of a water source, finding a downstream area to collect sediments, liquid/sediment disposal, and prohibition against disposal of flushed effluent to sanitary sewer in some areas.  Regulations may include adoption of substantial penalties for illegal dumping and disposal.  Local municipal codes may include sections prohibiting discharge of soil, debris, refuse, hazardous wastes, and other pollutants into the storm drain system.

Requirements
Costs
 An aggressive catch basin cleaning program could require a significant capital and O&M budget.
 The elimination of illegal dumping is dependent on the availability, convenience, and cost of alternative means of disposal. The primary cost is for staff time. Cost depends on how aggressively a program is implemented. Other cost considerations for an illegal dumping program include:
- Purchase and installation of signs.
- Rental of vehicle(s) to haul illegally-disposed items and material to landfills. - Rental of heavy equipment to remove larger items (e.g., car bodies) from channels. - Purchase of landfill space to dispose of illegally-dumped items and material. 4 of 6 California Stormwater BMP Handbook January 2003
Industrial and Commercial
www.cabmphandbooks.com Item Number: 1.

Drainage System Maintenance SC-44
 Methods used for illicit connection detection (smoke testing, dye testing, visual inspection, and flow monitoring) can be costly and time-consuming. Site-specific factors, such as the level of impervious area, the density and ages of buildings, and type of land use will determine the level of investigation necessary.

Maintenance
 Two-person teams may be required to clean catch basins with vactor trucks.  Teams of at least two people plus administrative personnel are required to identify illicit discharges, depending on the complexity of the storm sewer system.  Arrangements must be made for proper disposal of collected wastes.  Technical staff are required to detect and investigate illegal dumping violations.

Supplemental Information
Further Detail of the BMP
Storm Drain Flushing
Flushing is a common maintenance activity used to improve pipe hydraulics and to remove pollutants in storm drainage systems. Flushing may be designed to hydraulically convey accumulated material to strategic locations, such as an open channel, another point where flushing will be initiated, or the sanitary sewer and the treatment facilities,thus preventing resuspension and overflow of a portion of the solids during storm events. Flushing prevents “plug flow” discharges of concentrated pollutant loadings and sediments. Deposits can hinder the designed conveyance capacity of the storm drain system and potentially cause backwater conditions in severe cases of clogging.

Storm drain flushing usually takes place along segments of pipe with grades that are too flat to maintain adequate velocity to keep particles in suspension. An upstream manhole is selected to place an inflatable device that temporarily plugs the pipe. Further upstream, water is pumped into the line to create a flushing wave. When the upstream reach of pipe is sufficiently full to cause a flushing wave, the inflated device is rapidly deflated with the assistance of a vacuum pump, thereby releasing the backed up water and resulting in the cleaning of the storm drain segment.

To further reduce impacts of stormwater pollution, a second inflatable device placed well downstream may be used to recollect the water after the force of the flushing wave has dissipated. A pump may then be used to transfer the water and accumulated material to the sanitary sewer for treatment. In some cases, an interceptor structure may be more practical or required to recollect the flushed waters.

It has been found that cleansing efficiency of periodic flush waves is dependent upon flush volume, flush discharge rate, sewer slope, sewer length, sewer flow rate, sewer diameter, and population density. As a rule of thumb, the length of line to be flushed should not exceed 700 feet. At this maximum recommended length, the percent removal efficiency ranges between 65- 75% for organics and 55-65% for dry weather grit/inorganic material. The percent removal efficiency drops rapidly beyond that. Water is commonly supplied by a water truck, but fire hydrants can also supply water. To make the best use of water, it is recommended that reclaimed water be used or that fire hydrant line flushing coincide with storm sewer flushing.

January 2003 California Stormwater BMP Handbook 5 of 6
Industrial and Commercial
www.cabmphandbooks.com Item Number: 1.

SC-44 Drainage System Maintenance
6 of 6 California Stormwater BMP Handbook January 2003
Industrial and Commercial
www.cabmphandbooks.com
References and Resources
California’s Nonpoint Source Program Plan http://www.swrcb.ca.gov/nps/index.html Clark County Storm Water Pollution Control Manual
http://www.co.clark.wa.us/pubworks/bmpman.pdf
Ferguson, B.K. 1991. Urban Stream Reclamation, p. 324-322, Journal of Soil and Water Conservation.

King County Storm Water Pollution Control Manual http://dnr.metrokc.gov/wlr/dss/spcm.htm Oregon Association of Clean Water Agencies. Oregon Municipal Stormwater Toolbox for Maintenance Practices. June 1998.

Santa Clara Valley Urban Runoff Pollution Prevention Program http://www.scvurppp.org The Storm Water Managers Resource Center http://www.stormwatercenter.net United States Environmental Protection Agency (USEPA). 2002. Pollution Prevention/Good Housekeeping for Municipal Operations Storm Drain System Cleaning. On line:
http://www.epa.gov/npdes/menuofbmps/poll_16.htm
Item Number: 1.

Waste Handling & Disposal SC-34
September 2014 California Stormwater BMP Handbook 1 of 6 Industrial and Commercial
www.casqa.org
Description
Improper storage and handling of solid wastes
can allow toxic compounds, oils and greases,
heavy metals, nutrients, suspended solids, and
other pollutants to enter stormwater runoff.

The discharge of pollutants to stormwater from
waste handling and disposal can be prevented
and reduced by tracking waste generation,
storage, and disposal; reducing waste
generation and disposal through source
reduction, reuse, and recycling; and preventing
run-on and runoff.

Approach
Reduce potential for pollutant discharge
through source control pollution prevention
and BMP implementation. Successful
implementation depends on effective training
of employees on applicable BMPs and general
pollution prevention strategies and objectives.

General Pollution Prevention Protocols
 Accomplish reduction in the amount of
waste generated using the following source
controls:
 Production planning and sequencing;
 Process or equipment modification;
 Raw material substitution or
elimination;
 Loss prevention and housekeeping;
 Waste segregation and separation; and
 Close loop recycling.
 Establish a material tracking system to
increase awareness about material usage.

This may reduce spills and minimize
contamination, thus reducing the amount of
waste produced.
 Recycle materials whenever possible.

Objectives
 Cover
 Contain
 Educate
 Reduce/Minimize
 Product Substitution
Targeted Constituents
Sediment
Nutrients
Trash
Metals 
Bacteria 
Oil and Grease 
Organics 
Minimum BMPs Covered
Good Housekeeping 
Preventative
Maintenance 
Spill and Leak Prevention
and Response 
Material Handling &
Waste Management 
Erosion and Sediment
Controls
Employee Training
Program 
Quality Assurance Record
Keeping 
Item Number: 1.

Waste Handling & Disposal SC-34
September 2014 California Stormwater BMP Handbook 2 of 6 Industrial and Commercial
www.casqa.org
 Use the entire product before disposing of the container.  To the extent possible, store wastes under cover or indoors after ensuring all safety concerns such as fire hazard and ventilation are addressed.  Provide containers for each waste stream at each work station. Allow time after shift to clean area.

Good Housekeeping
 Cover storage containers with leak proof lids or some other means. If waste is not in containers, cover all waste piles (plastic tarps are acceptable coverage) and prevent stormwater run-on and runoff with a berm. The waste containers or piles must be covered except when in use.
 Use drip pans or absorbent materials whenever grease containers are emptied by vacuum trucks or other means. Grease cannot be left on the ground. Collected grease must be properly disposed of as garbage.
 Dispose of rinse and wash water from cleaning waste containers into a sanitary sewer if allowed by the local sewer authority. Do not discharge wash water to the street or storm drain. Clean in a designated wash area that drains to a clarifier.  Transfer waste from damaged containers into safe containers.  Take special care when loading or unloading wastes to minimize losses. Loading systems can be used to minimize spills and fugitive emission losses such as dust or mist. Vacuum transfer systems can minimize waste loss.
 Keep the waste management area clean at all times by sweeping and cleaning up spills immediately.
 Use dry methods when possible (e.g., sweeping, use of absorbents) when cleaning around restaurant/food handling dumpster areas. If water must be used after sweeping/using absorbents, collect water and discharge through grease interceptor to the sewer.
 Stencil or demarcate storm drains on the facility’s property with prohibitive message regarding waste disposal.
 Cover waste piles with temporary covering material such as reinforced tarpaulin, polyethylene, polyurethane, polypropylene or hypalon.
 If possible, move the activity indoor after ensuring all safety concerns such as fire hazard and ventilation are addressed.

Preventative Maintenance
 Prevent stormwater run-on from entering the waste management area by enclosing the area or building a berm around the area.
 Prevent waste materials from directly contacting rain.

Item Number: 1.

Waste Handling & Disposal SC-34
September 2014 California Stormwater BMP Handbook 3 of 6 Industrial and Commercial
www.casqa.org
 Cover waste piles with temporary covering material such as reinforced tarpaulin, polyethylene, polyurethane, polypropylene or hypalon.
 Cover the area with a permanent roof if feasible.
 Cover dumpsters to prevent rain from washing waste out of holes or cracks in the bottom of the dumpster.
 Check waste containers weekly for leaks and to ensure that lids are on tightly.

Replace any that are leaking, corroded, or otherwise deteriorating.  Sweep and clean the waste management area regularly. Use dry methods when possible (e.g., sweeping, vacuuming, use of absorbents) when cleaning around restaurant/food handling dumpster areas. If water must be used after sweeping/using absorbents, collect water and discharge through grease interceptor to the sewer.
 Inspect and replace faulty pumps or hoses regularly to minimize the potential of releases and spills.
 Repair leaking equipment including valves, lines, seals, or pumps promptly.

Spill Response and Prevention Procedures
 Keep your spill prevention and plan up-to-date.
 Have an emergency plan, equipment and trained personnel ready at all times to deal immediately with major spills.
 Collect all spilled liquids and properly dispose of them.  Store and maintain appropriate spill cleanup materials in a location known to all near the designated wash area.
 Ensure that vehicles transporting waste have spill prevention equipment that can prevent spills during transport. Spill prevention equipment includes:
 Vehicles equipped with baffles for liquid waste; and
 Trucks with sealed gates and spill guards for solid waste.

Material Handling and Waste Management
Litter Control
 Post “No Littering” signs and enforce anti-litter laws.  Provide a sufficient number of litter receptacles for the facility.  Clean out and cover litter receptacles frequently to prevent spillage.

Waste Collection
 Keep waste collection areas clean.

Item Number: 1.

Waste Handling & Disposal SC-34
September 2014 California Stormwater BMP Handbook 4 of 6 Industrial and Commercial
www.casqa.org
 Inspect solid waste containers for structural damage regularly. Repair or replace damaged containers as necessary.
 Secure solid waste containers; containers must be closed tightly when not in use.  Do not fill waste containers with washout water or any other liquid.  Ensure that only appropriate solid wastes are added to the solid waste container.

Certain wastes such as hazardous wastes, appliances, fluorescent lamps, pesticides, etc., may not be disposed of in solid waste containers (see chemical/ hazardous waste collection section below).
 Do not mix wastes; this can cause chemical reactions, make recycling impossible, and complicate disposal. Affix labels to all waste containers.

Chemical/Hazardous Wastes
 Select designated hazardous waste collection areas on-site.  Store hazardous materials and wastes in covered containers and protect them from vandalism.
 Place hazardous waste containers in secondary containment.  Make sure that hazardous waste is collected, removed, and disposed of only at authorized disposal areas.
 Hazardous waste cannot be reused or recycled; it must be disposed of by a licensed hazardous waste hauler.

Employee Training Program
 Educate employees about pollution prevention measures and goals.  Train employees how to properly handle and dispose of waste using the source control BMPs described above.
 Train employees and subcontractors in proper hazardous waste management.  Use a training log or similar method to document training.  Ensure that employees are familiar with the site’s spill control plan and/or proper spill cleanup procedures.

Quality Assurance and Record Keeping
 Keep accurate maintenance logs that document minimum BMP activities performed for waste handling and disposal, types and quantities of waste disposed of, and any improvement actions.
 Keep accurate logs of spill response actions that document what was spilled, how it was cleaned up, and how the waste was disposed.

Item Number: 1.

Waste Handling & Disposal SC-34
September 2014 California Stormwater BMP Handbook 5 of 6 Industrial and Commercial
www.casqa.org
 Establish procedures to complete logs and file them in the central office.

Potential Capital Facility Costs and Operation & Maintenance Requirements
Facilities
 Capital costs will vary substantially depending on the size of the facility and the types of waste handled. Significant capital costs may be associated with reducing wastes by modifying processes or implementing closed-loop recycling.  Many facilities will already have indoor covered areas where waste materials will be stored and will require no additional capital expenditures for providing cover.  If outdoor storage of wastes is required, construction of berms or other means to prevent stormwater run-on and runoff may require appropriate constructed systems for containment.
 Capital investments will likely be required at some sites if adequate cover and containment facilities do not exist and can vary significantly depending upon site conditions.

Maintenance
 Check waste containers weekly for leaks and to ensure that lids are on tightly.

Replace any that are leaking, corroded, or otherwise deteriorating.  Sweep and clean the waste management area regularly. Use dry methods when possible (e.g., sweeping, use of absorbents) when cleaning around restaurant/food handling dumpster areas. If water must be used after sweeping/using absorbents, collect water and discharge through grease interceptor to the sewer.  Inspect and replace faulty pumps or hoses regularly to minimize the potential of releases and spills.
 Repair leaking equipment including valves, lines, seals, or pumps promptly.

References and Resources
Minnesota Pollution Control Agency, Industrial Stormwater Best Management Practices Guidebook. Available online at: http://www.pca.state.mn.us/index.php/viewdocument.html?gid=10557.

New Jersey Department of Environmental Protection, 2013. Basic Industrial Stormwater General Permit Guidance Document NJPDES General Permit No NJ0088315, Revised. Available online at:
http://www.nj.gov/dep/dwq/pdf/5G2_guidance_color.pdf.

Orange County Stormwater Program, Best Management Practices for Industrial/Commercial Business Activities. Available online at:
http://ocwatersheds.com/documents/bmp/industrialcommercialbusinessesactivities Item Number: 1.

Waste Handling & Disposal SC-34
September 2014 California Stormwater BMP Handbook 6 of 6 Industrial and Commercial
www.casqa.org
Oregon Department of Environmental Quality, 2013. Industrial Stormwater Best Management Practices Manual- BMP 26 Fueling and Liquid Loading/Unloading Operations. Available online at:
http://www.deq.state.or.us/wq/wqpermit/docs/IndBMP021413.pdf.

Sacramento Stormwater Management Program. Best Management Practices for Industrial Storm Water Pollution Control. Available online at:
http://www.msa.saccounty.net/sactostormwater/documents/guides/industrial-BMPmanual.pdf.

Sacramento County Environmental Management Stormwater Program: Best Management Practices. Available online at:
http://www.emd.saccounty.net/EnvHealth/Stormwater/Stormwater-BMPs.html.

Santa Clara Valley Urban Runoff Pollution Prevention Program. http://www.scvurpppw2k.com/ US EPA. National Pollutant Discharge Elimination System – Industrial Fact Sheet Series for Activities Covered by EPA’s Multi Sector General Permit. Available online at:
http://cfpub.epa.gov/npdes/stormwater/swsectors.cfm.

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CASQA SWPPP Template 132 July 2012
Trained Contractor Personnel Log
Stormwater Management Training Log and Documentation
Project Name:

WDID #:

Stormwater Management Topic: (check as appropriate)
Erosion Control Sediment Control
Wind Erosion Control Tracking Control
Non-Stormwater Management Waste Management and Materials Pollution Control Stormwater Sampling
Specific Training Objective:

Location: Date: _
Instructor: Telephone:

Course Length (hours):

Attendee Roster (Attach additional forms if necessary)
Name Company Phone
As needed, add proof of external training (e.g., course completion certificates, credentials for QSP, QSD).

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Sample Only
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2014 Whitewater River Region WQMP
Project Title
Appendix E
Soils Report
Item Number: 1.

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
Riverside County,
Coachella Valley Area,
California
Natural
Resources
Conservation
Service
April 18, 2022 Item Number: 1.

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 Item Number: 1.

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 Item Number: 1.

Contents
Preface....................................................................................................................2 How Soil Surveys Are Made..................................................................................5 Soil Map.................................................................................................................. 8 Soil Map................................................................................................................9 Legend................................................................................................................10 Map Unit Legend................................................................................................12 Map Unit Descriptions........................................................................................ 12 Riverside County, Coachella Valley Area, California.......................................14 CkB—Carsitas fine sand, 0 to 5 percent slopes..........................................14 MaB—Myoma fine sand, 0 to 5 percent slopes...........................................15 References............................................................................................................17 4 Item Number: 1.

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 Item Number: 1.

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 Item Number: 1.

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 Item Number: 1.

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 Item Number: 1.

9 Custom Soil Resource Report
Soil Map
3757980 3758000 3758020 3758040 3758060 3758080 3758100 3758120 3758140 3758160 3757980 3758000 3758020 3758040 3758060 3758080 3758100 3758120 3758140 3758160 541910 541930 541950 541970 541990 542010 542030 542050 541910 541930 541950 541970 541990 542010 542030 542050 33° 57' 47'' N
116° 32' 47'' W
33° 57' 47'' N
116° 32' 41'' W
33° 57' 41'' N
116° 32' 47'' W
33° 57' 41'' N
116° 32' 41'' W
N
Map projection: Web Mercator Corner coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 0 45 90 180 270
Feet
0 10 20 40 60
Meters
Map Scale: 1:958 if printed on A portrait (8.5" x 11") sheet.

Soil Map may not be valid at this scale.

Item Number: 1.

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
1:24,000.

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: Riverside County, Coachella Valley Area, California
Survey Area Data: Version 13, Sep 15, 2021
Soil map units are labeled (as space allows) for map scales 1:50,000 or larger.

Date(s) aerial images were photographed: Feb 3, 2021—May 27, 2021
The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background Custom Soil Resource Report
10 Item Number: 1.

MAP LEGEND MAP INFORMATION
imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident.

Custom Soil Resource Report
11 Item Number: 1.

Map Unit Legend
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI CkB Carsitas fine sand, 0 to 5
percent slopes

2.8 73.9%
MaB Myoma fine sand, 0 to 5
percent slopes

1.0 26.1%
Totals for Area of Interest 3.8 100.0%
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
12 Item Number: 1.

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
13 Item Number: 1.

Riverside County, Coachella Valley Area, California
CkB—Carsitas fine sand, 0 to 5 percent slopes
Map Unit Setting
National map unit symbol: hkv4
Elevation: 800 feet
Mean annual precipitation: 4 inches
Mean annual air temperature: 72 to 73 degrees F
Frost-free period: 275 to 325 days
Farmland classification: Not prime farmland
Map Unit Composition
Carsitas and similar soils: 85 percent
Minor components: 15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.

Description of Carsitas
Setting
Landform: Alluvial fans
Landform position (two-dimensional): Backslope
Landform position (three-dimensional): Tread
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Sandy alluvium derived from granite
Typical profile
H1 - 0 to 10 inches: fine sand
H2 - 10 to 60 inches: gravelly sand
Properties and qualities
Slope: 0 to 5 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Excessively drained
Runoff class: Negligible
Capacity of the most limiting layer to transmit water (Ksat): High to very high (5.95 to 19.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Calcium carbonate, maximum content: 1 percent
Maximum salinity: Nonsaline to slightly saline (0.0 to 4.0 mmhos/cm) Available water supply, 0 to 60 inches: Low (about 3.1 inches) Interpretive groups
Land capability classification (irrigated): 4e
Land capability classification (nonirrigated): 7e
Hydrologic Soil Group: A
Ecological site: R031XY200CA - Rarely Flooded Fans
Hydric soil rating: No
Minor Components
Myoma
Percent of map unit: 10 percent
Custom Soil Resource Report
14 Item Number: 1.

Hydric soil rating: No
Coachella
Percent of map unit: 3 percent
Hydric soil rating: No
Unnamed, gravel surface
Percent of map unit: 2 percent
Hydric soil rating: No
MaB—Myoma fine sand, 0 to 5 percent slopes
Map Unit Setting
National map unit symbol: hkw3
Elevation: -200 to 1,800 feet
Mean annual precipitation: 2 to 4 inches
Mean annual air temperature: 72 to 75 degrees F
Frost-free period: 270 to 320 days
Farmland classification: Prime farmland if irrigated
Map Unit Composition
Myoma and similar soils: 85 percent
Minor components: 15 percent
Estimates are based on observations, descriptions, and transects of the mapunit.

Description of Myoma
Setting
Landform: Alluvial fans
Landform position (two-dimensional): Toeslope
Landform position (three-dimensional): Tread
Down-slope shape: Linear
Across-slope shape: Linear
Parent material: Wind blown sandy alluvium
Typical profile
H1 - 0 to 18 inches: fine sand
H2 - 18 to 60 inches: sand
Properties and qualities
Slope: 0 to 5 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Somewhat excessively drained
Runoff class: Negligible
Capacity of the most limiting layer to transmit water (Ksat): High to very high (5.95 to 19.98 in/hr)
Depth to water table: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Calcium carbonate, maximum content: 5 percent
Maximum salinity: Nonsaline to very slightly saline (0.0 to 2.0 mmhos/cm) Custom Soil Resource Report
15 Item Number: 1.

Available water supply, 0 to 60 inches: Low (about 4.8 inches) Interpretive groups
Land capability classification (irrigated): 3e
Land capability classification (nonirrigated): 7e
Hydrologic Soil Group: A
Ecological site: R031XY007CA - Lacustrine Basin and Large RIver Floodplain Hydric soil rating: No
Minor Components
Coachella
Percent of map unit: 4 percent
Hydric soil rating: No
Carsitas
Percent of map unit: 4 percent
Hydric soil rating: No
Unnamed, noncalcareous soils
Percent of map unit: 4 percent
Hydric soil rating: No
Riverwash
Percent of map unit: 3 percent
Landform: Channels
Hydric soil rating: Yes
Custom Soil Resource Report
16 Item Number: 1.

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 17 Item Number: 1.

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
18 Item Number: 1.

2014 Whitewater River Region WQMP
Project Title
Appendix F
Structural BMP and/or Retention Facility Sizing Calculations and Design Details
Item Number: 1.

Date
Enter the Area Tributary to this Feature (ATRIB) ATRIB = 3.985 acres AIMP = 2.80 acres
I
f
= 0.70
Use the following equation based on the WEF/ASCE Method CBMP = 0.858If
3 - 0.78If2 + 0.774If
+ 0.04 CBMP = 0.50
Vu = 0.20
VBMP (ft3)= VBMP = 2,893 ft3
(in*ac)/ac
Notes:

Calculate the composite Runoff Coefficient, C for the BMP Tributary Area 12 (in/ft)
Calculate VU, the 80% Unit Storage Volume VU= 0.40 x CBMP VU (in-ac/ac) x AT (ac) x 43,560 (ft2/ac)
Determine the Impervious Area Ratio
Company Project Number/Name
Calculate Impervious Area Ratio (If)
I
f
= AIMP/ATRIB
Determine the Impervious Area within ATRIB (AIMP)
Whitewater Watershed
BMP Design Volume, VBMP (Rev. 06-2014)
Legend:

Determine Design Storage Volume, VBMP
Calculate the design storage volume of the BMP, VBMP.
4/19/2022
Required Entries
Calculated Cells
Desert Hot Springs Beyond food market
DA-1
Designed by Jose Olivres
Company Name Blue Engineering and Consulting, Inc
County/City Case No
Drainage Area Number/Name
Item Number: 1.

User Inputs
Chamber Model: MC-3500
Outlet Control Structure: Yes
Project Name: Desert Hot Springs
Engineer: N/A
Project Location: California
Measurement Type: Imperial
Required Storage Volume: 3761 cubic ft.

Stone Porosity: 40%
Stone Foundation Depth: 9 in.

Stone Above Chambers: 12 in.

Average Cover Over Chambers: 18 in.

Design Constraint Dimensions: (40 ft. x 60 ft.)
Results
System Volume and Bed Size
Installed Storage Volume: 4087.49 cubic ft.

Storage Volume Per Chamber: 109.90 cubic ft.

Number Of Chambers Required: 19
Number Of End Caps Required: 6
Chamber Rows: 3
Maximum Length: 59.85 ft.

Maximum Width: 22.85 ft.

Approx. Bed Size Required: 1264.09 square ft.

System Components
Amount Of Stone Required: 176.85 cubic yards
Volume Of Excavation (Not Including
Fill):
257.50 cubic yards
Total Non-woven Geotextile Required:458.38 square yards Woven Geotextile Required (excluding
Isolator Row):

33.46 square yards
Woven Geotextile Required (Isolator
Row):

62.90 square yards
Total Woven Geotextile Required: 96.36 square yards
Item Number: 1.

2014 Whitewater River Region WQMP
Project Title
Appendix G
AGREEMENTS – CC&RS, COVENANT AND AGREEMENTS, BMP

MAINTENANCE AGREEMENTS AND/OR OTHER

MECHANISMS FOR ENSURING ONGOING OPERATION,

MAINTENANCE, FUNDING AND TRANSFER OF

REQUIREMENTS FOR THIS PROJECT-SPECIFIC WQMP
Item Number: 1.

2014 Whitewater River Region WQMP
Project Title
Appendix H
PHASE 1 ENVIRONMENTAL SITE ASSESSMENT – SUMMARY OF SITE

REMEDIATION CONDUCTED AND USE RESTRICTIONS
Item Number: 1.

2014 Whitewater River Region WQMP
Project Title
Appendix I

PROJECT-SPECIFIC WQMP SUMMARY DATA FORM
Item Number: 1.

Project-Specific WQMP Summary Data Form
Applicant Information
Name and Title
Company
Phone
Email
Project Information
Project Name
(as shown on project application/project-specific WQMP) Street Address
Nearest Cross Streets
Municipality
(City or Unincorporated County)
Zip Code
Tract Number(s) and/or Assessor Parcel Number(s)
Other
(other information to help identify location of project) Indicate type of project. Priority Development Projects (Use an "X" in cell preceding project type):

SF hillside residence; impervious area ≥ 10,000 sq. ft.; Slope ≥ 25% SF hillside residence; impervious area ≥ 10,000 sq. ft.; Slope ≥ 10% & erosive soils Commercial or Industrial ≥ 100,000 sq. ft.

Automotive repair shop
Retail Gasoline Outlet disturbing > 5,000 sq. ft.

Restaurant disturbing > 5,000 sq. ft.

Home subdivision ≥ 10 housing units
Parking lot ≥ 5,000 sq. ft. or ≥ 25 parking spaces
Date Project-Specific WQMP Submitted
Size of Project Area (nearest 0.1 acre)
Will the project replace more than 50% of the impervious surfaces on an existing developed site?
Project Area managed with LID/Site Design BMPs
(nearest 0.1 acre)
Are Treatment Control BMPs required?
Is the project subject to onsite retention by ordinance or policy?
Did the project meet the 100% LID/Site Design
Measurable Goal?
Name of the entity that will implement, operate, and
maintain the post-construction BMPs
Contact Name
Street or Mailing Address
City
Zip Code
Phone
Space Below for Use by City/County Staff Only
Preceding Information Verified by
(consistent with information in project-specific WQMP)
Name:

Date:

Date Project-Specific WQMP Approved:

Data Entered by Name:

Date:

Other Comments
Item Number: 1.

MSWD Mission: Provide, Protect, and Preserve our Most Valuable Resource…Water Mission Springs Water District is a Groundwater Guardian Affiliate 66575 Second Street, Desert Hot Springs, CA 92240  www.mswd.org • p 760.329.6448  f 760.329.2482 September 7, 2023
Via E-mail: [email protected]
Amir Butt
c/o Joseph Zhang
4300 Edison Avenue
Chino, CA 91710
Subject: Water and Sewer Service Designation / Will Serve Letter for APN: 664-080-017 Vacant lot, commercial development
Dear Mr. Zhang:

The proposed parcel referenced above is located within the service area of the Mission Springs Water District (District) on the northwest corner of North Indian Canyon Drive and Pierson Boulevard in the City of Desert Hot Springs County of Riverside, California.

Water service availability is conditional on District Rules and Regulations and the following:

1. Water service is available from an existing 12” main located on North Indian Canyon Drive, no connection to the 8” main in Pierson Boulevard will be allowed.

2. Current Board and administrative policies relating to the issuance and installation of new water services.

Sewer service availability is conditional on District Rules and Regulations and the following:

1. Sewer service is available from an existing 15” main located in Pierson Boulevard, construction on a new sewer main in North Indian Canyon Drive may be required.

2. Current Board and administrative policies relating to the issuance and installation of new sewer services.
.

This letter will automatically expire if not exercised within one year from the above date.

Sincerely,
Mike Platt
Engineering Technician II
760-329-6448 Ext. 124
[email protected]
Item Number: 1.

PRELIMINARY HYDROLOGY & HYDRAULICS STUDY
Desert Hot Springs Commercial
Development
Desert Hot Springs, CA
PREPARE FOR:

Pegasus Architects
4300 Edison Ave,
Chino, CA 91710
PREPARED BY:

BLUE ENGINEERING & CONSULTING, INC
9320 Baseline Rd SuiteD,
Rancho Cucamonga, CA 91701
(909) 248-6557
PREPARED UNDER THE SUPERVISION OF:

ANGEL CESAR, P.E, QSD. RCE 87222
September, 2022
Item Number: 1.

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INDEX:

Index 1
VICINITY MAP 2
PROJECT DESCRIPTION/METHODOLOGY 3
HYDROLOGY STUDY 4
APPENDIX 5
Soils Report
Soil Map
Rain Maps
NOAA Atlas 14 Precipitation Frequency Estimates
CIVILCADD/CIVILDESIGN Rational Method
Pre – Development 10 yr., 100 yr.

Post – Development 10 yr., 100 yr.

CIVILCADD/CIVILDESIGN Unit Hydrograph Analysis
Pre – Development 2 yr. 1 hr., 3 hr., 6 hr., 24 hr.

Pre – Development 5 yr. 1 hr., 3 hr., 6 hr., 24 hr.

Pre – Development 10 yr. 1 hr., 3 hr., 6 hr., 24 hr.

Pre – Development 100 yr. 1 hr., 3 hr., 6 hr., 24 hr.

Post – Development 2 yr. 1 hr., 3 hr., 6 hr., 24 hr.

Post – Development 5 yr. 1 hr., 3 hr., 6 hr., 24 hr.

Post – Development 10 yr. 1 hr., 3 hr., 6 hr., 24 hr.

Post – Development 100 yr. 1 hr., 3 hr., 6 hr., 24 hr.

CIVILCADD/CIVILDESIGN Flood Hydrograph Routing Program
Post – Development 100 yr. 1 hr., 3 hr., 6 hr., 24 hr.

HYDROLOGY MAP 6
Pre-Development Exhibit
Post Development Exhibit

Item Number: 1.

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Item Number: 1.

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I. INTRODUCTION
The proposed project High Desert Springs Commercial Development is an approximately 3.98 acres site located west of State Route 62 on the Northeast corner of Pierson Blvd and N Indian Canyon Dr in the City of Desert Hot Springs, County of Riverside, State of California (see attached vicinity map). The site is South of the Mission Creek Channel with an abandoned gas station across Pierson Blvd on the Southern border. The projects is surround by an undeveloped parcel to the west and North, Scenic Dr to the north, N Indian Canyon Dr to the east and Pierson Blvd to the south.

II. DESCRIPTION OF THE ONSITE CONDITIONS
The subject site consists of a rectangular shaped parcel, approximately 3.98 acres in size. The site is currently undeveloped. Ground surface cover consists of exposed soil.

The site topography varies throughout the property. The site drains northwest to southeast with a varying slope range of 1-4%. There is an estimate 20 feet of elevation differential across the site. Most of the site’s existing flow drains into existing Mission Creek Channel.

The project site will be developed into a commercial development that consist of 2 drive thru, 1 carwash a fuel dispensing area and a convenience store. The buildings will be service by required parking stalls, sidewalks and drive aisle as required by the local code. Phasing is not anticipated for this project. This hydrology report looks at the project at the ultimate condition.

III. OFFSITE HYDROLOGY
There is no offsite runoff.

IV. ONSITE HYDROLOGY
The project is proposing to retain flow within an underground detention basin that will be located along the mid half of the east border of the project. Outflow from the detention basins drains towards N.

Indian Canyon Rd. and eventually towards the Mission Creek Channel.

Hydrologic calculations for the project were performed using CIVILCADD/CIVIL DESIGN Engineering Software, Version 7.1. Peak Flow and Time of Concentration values for each storm event were obtained for the pre-developed and post-developed condition using the “Riverside County Rational Hydrology Program option within the software, as preferred by the City of Desert Hot Springs.

The run-off index, time of concentration, previous fraction and other pertinent information obtained from the rational analysis was then used to generate a post-development Unit Hydrograph for each Item Number: 1.

4 | P a g e
respective drainage area, as applicable. This was done to compare the existing and proposed condition hydrology mitigation requirements for the rain events of 2-year, 10-year and 100-year design storms.

The events were split up into 1 hr, 3 hr, 6 hr and 24 hr. The Unit Hydrograph Analysis was performed using the CIVILCADD/CIVILDESIGN Engineering Software previously mentioned.

As appropriate, the resulting Unit Hydrograph was then imported into the CIVILCADD/CIVIL DESIGN Routing Software to perform basin routing and outflow analysis of each detention basin. The design of the basin follows the conditions of approval requirement to retain all the 100 yr. 24 hr. storm event.

Design Parameters
o The drainage area is in Soil Group A according to the USDA NRCS Soil Survey. o Antecedent Moisture Content (AMC) of I was used for 2-year and 5-year, II was used for 10-year and III was used for 100-year return frequency storm calculation. o The onsite drainage area was analyzed for 10-year and 100-year storm event using Rational Method Analysis per Riverside County Hydrology Manual and CIVILCADD/CIVILDESIGN. o The drainage area is located within a desert area.
o The rainfall depth of a 2-yr 1-hr storm event is 0.471 in. according to NOAA Atlas 14 Precipitation Frequency Estimates.
o The rainfall depth of a 2-yr 3-hr storm event is 0.760 in. according to NOAA Atlas 14 Precipitation Frequency Estimates.
o The rainfall depth of a 2-yr 6-hr storm event is 0.993 in. according to NOAA Atlas 14 Precipitation Frequency Estimates.
o The rainfall depth of a 2-yr 24-hr storm event is 1.51 in. according to NOAA Atlas 14 Precipitation Frequency Estimates.
o The rainfall depth of a 100-yr 1-hr storm event is 1.67 in. according to NOAA Atlas 14 Precipitation Frequency Estimates.
o The rainfall depth of a 100-yr 3-hr storm event is 2.50 in. according to NOAA Atlas 14 Precipitation Frequency Estimates.
o The rainfall depth of a 100-yr 6-hr storm event is 3.25 in. according to NOAA Atlas 14 Precipitation Frequency Estimates.
o The rainfall depth of a 100-yr 24-hr storm event is 5.39 in. according to NOAA Atlas 14 Precipitation Frequency Estimates.
o The impervious are assumed to be 90% of the total onsite area. *See attachment for NOAA Atlas 14 Precipitation Frequency Estimates values Per the Desert Hot Springs CUP 25-17 conditions of approval, the site is designed to retain and infiltrate the post development 100-year 24-hour duration event. The following tables summarize all the RCFCWCD storm events typically analyzed. Although the 100 yr. 24 hr. event is the controlling design element.

Item Number: 1.

5 | P a g e
V. HYDROLOGIC RESULTS
The results from this hydrology analysis demonstrates that the drainage design for the site meets the County of Riverside Flood Control standards. Below is a comparison of the pre- and post-developed flows generated onsite prior to any mitigation.

Table 1.1a Pre Development Riverside County Rational Hydrology Pre Development
101 - 102
DMA A
Ac. 3.98
TC 15.168
Pre
10 6.439
100 11.828
Table 1.1b Post Development Riverside County Rational Hydrology Post Development
201 -
202
202 -
203
204 -
205
205 -
206
DMA A Pipe
Flow B
Ac. 1.75 2.23
TC 6.36 1.05 6.39 0.23
Post
10 5.762 7.235
100 9.099 11.569
Table 1.1c Summary Riverside County Rational Hydrology
10 yr 100 yr
Frequency Q Peak TC Q Peak TC
Pre 6.439 15.168 11.828 15.168
Post 13.027 6.620 20.668 6.620
Q Δ 6.588 -8.548 8.84 -8.548
Item Number: 1.

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Table 1.2a Pre Development Riverside County Unit Hydrograph Analysis Desert Hot Springs Pre-Development Calculations
Storm Duration
1 Hour 3 Hour 6 Hour 24 Hour
Frequency Q Peak Volume Q
Peak
Vol. (cf) Q Peak Volume Q
Peak
Volume
2 year 2.684 2,156.8 0.404 1,191.0 0.241 1,438.3 0.082 2,181.5 5 year 5.113 4,373.1 1.798 3,130.2 1.227 2,961.5 0.132 3,494.5 10 year 7.941 8,256.2 3.694 7,348.6 2.994 7,071.6 0.334 4,762.6 100 year 15.661 21,128.2 8.106 27,178.3 6.908 29,330.2 2.225 34,184.3 Table 1.2b Post Development Riverside County Unit Hydrograph Analysis Desert Hot Springs Post-Development Calculations
Storm Duration
1 Hour 3 Hour 6 Hour 24 Hour
Frequency Q Peak Volume Q Peak Vol. (cf) Q Peak Volume Q Peak
Volume
2 year 5.219 5,803.1 2.346 9,003.5 2.046 11,763.8 0.676 17,888.6 5 year 8.636 9,439.0 3.732 13,911.3 3.180 18,049.0 1.083 28,654.9 10 year 11.355 12,310.8 4.991 17,909.4 4.263 23,014.7 1.390 36,799.2 100 year 20.255 22,612.1 8.991 31,992.3 7.746 40,603.0 2.581 64,617.6 Table 1.4 Basin Volumes
Underground Infiltration Basin

Basin
Depth
Volume
(ac.–ft)
Outfall (cfs)
0 0 0
1 0.0414 0.1023

1.33 0.0655 0.9743

1.67 0.0896 1.8333
2 0.1136 1.8333
3 0.1859 1.8333
4 0.2581 1.8333
5 0.3303 1.8333
6 0.4025 1.8333
7 0.4439 1.8333
Item Number: 1.

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Table 1.3 Riverside County Flood Hydrograph routing
Desert Hot Springs Post-Development Calculations
Storm Duration
100 Year
Storm
Duration
Pre Q Peak
(cfs)
Post Q Peak
(cfs)
Decrease Percent
Change
1 hr 15.661 1.833 13.828 -88.30%
3 hr 8.106 1.833 6.273 -77.39%
6 hr 6.908 1.833 5.075 -73.47%
24 hr 2.225 1.833 0.392 -17.62%
To mitigate per the Conditions of Approval, a 19,340 cf underground basin will be proposed. The CivilD routing software was used to determine if the basin will be large enough to contain the 100-year 24 hour storm event as required by the Conditions of Approval.

V. CONCLUSION
The project will increase the post Q amount. To mitigate the increase of flow coming from the project, underground infiltration basins with the capacity to store up to a volume of 19,340 cf is being proposed.

After the introduction of the underground basin into the calculations, Q decreased by 17.62% for the 100 year event.

Item Number: 1.

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APPENDIX
Soils Report
Soil Map
Rain Maps
NOAA Atlas 14 Precipitation Frequency Estimates
CIVILCADD/CIVILDESIGN Rational Method
Pre – Development 10 yr., 100 yr.

Post – Development 10 yr., 100 yr.

CIVILCADD/CIVILDESIGN Unit Hydrograph Analysis
Pre – Development 2 yr. 1 hr., 3 hr., 6 hr., 24 hr.

Pre – Development 5 yr. 1 hr., 3 hr., 6 hr., 24 hr.

Pre – Development 10 yr. 1 hr., 3 hr., 6 hr., 24 hr.

Pre – Development 100 yr. 1 hr., 3 hr., 6 hr., 24 hr.

Post – Development 2 yr. 1 hr., 3 hr., 6 hr., 24 hr.

Post – Development 5 yr. 1 hr., 3 hr., 6 hr., 24 hr.

Post – Development 10 yr. 1 hr., 3 hr., 6 hr., 24 hr.

Post – Development 100 yr. 1 hr., 3 hr., 6 hr., 24 hr.

CIVILCADD/CIVILDESIGN Flood Hydrograph Routing Program
Post – Development 100 yr. 1 hr., 3 hr., 6 hr., 24 hr.

Item Number: 1.

NTS GEOTECHNICAL 5319 UNIVERSITY DRIVE, IRVINE, CA 92612 WWW.NTSGEO.COM July 29, 2022
Project No. 22293
Mr. Amir Butt
1461 Tahoe Street
Beaumont, CA 92223
Subject: Preliminary Geotechnical Engineering Report
Proposed Gas Station and Carwash
APN 664-080-017
City of Desert Hot Springs, California

Dear Mr. Butt:

In accordance with your request and authorization, we are presenting the results of our geotechnical investigation for the proposed subject development located at APN 664- 080-017 in the City of Desert Hot Springs, California. The purpose of this investigation has been to evaluate the subsurface conditions at the site and to provide geotechnical engineering recommendations for the proposed construction.

Based on our findings, the proposed project is geotechnically feasible, provided that the recommendations in this report are incorporated into the design and are implemented during construction of the project. This report was prepared in accordance with the requirements of the 2019 California Building Code and the City of Desert Hot Springs requirements.

We appreciate the opportunity to be of service on this project. Should you have any questions regarding this report or if we can be of further service, please do not hesitate to contact the undersigned at (657) 888-4608 or [email protected].

Respectfully submitted,
NTS GEOTECHNICAL, INC.

Nadim Sunna, M.Sc., Q.S.P, P.E., G.E. 3172
Principal Geotechnical Engineer
Item Number: 1.

NTS Project No. 22293 Page | 1
Table of Contents
INTRODUCTION............................................................................................................. 3 SITE AND PROJECT DESCRIPTION............................................................................. 3 SCOPE OF WORK.......................................................................................................... 3 Background Review................................................................................................................. 3 Field Exploration....................................................................................................................... 3 Geotechnical Laboratory Testing........................................................................................... 3 GEOLOGIC FINDINGS................................................................................................... 4 Regional Geologic Setting ...................................................................................................... 4 Subsurface Materials............................................................................................................... 4 Groundwater ............................................................................................................................. 4 GEOLOGIC HAZARDS................................................................................................... 4 Faulting and Seismicity ........................................................................................................... 4 Liquefaction and Seismic Settlement.................................................................................... 5 Landslides ................................................................................................................................. 5 Flooding ..................................................................................................................................... 5 Tsunami and Seiches .............................................................................................................. 5 GEOTECHNICAL ENGINEERING FINDINGS................................................................ 6 Expansive Soil .......................................................................................................................... 6 Soil Corrosion ........................................................................................................................... 6 Preliminary Infiltration Testing................................................................................................ 7 Hydroconsolidation .................................................................................................................. 7 Excavation Characteristics ..................................................................................................... 8 GEOTECHNICAL ENGINEERING CONLUSIONS AND RECOMMENDATIONS........... 8 Conclusions............................................................................................................................... 8 Site Preparation........................................................................................................................ 9 Remedial Grading .................................................................................................................... 9 Materials for Fill ...................................................................................................................... 10 Compacted Fill........................................................................................................................ 11 Temporary Excavations......................................................................................................... 11 Seismic Design....................................................................................................................... 12 Foundation Design and Construction.................................................................................. 13 Slab-On-Grade Design and Construction .......................................................................... 14 Pole Foundations ................................................................................................................... 14 Moisture Vapor Retarder....................................................................................................... 15 Structural Concrete................................................................................................................ 15 Drainage Control .................................................................................................................... 16 Utility Trench Backfill Considerations.................................................................................. 17 Asphalt Concrete Pavement Design ................................................................................... 18 Exterior Flatwork/Hardscape Design Considerations....................................................... 18 Planters and Trees................................................................................................................. 19 Plans and Specifications Review......................................................................................... 19 Construction Observation and Testing ............................................................................... 20 LIMITATIONS................................................................................................................ 20 REFERENCES.............................................................................................................. 22 Item Number: 1.

NTS Project No. 22293 Page | 2
Attachment(s):

Plate 1 – Location Map
Plate 2 – Geotechnical Map
Appendix A – Field Exploration
Appendix B – Geotechnical Laboratory Test Result
Appendix C – Infiltration Test Result
Item Number: 1.

NTS Project No. 22293 Page | 3

INTRODUCTION
This report presents the results of our geotechnical engineering evaluation performed for the proposed project located at APN 664-080-017, in the City of Desert Hot Springs, California. See (Plate 1, Location Map). The purpose of this study has been to evaluate the subsurface conditions at the site and to provide geotechnical recommendations related to the design and construction of the proposed improvements.

SITE AND PROJECT DESCRIPTION
The subject site is located at APN 664-080-017, in the City of Desert Hot Springs, California. The site is located on the northwest corner of Pierson Boulevard and N Indian Canyon Road and is currently a vacant land with native trees and brushes.

The 3.99 acres site is planned to be developed with new service station with C-Story and drive through, carwash facility, trash enclosure, canopy with two future QSR, signage, fuel pump canopy, and underground storage tanks.

SCOPE OF WORK
As part of the preparation of this report, we have performed the following tasks:

Background Review
We reviewed readily available background data including in-house geologic maps, previous reports, and topographic maps relevant to the subject site in preparation of this report.

Field Exploration
The subsurface conditions were evaluated on July 1, 2022 by advancing five (5) hollow-stem-auger borings at various locations within the vicinity of the subject lots. The borings were advanced to a maximum depth of 31.5 feet below the existing grade. The approximate locations of the borings are shown on Plate 2, Geotechnical Map. Detailed exploration information of soils borings is presented in Appendix A, Field Exploration.

Geotechnical Laboratory Testing
Laboratory tests were performed on selected samples obtained from the boring in order to aid in the soil classification and to evaluate the engineering properties of the foundation soils. The following tests were performed in general accordance with ASTM standards:

Item Number: 1.

NTS Project No. 22293 Page | 4
• In-situ moisture and density;
• No. 200 sieve wash;
• Sieve Analysis;
• Collapse;
• Direct shear; and
• Corrosion.

A summary of the laboratory test results are presented in Appendix B of this report.

GEOLOGIC FINDINGS
Regional Geologic Setting
According to the Geologic Map of the Desert Hot Springs Quadrangle, the project site is underlain by alluvial sand and gravel of valley areas (Qa).

Subsurface Materials
Earth materials encountered during subsurface investigation consists of alluvium to the total depth of the exploration. In general, the alluvium consists of light gray to brown, dry, medium dense to very dense, silty sands and sands.

Groundwater
Groundwater was not observed during our exploration to a maximum depth of

31.5 feet below the existing grade. Groundwater is believed to be deeper than 100 feet below the existing grade.

Groundwater conditions may vary across the site due to stratigraphic and hydrologic conditions and may change over time as a consequence of seasonal and meteorological fluctuations, or activities by humans at this site and nearby sites. However, based on the above findings, groundwater is unlikely to impact the proposed development.

GEOLOGIC HAZARDS
Faulting and Seismicity
The site is not located within an Alquist-Priolo Earthquake Fault Zone, and no known active faults are shown on the reviewed geologic maps crossing the site, however, the site is located in the seismically active region of Southern Item Number: 1.

NTS Project No. 22293 Page | 5
California. The nearest known active fault is the S. San Andreas fault system, which is located approximately 4.3 miles from the site.

Liquefaction and Seismic Settlement
Liquefaction occurs when the pore pressures generated within a soil mass approach the effective overburden pressure. Liquefaction of soils may be caused by cyclic loading such as that imposed by ground shaking during earthquakes.

The increase in pore pressure results in a loss of strength, and the soil then can undergo both horizontal and vertical movements, depending on the site conditions. Other phenomena associated with soil liquefaction include sand boils, ground oscillation, and loss of foundation bearing capacity. Liquefaction is generally known to occur in loose, saturated, relatively clean, fine-grained cohesionless soils at depths shallower than approximately 50 feet. Factors to consider in the evaluation of soil liquefaction potential include groundwater conditions, soil type, grain size distribution, relative density, degree of saturation, and both the intensity and duration of ground motion.

Based on our review of the County of Riverside Map My County website, the site is generalized to be within a moderate liquefaction susceptibility zone. However, based on the lack of shallow groundwater, the dense nature of the subsurface soil, the relatively uniform soil stratum across the site, it is our professional opinion that the liquefaction potential at the site is very low.

Landslides
Based on our review of the referenced geologic maps, literature, topographic maps, and our subsurface evaluation, no landslides or related features underlie or are adjacent to the subject site. Due to the relatively level nature of the site and surrounding areas, the potential for landslides at the project site is considered negligible.

Flooding
The Federal Emergency Management Agency (FEMA) has prepared flood insurance rate maps (FIRMs) for use in administering the National Flood Insurance Program. Based on our review of the FEMA flood map, the site is located within a Special Flood Hazard Areas (Zone AO) with a flood depth of 2 feet. The potential for flooding to impact the proposed development should be evaluated by the project designer and considered by the project civil engineer.

Tsunami and Seiches
Tsunamis are waves generated by massive landslides near or under sea water.

The site is not located on any State of California – County of Riverside Tsunami Inundation Map for Emergency Planning. The potential for the site to be Item Number: 1.

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adversely impacted by earthquake-induced tsunamis is considered to be negligible because the site is located several miles inland from the Pacific Ocean shore, at an elevation exceeding the maximum height of potential tsunami inundation.

Seiches are standing wave oscillations of an enclosed water body after the original driving force has dissipated. The potential for the site to be adversely impacted by earthquake-induced seiches is considered to be negligible due to the lack of any significant enclosed bodies of water located in the vicinity of the site.

GEOTECHNICAL ENGINEERING FINDINGS
Expansive Soil
Based on our evaluation and experience with similar material types, and laboratory testing, the soils encountered near the ground surface at the site exhibit a very low expansion potential.

Soil Corrosion
The potential for the on-site materials to corrode buried steel and concrete improvements was evaluated. Laboratory testing was performed on representative soil samples to evaluate pH, minimum resistivity, and soluble chloride and sulfate contents. The results of our corrosivity testing is presented within Appendix B of this report. General recommendations to address the corrosion potential of the on-site soils are provided below. Imported fill materials, if used, should be tested to evaluate whether their corrosion potential is more severe than those assumed.

Structural Concrete
Laboratory tests indicate that the potential of sulfate attack on concrete in contact with the on-site soils is “negligible” or “S0” exposure in accordance with ACI 318, Table 19.3.1.1. Therefore, restriction on the type of cement, water to cement ratio, and compressive strength is not required.

Ferrous Metal
The results of the laboratory chemical tests performed on a sample of soil collected within the site indicate that the on-site soils are mildly corrosive to ferrous metals. Consequently, metal structures which will be in direct contact with the soil (i.e., underground metal conduits, pipelines, metal sign posts, etc.) and/or in close proximity to the soil (wrought iron fencing, etc.) may be subject to corrosion. The use of special coatings or cathodic protection around buried metal Item Number: 1.

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structures has been shown to be beneficial in reducing corrosion potential.

Additional provisions will be required to address high chloride contents of the soil per the 2019 CBC to protect the concrete reinforcement. The laboratory testing program performed for this project does not address the potential for corrosion to copper piping. In this regard, a corrosion engineer should be consulted to perform more detailed testing and develop appropriate mitigation measures (if necessary).

The above discussion is provided for general guidance in regards to the corrosiveness of the on-site soils to typical metal structures used for construction.

Detailed corrosion testing and recommendations for protecting buried ferrous metal and/or copper elements are beyond our purview. If detailed testing is required, a corrosion engineer should be consulted to perform the testing and develop appropriate mitigation measures.

Preliminary Infiltration Testing
Three (3) infiltration tests were performed in general conformance with the County of Riverside manual. The borings were excavated to a depth of 5 and 10 feet below the existing grade using a hollow-stem-auger drill rig. Following the drilling, the borings were set up and testing was performed in general accordance with the manual. The result of our infiltration testing is summarized in the table below, which includes a minimum factor of safety of 2. Our infiltration testing calculations are presented in Appendix C of this report.

Preliminary Infiltration Rates Summary
Boring No.

Depth Below
Existing
Grade (feet)
Design Infiltration
Rate (inches/hour)*
P-1 5 1.11
P-2 10 0.94
P-3 5 0.90
*Incorporates a factor of safety of 2.

The infiltration test locations are shown on the attached Plate 2 –Geotechnical Map. Based on our infiltration testing, the design rates only within the upper 10 feet of the site soils have achieved the minimum requirement of 0.3 inches per hour per the County Riverside manual. Therefore, infiltration of stormwater into the site soils is deemed feasible within the upper 10 feet of the site soils.

Hydroconsolidation
Based on our laboratory test results, the potential for hydrocollapse settlement to affect the proposed structures should be considered low.

Item Number: 1.

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Excavation Characteristics
The majority of the soil materials underlying the site can be excavated with excavators and other conventional grading equipment.

GEOTECHNICAL ENGINEERING CONLUSIONS AND RECOMMENDATIONS Conclusions
Based on the results of our field exploration and engineering analyses, it is our opinion that the proposed development is feasible from a geotechnical standpoint, provided that the recommendations in this report are incorporated into the design plans and are implemented during construction.

Based on the geotechnical findings, the following is a summary of our conclusions:
• The proposed structure may be supported on a shallow
spread/continuous footing foundation system underlain by engineered fill.
• Groundwater is not anticipated to directly impact the planned precise grading or during the installation of shallow underground utilities.
• The site is not located within a fault zone, however, the site will experience strong ground shaking due to it’s proximity to the San Andreas fault.
• Based on the lack of shallow groundwater and relatively dense nature of the subsurface soil, the liquefaction potential is considered low.
• The magnitude of total static settlements beneath the structure is expected to be less than 1.0 inch, with differential settlement on the order of ½ -inch over a span of 30 feet.
• The on-site soils has a negligible sulfate exposure to concrete (i.e., as defined by the CBC) and mildly corrosive reinforcement.

Our geotechnical engineering analyses performed for this report were based on the earth materials encountered during the subsurface exploration for the site. If the design substantially changes, then our geotechnical engineering recommendations would be subject to revision based on our evaluation of the changes. The following sections present our conclusions and recommendations pertaining to the engineering design for this project.

Item Number: 1.

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Site Preparation
Site preparation should begin with the removal of utility lines, asphalt, concrete, vegetation, and other deleterious debris from areas to be graded. Tree stumps and roots should be removed to such a depth that organic material is generally not present. Clearing and grubbing should extend to the outside edges of the proposed excavation and fill areas. We recommend that unsuitable materials such as organic matter or oversized material be selectively removed and disposed offsite. The debris and unsuitable material generated during clearing and grubbing should be removed from areas to be graded and disposed at a legal dump site away from the project area.

Remedial Grading
Due to the dry / loose nature of the near surface soils, we recommend that the upper 5 feet of the site be removed and recompacted to achieve a uniform blanket of properly moisture conditioned and compacted fill material.

It should be noted that the recommendations provided herein are based on our subsurface exploration and knowledge of the on-site geology. Actual removals may vary in configuration and volume based on observations of geologic materials and conditions encountered during grading. The bottom of all corrective grading removals should be observed by a representative of NTS to verify the suitability of in-place soil prior to performing scarification and recompaction.

Corrective grading recommendations are outlined below.

Building Pads
In order to create a firm and stable platform on which to construct the new building pads, we recommend the following:
• The proposed building pads should be excavated to a depth of at least 5 feet from existing grade or 3 feet from bottom of footing, whichever is deeper. The excavation should extend laterally at least 3 feet from the edge of the footings.
• The bottom of the over excavation should then be scarified to a depth of at least 8 inches, thoroughly flooded to raise the moisture content of the underlying soils to at least 2 percent above optimum moisture content, and should be recompacted using heavy vibratory compaction equipment prior to placement of any fill.
• Following the approval of the over-excavation bottom by a representative of NTS, the onsite material may be used as fill material to achieve the planned pad grade.
• The fill material should then be placed in 6- to- 8-inch-thick lifts, moisture conditioned to near optimum moisture content and compacted to achieve 90 percent relative compaction.

Item Number: 1.

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Pavement
In order to create a firm and stable platform on which to construct the new vehicular pavement, we recommend the following:
• The proposed pavement should be excavated to the planned subgrade (i.e., bottom of aggregate base for pavement).
• The bottom of the excavation should then be excavated to a depth of 12 inches below the planned subgrade.
• The bottom of the over excavation should then be scarified to a depth of at least 6 inches, moisture conditioned to 2 percent above optimum moisture content and recompacted to at least 90 percent relative compaction as determined in accordance with ASTM D1557.
• Following the approval of the over-excavation bottom by a representative of NTS, the onsite material may be used as fill material to achieve the planned pad grade.
• The fill material should then be placed in 6- to- 8-inch-thick lifts, moisture conditioned to near optimum moisture content and compacted to achieve 90 percent relative compaction.

If the existing loose fill materials are found to be disturbed to depths greater than the proposed remedial grading, then the depth of over-excavation and recompaction should be increased accordingly in local areas as recommended by a representative of NTS.

Materials for Fill
On-site soils with an organic content of less than 3 percent by volume (or 1 percent by weight) are suitable for use as fill. Soil material to be used as fill should not contain contaminated materials, rocks, or lumps over 6 inches in largest dimension, and not more than 40 percent larger than ¾ inch. Utility trench backfill material should not contain rocks or lumps over 3 inches in largest dimension. Larger chunks, if generated during excavation, may be broken into acceptably sized pieces or may be disposed offsite.

Any imported fill material should consist of granular soil having a “very low” expansion potential (that is, expansion index of 20 or less). Import material should also have low corrosion potential (that is, chloride content less than 500 parts per million [ppm], soluble sulfate content of less than 0.1 percent, and pH of

5.5 or higher). Materials to be used as fill should be evaluated by a representative of NTS prior to importing or filling.

Item Number: 1.

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Compacted Fill
Prior to placement of compacted fill, the contractor should request an evaluation of the exposed excavation bottom by NTS. Unless otherwise recommended, the exposed ground surface should then be scarified to a depth of at least 8 inches and watered or dried, as needed, to achieve generally consistent moisture contents 2 percent above optimum moisture content. The scarified materials should then be compacted to 90 percent relative compaction in accordance with the latest version of ASTM Test Method D1557.

Compacted fill should be placed in horizontal lifts of approximately 6 to 8 inches in loose thickness. Prior to compaction, each lift should be watered or dried as needed to achieve near optimum moisture condition, mixed, and then compacted by mechanical methods, using sheepsfoot rollers, multiple-wheel pneumatic-tired rollers, or other appropriate compacting rollers, to a relative compaction of 90 percent as evaluated by ASTM D1557. Successive lifts should be treated in a like manner until the desired finished grades are achieved. Within pavement areas, the upper 12 inches of subgrade soil should be compacted to 95 percent relative compaction evaluated by ASTM D1557.

Personnel from NTS should observe the excavations so that any necessary modifications based on variations in the encountered soil conditions can be made. All applicable safety requirements and regulations, including CalOSHA requirements, should be met.

Temporary Excavations
Temporary excavations for the demolishing, earthwork, footing and utility trench are expected. We anticipate that unsurcharged excavations with vertical side slopes less than 3 feet high will generally be stable; however, sloughing of cohesionless sandy materials encountered at the site should be expected.

Where the space is available, temporary, unsurcharged excavation sides over 3 feet in height should be sloped no steeper than an inclination of 1.5H:1V (horizontal:vertical). Where sloped excavations are created, the tops of the slopes should be barricaded so that vehicles and storage loads do not encroach within 10 feet of the top of the excavated slopes. A greater setback may be necessary when considering heavy vehicles, such as concrete trucks and cranes. NTS should be advised of such heavy vehicle loadings so that specific setback requirements can be established. If the temporary construction slopes are to be maintained during the rainy season, berms are recommended to be graded along the tops of the slopes in order to prevent runoff water from entering the excavation and eroding the slope faces.

Where space for sloped excavations is not available, temporary shoring may be utilized. Geotechnical recommendations for the design and construction of Item Number: 1.

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temporary shoring are presented in the “Temporary Shoring” section of this report. Personnel from NTS should observe the excavation so that any necessary modifications based on variations in the encountered soil conditions can be made. All applicable safety requirements and regulations, including CalOSHA requirements, should be met.

Excavations shall not undermine the existing adjacent building / wall footings.

Where space for sloped excavations is not available, temporary shoring may be utilized.

Seismic Design
Based on subsurface investigation, the site is designated as Site Class D (“stiff” soil profile). The seismic design parameters based on ASCE 7-16 and 2019 CBC are listed in the following table.
2019 CBC and ASCE 7-16 Seismic Design Parameters
Seismic Item Design
Value
2016 ASCE 7-16 or
2019 CBC Reference
Site Class based on soil profile (ASCE 7-16 Table 20.3-1) D(a) ASCE 7-16 Table 20.3-1 Short Period Spectral Acceleration Ss 2.350 (a) CBC Figures 1613.2.1 (1-8)
1-sec. Period Spectral Acceleration S1 0.882(a) CBC Figures 1613.2.1 (1-8)
Site Coefficient Fa (2019 CBC Table 1613.2.3(1)) 1.000(a) CBC Table 1613.2.3 (1) Site Coefficient Fv (2019 CBC Table 1613.2.3(2)) 1.700(b) CBC Table 1613.2.3 (2) Short Period MCE* Spectral Acceleration SMS SMS = Fa Ss 2.350(a) CBC Equation 16-36 1-sec. Period MCE Spectral Acceleration SM1 SM1 = Fv S1 1.499(b) CBC Equation 16-37 Short Period Design Spectral Acceleration SDS SDS = 2/3SMs 1.567(a) CBC Equation 16-38 1-sec. Period Design Spectral Acceleration SD1 SD1 = 2/3SM1 1.000 (b) CBC Equation 16-39 Short Period Transition Period TS (sec) TS = SD1/SDS 0.638(b) ASCE 7-16 Section

11.4.6 Long Period Transition Period Tl (sec) 8(b) ASCE 7-16 Figures 22- 14 to 22-17
MCE(c) Peak Ground Acceleration (PGA) 0.994(a) ASCE 7-16 Figures 22-9 to 22-13
Site Coefficient FPGA (ASCE 7-16 Table 11.8-1) 1.100(a) ASCE 7-16 Table 11.8-1 Modified MCE(c) Peak Ground Acceleration (PGAM) 1.093(a) ASCE 7-16 Equation

11.8-1
(a) Design Values Obtained from USGS Earthquake Hazards Program website that are based on the ASCE-7-16 and 2019 CBC and site coordinates of N33.961805o and W116.545464 o. (b) Design Values Determined per ASCE Table 11.4-2 and CBC Equations 16-36 through 16-39. (c) MCE: Maximum Considered Earthquake.

Since the Site Class is designated as D and the S1 value is greater than or equal to 0.2, the 2019 CBC requires either a site-specific seismic hazard analysis per Section 21.2 of ASCE 7-16 or the application of Exception 2 of Section 11.4.8 of Item Number: 1.

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ASCE 7-16. The project structural engineer should apply all requirements of Section 11.4.8 of ASCE 7-16 to determine if increases to the seismic response coefficient (i.e. increases to the loading of the structure) are required.

It should be recognized that much of southern California is subject to some level of damaging ground shaking as a result of movement along the major active (and potentially active) fault zones that characterize this region. Design utilizing the 2019 CBC is not meant to completely protect against damage or loss of function.

Therefore, the preceding parameters should be considered as minimum design criteria.

Foundation Design and Construction
A shallow foundation system may be used for support of the proposed buildings, provided that all the footings are placed on engineered fill prepared as described in the “Corrective Grading” section of this report. Our geotechnical foundation design parameters are presented in the table below:

Foundation Design Parameters
Bearing Material
 Engineered Fill
Minimum Footing Size
 Width: 12 inches
 Depth: 18 inches below the lowest adjacent soil
grade
Minimum Footing
Reinforcement
 Footings reinforcement should consist of at least four No. 4 bars (two on top and two on bottom).
 Final reinforcement should be determined by the
project structural engineer.

Allowable Bearing Capacity
 2,500 psf for the minimum footing size given above.
 The above value may be increased by 1/3 for
temporary loads such as wind or earthquake.

Static Settlement
 Total static settlement of 1 inch with differential
settlement estimated to be approximately ½ inch over
a span of 40 feet
Allowable Lateral Passive
Resistance
• 300 pcf (equivalent fluid pressure)
Allowable Coefficient of
Friction
• 0.35
Item Number: 1.

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Slab-On-Grade Design and Construction
The slab-on-grade should be designed and constructed with the minimum recommendations presented below, however, final design of the slab should be determined by the project structural engineer.

Minimum Thickness: The minimum slab thickness should be 5 inches.

Minimum Slab Reinforcement: Minimum slab reinforcement shall not be less than No. 4 bars placed at 18 inches on center. Welded wire mesh is not recommended. Care should be taken to position the reinforcement bars in the center of the slab.

Slab Subgrade:
• The upper 24 inches of the slab subgrade should be moisture conditioned to near optimum moisture content and compacted to a minimum relative compaction of compacted to 90 percent relative compaction in accordance with the latest version of ASTM D1557 prior to placement of Moisture Vapor Retarder.
• A moisture vapor retarder should be placed in accordance with the “Moisture Vapor Retarder” section below.

Pole Foundations
It is expected that the canopy structures and light poles will be supported on pole foundations. As a minimum, the pole foundations should be at least 18 inches in diameter and at least 4 feet deep; however, the actual dimensions should be determined by the project structural engineer based on the following design parameters.

Bearing Materials: The pole foundations may bear into competent native soils approved by a representative from NTS.

Bearing Values: End-bearing capacity may be combined to determine the allowable bearing capacities of the pole foundations. An allowable bearing pressure of 3,000 pounds per square foot (psf) may be used for pole foundations at least 18 inches in diameter and embedded a minimum of 4 feet below the lowest adjacent grade.

Lateral Load Design: Lateral loads may be resisted by passive resistance within the adjacent earth materials. For passive resistance, an allowable passive earth pressure of 300 pounds per foot of pile diameter per foot of depth into competent bearing material may be used; however, passive resistance should be disregarded within the upper foot due to possible disturbance during drilling. The Item Number: 1.

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passive resistance value may be applied over an area equivalent to two pile diameters.

Moisture Vapor Retarder
A vapor retarder, such as a 15-mil-thick moisture vapor retarder that meets the requirements of ASTM E1745 Class C (Stego Wrap or equivalent) should be placed directly over the prepared soil subgrade to provide protection against vapor transmission through concrete floor slabs thatare anticipated to receive carpet, tile or other moisture sensitive coverings. The use of moisture vapor retarder should be determined by the project architect. At minimum, the vapor retarder should be installed as follows:
o Per the manufacture’s specifications as well as with the applicable recognized installation procedures such as ASTM E1643;
o Joints between the sheets and the openings for utility piping should be lapped and taped. If the barrier is not continuously placed across footings/ribs, the barrier should at minimum be lapped into the side of the footing/rib trenches down to the bottom of the trench; and, o Punctures in the vapor retarder should be repaired prior to concrete placement.

It should be noted that the moisture retarder is intended only to reduce moisture vapor transmissions from the soil beneath the concrete and is consistent with the current standard of the industry in the building construction in Southern California. It is not intended to provide a “waterproof” or “vapor proof” barrier or reduce vapor transmission from sources above the retarder (i.e., concrete). The evaluation of water vapor from any source and its effect on any aspect of the proposed building space above the slab (i.e., floor covering applicability, mold growth, etc.) is beyond our purview and the scope of this report.

Structural Concrete
Based on laboratory test results for the site vicinity, the potential of sulfate attack on concrete in contact with the on-site soils is “negligible” based on ACI 318, Table 19.3.1.1.

The aforementioned recommendations in regards to concrete are made from a soils perspective only. Final concrete mix design is beyond our purview. All applicable codes, ordinances, regulations, and guidelines should be followed in regard to the designing a durable concrete with respect to the potential for sulfate exposure from the on-site soils and/or changes in the environment.

Item Number: 1.

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Drainage Control
The control of surface water is essential to the satisfactory performance of the building and site improvements. Surface water should be controlled so that conditions of uniform moisture are maintained beneath the improvements, even during periods of heavy rainfall. The following recommendations are considered minimal:
• Ponding and areas of low flow gradients should be avoided. • If bare soil within 5 feet of the structure is not avoidable, then a gradient of 5 percent or more should be provided sloping away from the improvement.

Corresponding paved surfaces should be provided with a gradient of at least 2 percent.
• The remainder of the unpaved areas should be provided with a drainage gradient of at least 2 percent.
• Positive drainage devices, such as graded swales, paved ditches, and/or catch basins should be employed to accumulate and to convey water to appropriate discharge points.
• Concrete walks and flatwork should not obstruct the free flow of surface water.
• Brick flatwork should be sealed by mortar or be placed over an impermeable membrane.
• Area drains should be recessed below grade to allow free flow of water into the basin.
• Enclosed raised planters should be sealed at the bottom and provided with an ample flow gradient to a drainage device. Recessed planters and landscaped areas should be provided with area inlet and subsurface drain pipes.
• Planters should not be located adjacent to the structures wherever possible. If planters are to be located adjacent to the structures, the planters should be positively sealed, should incorporate a subdrain, and should be provided with free discharge capacity to a drainage device. • Planting areas at grade should be provided with positive drainage.

Wherever possible, the grade of exposed soil areas should be established above adjacent paved grades. Drainage devices and curbing should be provided to prevent runoff from adjacent pavement or walks into planted areas.
• Gutter and downspout systems should be provided to capture discharge from roof areas. The accumulated roof water should be conveyed to offsite disposal areas by a pipe or concrete swale system. • Landscape watering should be performed judiciously to preclude either soaking or desiccation of soils. The watering should be such that it just sustains plant growth without excessive watering. Sprinkler systems should be checked.

Item Number: 1.

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Utility Trench Backfill Considerations
New utility line pipeline trenches should be backfilled with select bedding materials beneath and around the pipes (pipe zone) and compacted soil above the pipe bedding. Recommendations for the types of the materials to be used and the proper placement of these materials are provided in the following sections.

Pipe Zone (Bedding and Shading)
The pipe bedding and shading materials should extend from at least 6 inches below the pipes to at least 12 inches above the crown of the pipes. Pipe bedding and shading should consist of either clean sand with a sand equivalent (SE) of at least 30, or crushed rock. If crushed rock is used, it should consist of ¾-inch crushed rock that conforms to Table 200-1.2.1 (A) of the 2018 “Greenbook.” Pipe bedding and shading should also meet the minimum requirements of the City of Los Angeles. If the requirements of the City are more stringent, they should take precedence over the geotechnical recommendations. Sufficient laboratory testing should be performed to verify the bedding and shading meets the minimum requirements of the Greenbook and City of Desert Hot Springs grading codes.

Granular pipe bedding and shading material should be properly placed in thicknesses not exceeding 3 feet, and then sufficiently flooded or jetted in place.

Crushed rock, if used, should be capped with filter fabric (Mirafi 160N, or equivalent; Mirafi 140N filter fabric is suitable if available) to prevent the migration of fines into the rock.

Trench Backfill
All existing soil material within the limits of the site are considered suitable for use as trench backfill above the pipe bedding and shading zone if care is taken to remove all significant organic and other decomposable debris, moisture condition the soil materials as necessary, and separate and selectively place and/or stockpile any inert materials larger than 6 inches in maximum diameter.

Imported soils are not anticipated for backfill since the on-site soils are suitable.

However, if imported soils are used, the soils should consist of clean, granular materials with physical and chemical characteristics similar to or better than those described herein for on-site soils. Any imported soils to be used as backfill should be evaluated and approved by NTS prior to placement.

Soils to be used as trench backfill should be moistened, dried, or blended as necessary to achieve near optimum moisture content, placed in lifts which, prior to compaction shall not exceed the thickness specified in Section 306-12.3 of the 2018 “Greenbook” for various types of equipment, and mechanically Item Number: 1.

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compacted/densified to at least 90 percent relative compaction as determined by ASTM Test Method D 1557. Jetting is not permitted in this trench zone.

No rock or broken concrete greater than 6 inches in maximum diameter should be utilized in the trench backfills.

Asphalt Concrete Pavement Design
In accordance with Chapter 600 of the Caltrans Highway Design Manual, we have performed pavement structural design utilizing assumed traffic indices (TI) of 4, 5.5, and 6.0 and assumed R-value of 20. Based on our analysis, we have developed the pavement structural sections presented in the following table. The subgrade R-value should be confirmed at the completion of rough grading. We note that the assumed TI’s should be reviewed by a traffic engineer to confirm their applicability to the project.

Asphalt Concrete Pavement Structural Sections
Location
Traffic
Index
Asphalt
Concrete
(in.)
Aggregate Base
(in.)*
Parking Stalls 4.5 3.0 4.0
Driveways 5.5 4.0 6.0
Fire Lane 7.0 4.0 8.0
The planned pavement structural sections should consist of the following:
• Aggregate Base materials (AB) consisted of either Crushed Aggregate Base (CAB) or Crushed Miscellaneous Base (CMB).
• Asphalt Concrete (AC) material of a type meeting the minimum City of Desert Hot Springs standards.
• The subgrade soils should be moisture conditioned to near optimum moisture content to a depth of at least 18 inches and compacted to 90 percent relative compaction.
• The AB and AC should be compacted to at least 95 percent relative compaction.

Exterior Flatwork/Hardscape Design Considerations
For exterior flatwork and hardscape planned as part of the proposed development, the following design may be considered by the project civil engineer. These recommendations may be considered as minimal design based on the soils conditions encountered during our investigation. Final design of the Item Number: 1.

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proposed flatwork and hardscape area should be provided by the project civil engineer. Based on the conditions encountered, we recommend that the subgrade for the subject concrete flatwork and hardscape be moisture conditioned to near optimum to a depth of 18 inches below finish subgrade elevation and compacted to 90 percent relative compaction. A Type II/V cement may be used from a geotechnical perspective. Our flatwork and hardscape design considerations are presented in the table below.

Concrete Flatwork Table
Description Subgrade
Preparation (1)
Minimum
Concrete
Thickness
Cut-Off
Barrier
Or
Edge
Thickness
Joint
Spacing
(Maximum)
Concrete(3)
Concrete
Sidewalks
and
Walkways
(4)
1) 2 percent above
optimum to 12"(1),
2) 2” of sand or
well graded rock
(i.e., Class II base
or equiv.) above
moisture
conditioned
subgrade.
4 inches Not
Required
5 feet Type II/V
(1) The moisture content of the subgrade must be verified by the geotechnical consultant prior to sand/rock placement. (2) Reinforcement to be placed at or above the mid-point of the slab (i.e., a minimum of 2.0 to 2.5 inches above the prepared subgrade).
(3) The site has negligible levels of sulfates as defined by the CBC. Concrete mix design is outside the geotechnical engineer’s purview.
(4) Where flatwork is adjacent a stucco surface, a ¼" to ½" foam separation/expansion joint should be used. (5) If dowels are placed in cored holes, the core holes shall be placed at alternating in-plane angles (i.e., not cored straight into slab).

Planters and Trees
Where new trees or large shrubs are to be located in close proximity to new concrete flatwork, rigid moisture/root barriers should be placed around the perimeter of the flatwork to at least 12 inches in depth in order to offer protection to the adjacent flatwork against potential root and moisture damage. Existing mature trees near flatwork areas should also incorporate a rigid moisture/root barrier placed at least 2 feet in depth below the top of the flatwork.

Plans and Specifications Review
The recommendations presented in this report are contingent upon review of final plans and specifications for the project by NTS. NTS Geotechnical, Inc. should review and verify in writing the compliance of the final grading plan and the final foundation plans with the recommendations presented in this report.

Item Number: 1.

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Construction Observation and Testing
It is recommended that NTS be retained to provide Geotechnical Consulting services during the earthwork operations and foundation installation process.

This is to observe compliance with the design concepts, specifications and recommendations and to allow for design changes in the event that subsurface conditions differ from those anticipated during our subsurface investigation.

It is the responsibility of the owner and their representative to bring any deviations or unexpected conditions observed during construction to the attention of NTS Geotechnical, in order for supplemental recommendations can be made with a minimum delay to the project. Construction should be observed and/or testing at the following stages by NTS Geotechnical, Inc.:
• During all phases of precise grading, including over-excavation, temporary excavations, removals, scarification, ground preparation, moisture condition, proof-rolling, and placement and compaction of all fill material. • All foundation excavation prior to placement of steel • During backfill of underground utilities
• During placement of pavement structural section, including verifying the subgrade prior to placement of aggregate base, testing of aggregate base, and testing of asphalt concrete pavement.
• When unusual conditions are encountered.

If any of these inspections to verify site geotechnical conditions are not performed by NTS Geotechnical, liability for the safety and stability of the project is limited only to the actual portions of the project that is observed and approved by NTS Geotechnical.

LIMITATIONS
All parties reviewing or utilizing this report should recognize that the findings, conclusions, and recommendations presented represent the results of our professional geological and geotechnical engineering efforts and judgments.

Due to the inexact nature of the state of the art of these professions and the possible occurrence of undetected variables in subsurface conditions, we cannot guarantee that the conditions actually encountered during grading and site construction will be identical to those observed, sampled, and interpreted during our study, or that there are no unknown subsurface conditions which could have an adverse effect on the use of the property. We have exercised a degree of care comparable to the standard of practice presently maintained by other professionals in the fields of geotechnical engineering and engineering geology, and believe that our findings present a reasonably representative description of Item Number: 1.

NTS Project No. 22293 Page | 21
geotechnical conditions and their probable influence on the grading and use of the property.

Our conclusions and recommendations are based on the assumption that our firm will act as the geotechnical engineer of record during construction and grading of the project to observe the actual conditions exposed, to verify our design concepts and the grading contractor's general compliance with the project geotechnical specifications, and to provide our revised conclusions and recommendations should subsurface conditions differ significantly from those used as the basis for our conclusions and recommendations presented in this report. Since our conclusions and recommendations are based on a limited amount of current and previous geotechnical exploration and analysis, all parties should recognize the need for possible revisions to our conclusions and recommendations during grading of the project.

It should be further noted that the recommendations presented herein are intended solely to minimize the effects of post-construction soil movements.

Consequently, minor cracking and/or distortion of all on-site improvements should be anticipated.

This report has not been prepared for the use by other parties or projects other than those named or described herein. This report may not contain sufficient information for other parties or other purposes.

Item Number: 1.

NTS Project No. 22293 Page | 22

REFERENCES
American Concrete Institute, 2014, Building Code Requirements for Structural Concrete (ACI 318-14).

American Society of Civil Engineers (ASCE), 2017, Minimum Design Loads for Buildings and Other Structures, ASCE 7-16.

California Building Standards Commission, 2019, California Building Code, California Code of Regulations Title 24, Volume 2, dated July.

Coduto, Donald P., 1994, Foundation Design: Principles and Practices: PrenticeHall, Inc, Englewood Cliffs, New Jersey.

Dibblee, T. W. and Minch, J.A., Geologic Map of the Desert Hot Springs Quadrangle, Riverside County, California, Dibblee Foundation Map DF-121, dated 2004.

Naval Facilities Engineering Command, 1986, NAVFAC Design Manual.

United States Geological Survey (USGS), 2008, Unified Hazard Tool, Dynamic:

Conterminous U.S. 2014 (update) (v4.2.0), Retrieved May 14, 2020, from:
https://earthquake.usgs.gov/hazards/interactive/
Item Number: 1.

Date:

Project No.:

Plate

LOCATION MAP
22293
July 29, 2022
1 SITE LOCATION
Item Number: 1.

0 60' GEOTECHNICAL LEGEND APPROXIMATE LOCATION OF BORING B-1 GEOTECHNICAL MAP Date: Project No.: Plate: 7/29/2022 22293 2 P-1 B-1 B-2 B-3 P-2 B-4 P-3 B-5 Item Number: 1.

APPENDIX A
Field Investigation
Item Number: 1.

NTS Project No. 22293 Page 1
Appendix A
Field Exploration
The subsurface exploration program for the proposed project consisted of advancing eight (8) 8-inch-diameter hollow-stem-auger drill rig borings. The borings were advanced to depths ranging from 8 to 30 feet below the existing grade.

The Boring Logs for five (5) of the borings are presented as Figures A-1 to A-6. The Boring Logs describe the earth materials encountered, samples obtained, and show the field and laboratory tests performed. The log also shows the boring number, drilling date, and the name of the logger and drilling subcontractor. The borings were logged by an engineer using the Unified Soil Classification System. The boundaries between soil types shown on the logs are approximate because the transition between different soil layers may be gradual. Drive samples of representative earth materials were obtained from the borings.

Disturbed samples were obtained using a Standard Penetration Sampler (SPT). This sampler consists of a 2-inch O.D., 1.4-inch I.D. split barrel shaft that is advanced into the soil at the bottom of the drilled hole a total of 12 inches. The number of blows required to drive the sampler 12 inches is presented on the boring logs. Soil samples obtained by the SPT were retained in plastic bags. A California modified sampler was used to obtain drive samples of the soil encountered. This sampler consists of a 3-inch outside diameter (O.D.), 2.4-inch inside diameter (I.D.) split barrel shaft that was driven a total of 12-inches into the soil at the bottom of the boring. The soil was retained in brass rings for laboratory testing. Additional soil from each drive remaining in the cutting shoe was usually discarded after visually classifying the soil. The number of blows required to drive the sampler 12 inches is presented on the boring logs.

Upon completion of the borings, the boreholes were backfilled with soil from the cuttings.

Item Number: 1.

Project: Pierson Blvd & N Indian Canyon
Dr
Project Location: APN 664-080-017, Desert
Hot Springs
Project Number: 22293
Key to Log of Boring
Depth (feet)Sample TypeSampling Resistance, blows/ftMaterial TypeGraphic Log

MATERIAL DESCRIPTION
Water Content, %Dry Unit Weight, pcf

REMARKS AND OTHER TESTS
1 2 3 4 5 6 7 8 9

COLUMN DESCRIPTIONS
1 Depth (feet): Depth in feet below the ground surface. 2 Sample Type: Type of soil sample collected at the depth interval shown.
3 Sampling Resistance, blows/ft: Number of blows to advance driven sampler one foot (or distance shown) beyond seating
interval
using the hammer identified on the boring log.
4 Material Type: Type of material encountered.
5 Graphic Log: Graphic depiction of the subsurface material encountered.
6 MATERIAL DESCRIPTION: Description of material encountered.

May include consistency, moisture, color, and
other descriptive
text.
7 Water Content, %: Water content of the soil sample, expressed as percentage of dry weight of sample.
8 Dry Unit Weight, pcf: Dry weight per unit volume of soil sample measured in laboratory, in pounds per cubic
foot.
9 REMARKS AND OTHER TESTS: Comments and observations
regarding drilling or sampling made by driller or field personnel.

FIELD AND LABORATORY TEST ABBREVIATIONS
CHEM: Chemical tests to assess corrosivity
COMP: Compaction test
CONS: One-dimensional consolidation test
LL: Liquid Limit, percent
PI: Plasticity Index, percent
SA: Sieve analysis (percent passing No. 200 Sieve)
UC: Unconfined compressive strength test, Qu, in ksf
WA: Wash sieve (percent passing No. 200 Sieve)

MATERIAL GRAPHIC SYMBOLS
Poorly graded SAND (SP) Poorly graded SAND with Silt (SP-SM)

TYPICAL SAMPLER GRAPHIC SYMBOLS
Auger sampler
Bulk Sample
3-inch-OD California w/
brass rings
CME Sampler
Grab Sample

2.5-inch-OD Modified
California w/ brass liners
Pitcher Sample
2-inch-OD unlined split
spoon (SPT)
Shelby Tube (Thin-walled,
fixed head)

OTHER GRAPHIC SYMBOLS
Water level (at time of drilling, ATD)
Water level (after waiting, AW)
Minor change in material properties within a
stratum
Inferred/gradational contact between strata
? Queried contact between strata

GENERAL NOTES
1: Soil classifications are based on the Unified Soil Classification System. Descriptions and stratum lines are interpretive, and actual lithologic changes may be gradual. Field descriptions may have been modified to reflect results of lab tests. 2: Descriptions on these logs apply only at the specific boring locations and at the time the borings were advanced. They are not warranted to be representative of subsurface conditions at other locations or times.

C:\Users\Eduardo R Lemus\AppData\Local\Temp\borings_temp\tmpfile.bgs[NTSGEO.tpl] Figure A-1
Sheet 1 of 1
Item Number: 1.

Project: Pierson Blvd & N Indian Canyon
Dr
Project Location: APN 664-080-017, Desert
Hot Springs
Project Number: 22293
Log of Boring B-1
Date(s)

Drilled 7/1/2022
Drilling

Method Hollow Stem Auger
Drill Rig

Type CME 75
Groundwater Level

and Date Measured Not Encountered
Borehole

Backfill Backfilled with native
Logged By ERL
Drill Bit

Size/Type 8"
Drilling

Contractor One Way Drilling
Sampling

Method(s) Modified California, SPT
Location APN 664-080-017, Desert Hot Springs
Checked By NS
Total Depth

of Borehole 21 feet
Approximate

Surface Elevation N/A
Hammer

Data 140-lb autohammer
Material Type
SP-SM
SP-SM
SP
SP
SP
Graphic LogWater Content, %

REMARKS AND OTHER TESTS
1 1
Dry Unit Weight, pcf
112
130

MATERIAL DESCRIPTION
ALLUVIUM (Qal):

SAND TO SILTY SAND

fine to coarse grained sand, some silt, dry medium dense, light grey to brown
fine-grained sand, some silt, dry, medium dense, light grey SAND, fine to coarse grained sand, some gravel, trace of silt, dry, dense, light grey
dry, very dense
fine to coarse sand, numerous gravel, dry, very dense, light grey
Total Depth =21 feet

Refusal at 21 feet

Groundwater not encountered

Backfilled with native
Depth (feet) 0
5 10
15 20
25 30
Sample TypeSampling Resistance, blows/ft
31 16
50/3"
54 C:\Users\Eduardo R Lemus\AppData\Local\Temp\borings_temp\tmpfile.bgs[NTSGEO.tpl] Figure A-2
Sheet 1 of 1
Item Number: 1.

Project: Pierson Blvd & N Indian Canyon
Dr
Project Location: APN 664-080-017, Desert
Hot Springs
Project Number: 22293
Log of Boring B-2
Date(s)

Drilled 7/1/2022
Drilling

Method Hollow Stem Auger
Drill Rig

Type CME 75
Groundwater Level

and Date Measured Not Encountered
Borehole

Backfill Backfilled with native
Logged By ERL
Drill Bit

Size/Type 8"
Drilling

Contractor One Way Drilling
Sampling

Method(s) Modified California, SPT
Location APN 664-080-017, Desert Hot Springs
Checked By NS
Total Depth

of Borehole 30 feet
Approximate

Surface Elevation N/A
Hammer

Data 140-lb autohammer
Material Type
SP
SP
SP
SP
SP
SP
Graphic LogWater Content, %

REMARKS AND OTHER TESTS
1 3
Dry Unit Weight, pcf
126
125

MATERIAL DESCRIPTION
ALLUVIUM (Qal):

SAND

fine-grained sand, few silt, some gravel, dry,, dense, light brown

dry, medium dense
fine to coarse grained sand, numerous gravel, trace of silt, dry, medium dense, light brown to grey
No Recovery at 15 feet
No Recovery 20 feet
fine to coarse grained sand, some gravel, dry, very dense, light grey
Depth (feet) 0
5 10
15 20
25 30
Sample TypeSampling Resistance, blows/ft
31 30
17 69/11"
C:\Users\Eduardo R Lemus\AppData\Local\Temp\borings_temp\tmpfile.bgs[NTSGEO.tpl] Figure A-3
Sheet 1 of 2
Item Number: 1.

Project: Pierson Blvd & N Indian Canyon
Dr
Project Location: APN 664-080-017, Desert
Hot Springs
Project Number: 22293
Log of Boring B-2
Material Type
SP
Graphic Log

MATERIAL DESCRIPTION
Water Content, %Dry Unit Weight, pcf

REMARKS AND OTHER TESTS
dry, very dense
Total Depth= 30 feet

Groundwater not encountered

Backfilled with native
Depth (feet)
30 35
40 45
50 55
60 65
Sample TypeSampling Resistance, blows/ft
50/6"
C:\Users\Eduardo R Lemus\AppData\Local\Temp\borings_temp\tmpfile.bgs[NTSGEO.tpl] Figure A-3
Sheet 2 of 2
Item Number: 1.

Project: Pierson Blvd & N Indian Canyon
Dr
Project Location: APN 664-080-017, Desert
Hot Springs
Project Number: 22293
Log of Boring B-3
Date(s)

Drilled 7/1/2022
Drilling

Method Hollow Stem Auger
Drill Rig

Type CME 75
Groundwater Level

and Date Measured Not Encountered
Borehole

Backfill Backfilled with native
Logged By ERL
Drill Bit

Size/Type 8"
Drilling

Contractor One Way Drilling
Sampling

Method(s) Modified California, SPT
Location APN 664-080-017, Desert Hot Springs
Checked By NS
Total Depth

of Borehole 20 feet
Approximate

Surface Elevation N/A
Hammer

Data 140-lb autohammer
Material Type
SP-SM
SP-SM
SP
SP
SP
Graphic LogWater Content, %

REMARKS AND OTHER TESTS
4 2
Dry Unit Weight, pcf
123
126

MATERIAL DESCRIPTION
ALLUVIUM (Qal):

SAND TO SILTY SAND

fine to coarse grained sand, some silt, few gravel, dry to damp, dense, light grey
dry, very dense
SAND, fine to coarse grained, few silt, some gravel, dry, dense, light grey
dry, medium dense
fine to coarse grained, numerous gravel, trace of silt, dry, dense, light grey
Total Depth = 20 feet

Groundwater not encountered

Backfilled with native
Depth (feet) 0
5 10
15 20
25 30
Sample TypeSampling Resistance, blows/ft
37 57
50/3"
24 50
C:\Users\Eduardo R Lemus\AppData\Local\Temp\borings_temp\tmpfile.bgs[NTSGEO.tpl] Figure A-4
Sheet 1 of 1
Item Number: 1.

Project: Pierson Blvd & N Indian Canyon
Dr
Project Location: APN 664-080-017, Desert
Hot Springs
Project Number: 22293
Log of Boring B-4
Date(s)

Drilled 7/1/2022
Drilling

Method Hollow Stem Auger
Drill Rig

Type CME 75
Groundwater Level

and Date Measured Not Encountered
Borehole

Backfill Backfilled with native
Logged By ERL
Drill Bit

Size/Type 8"
Drilling

Contractor One Way Drilling
Sampling

Method(s) Modified California, SPT
Location APN 664-080-017, Desert Hot Springs
Checked By NS
Total Depth

of Borehole 11 feet
Approximate

Surface Elevation N/A
Hammer

Data 140-lb autohammer
Material Type
SP-SM
SP-SM
SP
Graphic LogWater Content, %

REMARKS AND OTHER TESTS
2 Dry Unit Weight, pcf
123

MATERIAL DESCRIPTION
ALLUVIUM (Qal):

SAND TO SILTY SAND

fine to coarse grained sand, some silt, few gravel, dry, medium dense, light grey to brown
dry, medium dense, light grey
SAND, fine to coarse grained, some gravel, trace of silt, dry, very dense, light grey
Total Depth = 11 feet

Refusal at 11 feet

Groundwater not encountered

Backfilled with native
Depth (feet) 0
5 10
15 20
25 30
Sample TypeSampling Resistance, blows/ft
11 32
66/9"
C:\Users\Eduardo R Lemus\AppData\Local\Temp\borings_temp\tmpfile.bgs[NTSGEO.tpl] Figure A-5
Sheet 1 of 1
Item Number: 1.

Project: Pierson Blvd & N Indian Canyon
Dr
Project Location: APN 664-080-017, Desert
Hot Springs
Project Number: 22293
Log of Boring B-5
Date(s)

Drilled 7/1/2022
Drilling

Method Hollow Stem Auger
Drill Rig

Type CME 75
Groundwater Level

and Date Measured Not Encountered
Borehole

Backfill Backfilled with native
Logged By ERL
Drill Bit

Size/Type 8"
Drilling

Contractor One Way Drilling
Sampling

Method(s) Modified California, SPT
Location APN 664-080-017, Desert Hot Springs
Checked By NS
Total Depth

of Borehole 8 feet
Approximate

Surface Elevation N/A
Hammer

Data 140-lb autohammer
Material Type
SP
SP
Graphic LogWater Content, %

REMARKS AND OTHER TESTS
1 Dry Unit Weight, pcf
115

MATERIAL DESCRIPTION
ALLUVIUM (Qal):

SAND

fine to coarse grained sand, some gravel, dry, medium
dense, light grey to brown
dry, medium dense
Total Depth = 8 feet

Refusal at 8 feet

Groundwater not encountered

Backfilled with native
Depth (feet) 0
5 10
15 20
25 30
Sample TypeSampling Resistance, blows/ft
23 19
C:\Users\Eduardo R Lemus\AppData\Local\Temp\borings_temp\tmpfile.bgs[NTSGEO.tpl] Figure A-6
Sheet 1 of 1
Item Number: 1.

APPENDIX B
Geotechnical Laboratory Testing
Item Number: 1.

NTS Project No. 22293 Page 1
Appendix B
Geotechnical Laboratory Testing
Laboratory Moisture Content and Density Tests
The moisture content and dry densities of selected driven samples obtained from the exploratory boring was evaluated in general accordance with the latest version of ASTM D 2937. The test results are presented on the log of the exploratory boring in Appendix A.

Wash Sieve
The amount of fines passing the No. 200 sieve was evaluated by the wash sieve. The test procedure was in general accordance with ASTM D 1140. The results are attached to his Appendix B.

Corrosion Suite
The corrosion potential of typical on-site materials under long-term contact with both metal and concrete was determined by chemical and electrical resistance tests. The soluble sulfate test for potential concrete corrosion was performed in general accordance with California Test Method 417, the minimum resistivity test for potential metal corrosion was performed in general accordance with California Test Method 643, and the concentration of soluble chlorides was determined in general accordance with California Test Method 422. The test results are attached to this Appendix B.

Direct Shear Tests
Direct shear tests were performed on selected remolded and relatively undisturbed soil samples in general accordance with ASTM D 3080 to evaluate the shear strength characteristics of the materials. The samples were inundated during shearing to represent adverse field conditions. Direct shear test results are attached to this Appendix B.

One Dimensional Swell/Collapse of Soil
One Dimensional Swell/Collapse of Soil test was performed to measure magnitude of one-dimensional wetting-induced swell or collapse of unsaturated soils. Vertical pressure of 800 and 1600 psf is applied to the sample then the sample is soaked in distilled water. Deformation was recorded after 24 hours. The results are attached to this Appendix B.

Item Number: 1.

July 13, 2022 Page 2
Project 22293

PROJECT
ADDRESS: Pierson Blvd & N Indian Canyon Dr
LABORATORY RECAPITULATION 1
Explorations Depth
(ft) Material Dry Density (p.c.f.) Moisture Content (%) B-1 10.0 Qal 112 1

20.0 Qal 130 1
B-2 5.0 Qal 126 1

25.0 Qal 125 3
B-3 2.5 Qal 123 4

10.0 Qal 126 2
B-4 5.0 Qal 123 2
B-5 2.5 Qal 115 1
LABORATORY RECAPITULATION 2
Explorations Depth
(ft) pH As-Is Soil Resistivity (ohm-cm)
Minimum Soil
Resistivity
(ohm-cm)
Chloride
(ppm)
Sulfate
(ppm)
B-1 5.0 9.00 140,000 6,700 30 30
Item Number: 1.

July 13, 2022 Page 3
Project 22293
Item Number: 1.

July 13, 2022 Page 4
Project 22293
Item Number: 1.

July 13, 2022 Page 5
Project 22293
Item Number: 1.

July 13, 2022 Page 6
Project 22293
Item Number: 1.

July 13, 2022 Page 7
Project 22293
Item Number: 1.

July 13, 2022 Page 8
Project 22293
Item Number: 1.

APPENDIX C
Infiltration Testing Results
Item Number: 1.

°F

8.00 inches radius= 4 inches
(min) (min) (ft) (ft) (in) (in) (in) (in) (in/hour)
1 10:25 10:35 10.0 60.0 3.75 4.17 15.00 9.96 5.04 12.48 4.18 2 10:35 10:45 10.0 70.0 4.17 4.42 9.96 6.96 3.00 8.46 3.44 3 10:45 10:55 10.0 80.0 4.42 4.58 6.96 5.04 1.92 6.00 2.88 4 10:55 11:05 10.0 90.0 4.58 4.71 5.04 3.48 1.56 4.26 2.99 5 11:05 11:15 10.0 100.0 4.71 4.79 3.48 2.52 0.96 3.00 2.30 6 11:15 11:25 10.0 110.0 4.79 4.83 2.52 2.04 0.48 2.28 1.35 2 2.21

1.11 Factor
Category
Assigned
Weight
(w)
Factor
Value (v)
Product
(p) = w x
v
Concern
Level
Factor
Value (v)

0.25 3 0.75 Low 1

0.25 1 0.25 Medium 2

0.25 1 0.25 High 3

0.25 1 0.25

1.5 *Factor of safety should not be less than 2. Additional factor of safety in accordance with Table D-7 of the South Orange Falling Head Borehole Infiltration Test
Project Name: Pierson Blvd & N Indian Canyon Dr, Desert Ho Date: 7/1/2022 Project Number: 22293 Tested By: ERL
Test Hole Number: P-1 USCS Soil Classification: SM
Total Depth : 5.00 feet Water Temperature: N/A
Test Hole Diameter:

Trial Start
Time End Time
∆T Total
Time
Initial
Depth of
Water
Final
Depth of
Water
Depth to groundwater
H0 Hf ∆H Havg
Unfactor
ed
Percolati
Geotechnical Factor of Safety (SA):

County Technical Guidance Document should be applied by the project civil engineer.

SAFETY FACTOR*:

UNFACTORED INFILTRATION RATE (IN/HR):

FACTORED INFILTRATION RATE (IN/HR):

Factor Description
Suitability
Assessmen
t
Soil assessment methods
Predominant soil texture
Site soil variablity
NTS Project No. 22293 Page 1
Item Number: 1.

°F

8.00 inches radius= 4 inches
(min) (min) (ft) (ft) (in) (in) (in) (in) (in/hour)
1 12:00 12:10 10.0 60.0 4.50 5.33 66.00 56.04 9.96 61.02 1.90 2 12:10 12:20 10.0 70.0 5.33 6.16 56.04 46.08 9.96 51.06 2.25 3 12:20 12:30 10.0 80.0 6.16 6.83 46.08 38.04 8.04 42.06 2.19 4 12:30 12:40 10.0 90.0 6.83 7.38 38.04 31.44 6.60 34.74 2.16 5 12:40 12:50 10.0 100.0 7.38 7.79 31.44 26.52 4.92 28.98 1.91 6 12:50 1:00 10.0 110.0 7.79 8.08 26.52 23.04 3.48 24.78 1.56 2 1.87

0.94 Factor
Category
Assigned
Weight
(w)
Factor
Value (v)
Product
(p) = w x v
Concern
Level
Factor
Value (v)

0.25 3 0.75 Low 1

0.25 1 0.25 Medium 2

0.25 1 0.25 High 3

0.25 1 0.25

1.5 *Factor of safety should not be less than 2. Additional factor of safety in accordance with Table D-7 of the South Orange Falling Head Borehole Infiltration Test
Project Name: Pierson Blvd & N Indian Canyon Dr, Desert Hot Date: 7/1/2022 Project Number: 22293 Tested By: ERL
Test Hole Number: P-2 USCS Soil Classification: SP
Total Depth : 10.00 feet Water Temperature: N/A
Test Hole Diameter:

Trial Start
Time End Time
∆T Total
Time
Initial
Depth of
Water
Final
Depth of
Water
Depth to groundwater
H0 Hf ∆H Havg
Unfactored
Percolation
Rate
Geotechnical Factor of Safety (SA):

County Technical Guidance Document should be applied by the project civil engineer.

SAFETY FACTOR*:

UNFACTORED INFILTRATION RATE (IN/HR):

FACTORED INFILTRATION RATE (IN/HR):

Factor Description
Suitability
Assessmen
t
Soil assessment methods
Predominant soil texture
Site soil variablity
NTS Project No. 22293 Page 2
Item Number: 1.

°F

8.00 inches radius= 4 inches
(min) (min) (ft) (ft) (in) (in) (in) (in) (in/hour)
1 1:45 1:55 10.0 60.0 3.83 4.25 14.04 9.00 5.04 11.52 4.47 2 1:55 2:05 10.0 70.0 4.25 4.46 9.00 6.48 2.52 7.74 3.10 3 2:05 2:15 10.0 80.0 4.46 4.58 6.48 5.04 1.44 5.76 2.23 4 2:15 2:25 10.0 90.0 4.58 4.67 5.10 3.96 1.14 4.53 2.09 5 2:25 2:35 10.0 100.0 4.67 4.75 3.96 3.00 0.96 3.48 2.10 6 2:35 2:45 10.0 110.0 4.75 4.79 3.00 2.52 0.48 2.76 1.21 2 1.80

0.90 Factor
Category
Assigned
Weight
(w)
Factor
Value (v)
Product (p)
= w x v
Concern
Level
Factor Value
(v)

0.25 3 0.75 Low 1

0.25 1 0.25 Medium 2

0.25 1 0.25 High 3

0.25 1 0.25

1.5 *Factor of safety should not be less than 2. Additional factor of safety in accordance with Table D-7 of the South Orange Falling Head Borehole Infiltration Test
Project Name: Pierson Blvd & N Indian Canyon Dr, Desert H Date: 7/1/2022 Project Number: 22293 Tested By: ERL
Test Hole Number: P-3 USCS Soil Classification: SM
Total Depth : 5.00 feet Water Temperature: N/A
Test Hole Diameter:

Trial Start
Time End Time
∆T Total
Time
Initial
Depth of
Water
Final
Depth of
Water
Depth to groundwater
H0 Hf ∆H Havg
Unfactor
ed
Percolati
Geotechnical Factor of Safety (SA):

SAFETY FACTOR*:

UNFACTORED INFILTRATION RATE (IN/HR):

FACTORED INFILTRATION RATE (IN/HR):

Factor Description
Suitability
Assessmen
t
Soil assessment methods
Predominant soil texture
Site soil variablity
NTS Project No. 22293 Page 3
Item Number: 1.

Project location
Project location
Project location
Project location
Project location
Project location
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Item Number: 1.

Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2018 Version 9.0 Rational Hydrology Study Date: 09/21/22 File:138prerat.out ------------------------------------------------------------------------ Desert Hot Springs
Rational Method
Pre Development
10 yr
------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file
------------------------------------------------------------------------ Program License Serial Number 6481
------------------------------------------------------------------------ Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District 1978 hydrology manual
Storm event (year) = 10.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1)
For the [ Desert Hot Springs ] area used.
10 year storm 10 minute intensity = 2.940(In/Hr)
10 year storm 60 minute intensity = 1.040(In/Hr)
100 year storm 10 minute intensity = 4.520(In/Hr)
100 year storm 60 minute intensity = 1.600(In/Hr)
Storm event year = 10.0
Calculated rainfall intensity data:
1 hour intensity = 1.040(In/Hr)
Slope of intensity duration curve = 0.5800
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 693.440(Ft.)
Top (of initial area) elevation = 1193.000(Ft.)
Bottom (of initial area) elevation = 1175.630(Ft.)
Item Number: 1.

Difference in elevation = 17.370(Ft.)
Slope = 0.02505 s(percent)= 2.50
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 15.168 min.

Rainfall intensity = 2.309(In/Hr) for a 10.0 year storm UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.701
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 67.00
Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 6.439(CFS)
Total initial stream area = 3.980(Ac.)
Pervious area fraction = 1.000
End of computations, total study area = 3.98 (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 = 67.0
Item Number: 1.

Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2018 Version 9.0 Rational Hydrology Study Date: 09/21/22 File:138prerat.out ------------------------------------------------------------------------ Desert Hot Springs
Rational Method
Pre Development
100 yr
------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file
------------------------------------------------------------------------ Program License Serial Number 6481
------------------------------------------------------------------------ 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 [ Desert Hot Springs ] area used.
10 year storm 10 minute intensity = 2.940(In/Hr)
10 year storm 60 minute intensity = 1.040(In/Hr)
100 year storm 10 minute intensity = 4.520(In/Hr)
100 year storm 60 minute intensity = 1.600(In/Hr)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.600(In/Hr)
Slope of intensity duration curve = 0.5800
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 101.000 to Point/Station 102.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 693.440(Ft.)
Top (of initial area) elevation = 1193.000(Ft.)
Bottom (of initial area) elevation = 1175.630(Ft.)
Item Number: 1.

Difference in elevation = 17.370(Ft.)
Slope = 0.02505 s(percent)= 2.50
TC = k(0.530)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 15.168 min.

Rainfall intensity = 3.552(In/Hr) for a 100.0 year storm UNDEVELOPED (poor cover) subarea
Runoff Coefficient = 0.837
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 83.20
Pervious area fraction = 1.000; Impervious fraction = 0.000 Initial subarea runoff = 11.828(CFS)
Total initial stream area = 3.980(Ac.)
Pervious area fraction = 1.000
End of computations, total study area = 3.98 (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 = 67.0
Item Number: 1.

Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2018 Version 9.0 Rational Hydrology Study Date: 09/22/22
File:183postsplit.out
------------------------------------------------------------------------ Desert Hot Springs
Post Development
Rational Method
10 yr
------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file
------------------------------------------------------------------------ Program License Serial Number 6481
------------------------------------------------------------------------ Rational Method Hydrology Program based on
Riverside County Flood Control & Water Conservation District 1978 hydrology manual
Storm event (year) = 10.00 Antecedent Moisture Condition = 2 Standard intensity-duration curves data (Plate D-4.1)
For the [ Desert Hot Springs ] area used.
10 year storm 10 minute intensity = 2.940(In/Hr)
10 year storm 60 minute intensity = 1.040(In/Hr)
100 year storm 10 minute intensity = 4.520(In/Hr)
100 year storm 60 minute intensity = 1.600(In/Hr)
Storm event year = 10.0
Calculated rainfall intensity data:
1 hour intensity = 1.040(In/Hr)
Slope of intensity duration curve = 0.5800
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 202.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 328.280(Ft.)
Top (of initial area) elevation = 1185.550(Ft.)
Item Number: 1.

Bottom (of initial area) elevation = 1177.310(Ft.)
Difference in elevation = 8.240(Ft.)
Slope = 0.02510 s(percent)= 2.51
TC = k(0.300)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 6.363 min.

Rainfall intensity = 3.821(In/Hr) for a 10.0 year storm COMMERCIAL subarea type
Runoff Coefficient = 0.862
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 5.762(CFS)
Total initial stream area = 1.750(Ac.)
Pervious area fraction = 0.100
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 203.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1176.310(Ft.)
Downstream point/station elevation = 1174.880(Ft.)
Pipe length = 290.78(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 5.762(CFS)
Nearest computed pipe diameter = 18.00(In.)
Calculated individual pipe flow = 5.762(CFS)
Normal flow depth in pipe = 11.98(In.)
Flow top width inside pipe = 16.99(In.)
Critical Depth = 11.12(In.)
Pipe flow velocity = 4.61(Ft/s)
Travel time through pipe = 1.05 min.

Time of concentration (TC) = 7.41 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000 to Point/Station 206.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 1.750(Ac.)
Runoff from this stream = 5.762(CFS)
Time of concentration = 7.41 min.

Rainfall intensity = 3.497(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity
Item Number: 1.

No. (CFS) (min) (In/Hr)
1 5.762 7.41 3.497
Largest stream flow has longer time of concentration
Qp = 5.762 + sum of
Qp = 5.762
Total of 1 main streams to confluence:

Flow rates before confluence point:

5.762
Area of streams before confluence:

1.750
Results of confluence:

Total flow rate = 5.762(CFS)
Time of concentration = 7.414 min.

Effective stream area after confluence = 1.750(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 205.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 322.340(Ft.)
Top (of initial area) elevation = 1193.000(Ft.)
Bottom (of initial area) elevation = 1185.360(Ft.)
Difference in elevation = 7.640(Ft.)
Slope = 0.02370 s(percent)= 2.37
TC = k(0.300)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 6.390 min.

Rainfall intensity = 3.812(In/Hr) for a 10.0 year storm COMMERCIAL subarea type
Runoff Coefficient = 0.862
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 2) = 32.00
Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 7.325(CFS)
Total initial stream area = 2.230(Ac.)
Pervious area fraction = 0.100
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 205.000 to Point/Station 206.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Item Number: 1.

Upstream point/station elevation = 1184.360(Ft.)
Downstream point/station elevation = 1174.880(Ft.)
Pipe length = 167.66(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 7.325(CFS)
Nearest computed pipe diameter = 12.00(In.)
Calculated individual pipe flow = 7.325(CFS)
Normal flow depth in pipe = 8.61(In.)
Flow top width inside pipe = 10.80(In.)
Critical depth could not be calculated.

Pipe flow velocity = 12.14(Ft/s)
Travel time through pipe = 0.23 min.

Time of concentration (TC) = 6.62 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 206.000 to Point/Station 203.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 2.230(Ac.)
Runoff from this stream = 7.325(CFS)
Time of concentration = 6.62 min.

Rainfall intensity = 3.735(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 5.762 7.41 3.497
2 7.325 6.62 3.735
Largest stream flow has longer or shorter time of concentration Qp = 7.325 + sum of
Qa Tb/Ta

5.762 * 0.893 = 5.145
Qp = 12.470
Total of 2 main streams to confluence:

Flow rates before confluence point:

5.762 7.325
Area of streams before confluence:

1.750 2.230
Results of confluence:

Total flow rate = 12.470(CFS)
Time of concentration = 6.620 min.

Effective stream area after confluence = 3.980(Ac.)
End of computations, total study area = 3.98 (Ac.)
Item Number: 1.

The following figures may
be used for a unit hydrograph study of the same area.

Area averaged pervious area fraction(Ap) = 0.100
Area averaged RI index number = 32.0
Item Number: 1.

Riverside County Rational Hydrology Program
CIVILCADD/CIVILDESIGN Engineering Software,(c) 1989 - 2018 Version 9.0 Rational Hydrology Study Date: 09/22/22
File:183postsplit.out
------------------------------------------------------------------------ Desert Hot Springs
Post Development
Rational Method
100 yr
------------------------------------------------------------------------ ********* Hydrology Study Control Information ********** English (in-lb) Units used in input data file
------------------------------------------------------------------------ Program License Serial Number 6481
------------------------------------------------------------------------ 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 [ Desert Hot Springs ] area used.
10 year storm 10 minute intensity = 2.940(In/Hr)
10 year storm 60 minute intensity = 1.040(In/Hr)
100 year storm 10 minute intensity = 4.520(In/Hr)
100 year storm 60 minute intensity = 1.600(In/Hr)
Storm event year = 100.0
Calculated rainfall intensity data:
1 hour intensity = 1.600(In/Hr)
Slope of intensity duration curve = 0.5800
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 201.000 to Point/Station 202.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 328.280(Ft.)
Top (of initial area) elevation = 1185.550(Ft.)
Item Number: 1.

Bottom (of initial area) elevation = 1177.310(Ft.)
Difference in elevation = 8.240(Ft.)
Slope = 0.02510 s(percent)= 2.51
TC = k(0.300)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 6.363 min.

Rainfall intensity = 5.879(In/Hr) for a 100.0 year storm COMMERCIAL subarea type
Runoff Coefficient = 0.884
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 52.00
Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 9.099(CFS)
Total initial stream area = 1.750(Ac.)
Pervious area fraction = 0.100
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 202.000 to Point/Station 203.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Upstream point/station elevation = 1176.310(Ft.)
Downstream point/station elevation = 1174.880(Ft.)
Pipe length = 290.78(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 9.099(CFS)
Nearest computed pipe diameter = 21.00(In.)
Calculated individual pipe flow = 9.099(CFS)
Normal flow depth in pipe = 14.46(In.)
Flow top width inside pipe = 19.45(In.)
Critical Depth = 13.47(In.)
Pipe flow velocity = 5.15(Ft/s)
Travel time through pipe = 0.94 min.

Time of concentration (TC) = 7.30 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 203.000 to Point/Station 206.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 1
Stream flow area = 1.750(Ac.)
Runoff from this stream = 9.099(CFS)
Time of concentration = 7.30 min.

Rainfall intensity = 5.427(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity
Item Number: 1.

No. (CFS) (min) (In/Hr)
1 9.099 7.30 5.427
Largest stream flow has longer time of concentration
Qp = 9.099 + sum of
Qp = 9.099
Total of 1 main streams to confluence:

Flow rates before confluence point:

9.099
Area of streams before confluence:

1.750
Results of confluence:

Total flow rate = 9.099(CFS)
Time of concentration = 7.304 min.

Effective stream area after confluence = 1.750(Ac.)
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 204.000 to Point/Station 205.000 **** INITIAL AREA EVALUATION ****
______________________________________________________________________ Initial area flow distance = 322.340(Ft.)
Top (of initial area) elevation = 1193.000(Ft.)
Bottom (of initial area) elevation = 1185.360(Ft.)
Difference in elevation = 7.640(Ft.)
Slope = 0.02370 s(percent)= 2.37
TC = k(0.300)*[(length^3)/(elevation change)]^0.2
Initial area time of concentration = 6.390 min.

Rainfall intensity = 5.865(In/Hr) for a 100.0 year storm COMMERCIAL subarea type
Runoff Coefficient = 0.884
Decimal fraction soil group A = 1.000
Decimal fraction soil group B = 0.000
Decimal fraction soil group C = 0.000
Decimal fraction soil group D = 0.000
RI index for soil(AMC 3) = 52.00
Pervious area fraction = 0.100; Impervious fraction = 0.900 Initial subarea runoff = 11.567(CFS)
Total initial stream area = 2.230(Ac.)
Pervious area fraction = 0.100
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 205.000 to Point/Station 206.000 **** PIPEFLOW TRAVEL TIME (Program estimated size) **** ______________________________________________________________________ Item Number: 1.

Upstream point/station elevation = 1184.360(Ft.)
Downstream point/station elevation = 1174.880(Ft.)
Pipe length = 167.66(Ft.) Manning's N = 0.013
No. of pipes = 1 Required pipe flow = 11.567(CFS)
Nearest computed pipe diameter = 15.00(In.)
Calculated individual pipe flow = 11.567(CFS)
Normal flow depth in pipe = 9.71(In.)
Flow top width inside pipe = 14.33(In.)
Critical depth could not be calculated.

Pipe flow velocity = 13.75(Ft/s)
Travel time through pipe = 0.20 min.

Time of concentration (TC) = 6.59 min.
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ Process from Point/Station 206.000 to Point/Station 203.000 **** CONFLUENCE OF MAIN STREAMS ****
______________________________________________________________________ The following data inside Main Stream is listed:

In Main Stream number: 2
Stream flow area = 2.230(Ac.)
Runoff from this stream = 11.567(CFS)
Time of concentration = 6.59 min.

Rainfall intensity = 5.759(In/Hr)
Summary of stream data:

Stream Flow rate TC Rainfall Intensity
No. (CFS) (min) (In/Hr)
1 9.099 7.30 5.427
2 11.567 6.59 5.759
Largest stream flow has longer or shorter time of concentration Qp = 11.567 + sum of
Qa Tb/Ta

9.099 * 0.903 = 8.214
Qp = 19.781
Total of 2 main streams to confluence:

Flow rates before confluence point:

9.099 11.567
Area of streams before confluence:

1.750 2.230
Results of confluence:

Total flow rate = 19.781(CFS)
Time of concentration = 6.593 min.

Effective stream area after confluence = 3.980(Ac.)
End of computations, total study area = 3.98 (Ac.)
Item Number: 1.

The following figures may
be used for a unit hydrograph study of the same area.

Area averaged pervious area fraction(Ap) = 0.100
Area averaged RI index number = 32.0
Item Number: 1.

U n i t H y d r o g r a p h A n a l y s i s
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2018, Version 9.0 Study date 09/21/22 File: 183preuh12.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 6481
--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
--------------------------------------------------------------------- Desert Hot Springs
Pre Development Unit Hydrograph
2 yr
1 hr
-------------------------------------------------------------------- Drainage Area = 3.98(Ac.) = 0.006 Sq. Mi.

Drainage Area for Depth-Area Areal Adjustment = 3.98(Ac.) =

0.006 Sq. Mi.

Length along longest watercourse = 693.44(Ft.)
Length along longest watercourse measured to centroid = 353.17(Ft.) Length along longest watercourse = 0.131 Mi.

Length along longest watercourse measured to centroid = 0.067 Mi.

Difference in elevation = 17.37(Ft.)
Slope along watercourse = 132.2589 Ft./Mi.

Average Manning's 'N' = 0.030
Lag time = 0.047 Hr.

Lag time = 2.83 Min.
25% of lag time = 0.71 Min.
40% of lag time = 1.13 Min.

Unit time = 5.00 Min.

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

Item Number: 1.

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

3.98 0.47 1.87
100 YEAR Area rainfall data:

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

3.98 1.67 6.65
STORM EVENT (YEAR) = 2.00
Area Averaged 2-Year Rainfall = 0.471(In)
Area Averaged 100-Year Rainfall = 1.670(In)
Point rain (area averaged) = 0.471(In)
Areal adjustment factor = 100.00 %
Adjusted average point rain = 0.471(In)
Sub-Area Data:

Area(Ac.) Runoff Index Impervious %

3.980 67.00 0.000
Total Area Entered = 3.98(Ac.)
RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F
AMC2 AMC-1 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)

67.0 47.4 0.597 0.000 0.597 1.000 0.597
Sum (F) = 0.597
Area averaged mean soil loss (F) (In/Hr) = 0.597
Minimum soil loss rate ((In/Hr)) = 0.299
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.900
--------------------------------------------------------------------- Slope of intensity-duration curve for a 1 hour storm =0.5800 ---------------------------------------------------------------------- U n i t H y d r o g r a p h
DESERT S-Curve
-------------------------------------------------------------------- Unit Hydrograph Data
--------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS)
--------------------------------------------------------------------- 1 0.083 176.987 37.763 1.515
2 0.167 353.974 47.173 1.892
3 0.250 530.961 10.173 0.408
4 0.333 707.948 3.442 0.138
5 0.417 884.935 1.449 0.058
Sum = 100.000 Sum= 4.011
Item Number: 1.

----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr)
1 0.08 3.60 0.203 ( 0.597) 0.183 0.020
2 0.17 4.20 0.237 ( 0.597) 0.214 0.024
3 0.25 4.40 0.249 ( 0.597) 0.224 0.025
4 0.33 4.60 0.260 ( 0.597) 0.234 0.026
5 0.42 5.00 0.283 ( 0.597) 0.254 0.028
6 0.50 5.60 0.317 ( 0.597) 0.285 0.032
7 0.58 6.40 0.362 ( 0.597) 0.326 0.036
8 0.67 8.10 0.458 ( 0.597) 0.412 0.046
9 0.75 13.10 0.740 0.597 ( 0.666) 0.143
10 0.83 34.50 1.950 0.597 ( 1.755) 1.352
11 0.92 6.70 0.379 ( 0.597) 0.341 0.038
12 1.00 3.80 0.215 ( 0.597) 0.193 0.021
(Loss Rate Not Used)
Sum = 100.0 Sum = 1.8
Flood volume = Effective rainfall 0.15(In)
times area 4.0(Ac.)/[(In)/(Ft.)] = 0.0(Ac.Ft)
Total soil loss = 0.32(In)
Total soil loss = 0.107(Ac.Ft)
Total rainfall = 0.47(In)
Flood volume = 2156.8 Cubic Feet
Total soil loss = 4647.7 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 2.684(CFS)
-------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 1 - H O U R S T O R M
R u n o f f H y d r o g r a p h
-------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS))
-------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0
----------------------------------------------------------------------- 0+ 5 0.0002 0.03 Q | | | |
0+10 0.0007 0.07 Q | | | |
0+15 0.0014 0.09 QV | | | |
0+20 0.0020 0.10 QV | | | |
0+25 0.0028 0.11 Q V | | | |
0+30 0.0036 0.12 Q V | | | |
0+35 0.0045 0.13 Q V | | | |
0+40 0.0056 0.16 Q V | | | |
0+45 0.0078 0.32 |Q V | | | |
Item Number: 1.

0+50 0.0239 2.35 | Q| V| | |
0+55 0.0424 2.68 | Q | | V |
1+ 0 0.0471 0.68 | Q | | | V |
1+ 5 0.0488 0.25 |Q | | | V|
1+10 0.0495 0.09 Q | | | V|
1+15 0.0495 0.01 Q | | | V|
1+20 0.0495 0.00 Q | | | V
----------------------------------------------------------------------- Item Number: 1.

U n i t H y d r o g r a p h A n a l y s i s
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2018, Version 9.0 Study date 09/21/22 File: 183preuh32.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 6481
--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
--------------------------------------------------------------------- Desert Hot Springs
Pre Development Unit Hydrograph
2 yr
3 hr
-------------------------------------------------------------------- Drainage Area = 3.98(Ac.) = 0.006 Sq. Mi.

Drainage Area for Depth-Area Areal Adjustment = 3.98(Ac.) =

0.006 Sq. Mi.

Length along longest watercourse = 693.44(Ft.)
Length along longest watercourse measured to centroid = 353.17(Ft.) Length along longest watercourse = 0.131 Mi.

Length along longest watercourse measured to centroid = 0.067 Mi.

Difference in elevation = 17.37(Ft.)
Slope along watercourse = 132.2589 Ft./Mi.

Average Manning's 'N' = 0.030
Lag time = 0.047 Hr.

Lag time = 2.83 Min.
25% of lag time = 0.71 Min.
40% of lag time = 1.13 Min.

Unit time = 5.00 Min.

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

Item Number: 1.

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

3.98 0.76 3.02
100 YEAR Area rainfall data:

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

3.98 2.50 9.95
STORM EVENT (YEAR) = 2.00
Area Averaged 2-Year Rainfall = 0.760(In)
Area Averaged 100-Year Rainfall = 2.500(In)
Point rain (area averaged) = 0.760(In)
Areal adjustment factor = 100.00 %
Adjusted average point rain = 0.760(In)
Sub-Area Data:

Area(Ac.) Runoff Index Impervious %

3.980 67.00 0.000
Total Area Entered = 3.98(Ac.)
RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F
AMC2 AMC-1 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)

67.0 47.4 0.597 0.000 0.597 1.000 0.597
Sum (F) = 0.597
Area averaged mean soil loss (F) (In/Hr) = 0.597
Minimum soil loss rate ((In/Hr)) = 0.299
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.900
--------------------------------------------------------------------- U n i t H y d r o g r a p h
DESERT S-Curve
-------------------------------------------------------------------- Unit Hydrograph Data
--------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS)
--------------------------------------------------------------------- 1 0.083 176.987 37.763 1.515
2 0.167 353.974 47.173 1.892
3 0.250 530.961 10.173 0.408
4 0.333 707.948 3.442 0.138
5 0.417 884.935 1.449 0.058
Sum = 100.000 Sum= 4.011
----------------------------------------------------------------------- Item Number: 1.

The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr)
1 0.08 1.30 0.119 ( 0.597) 0.107 0.012
2 0.17 1.30 0.119 ( 0.597) 0.107 0.012
3 0.25 1.10 0.100 ( 0.597) 0.090 0.010
4 0.33 1.50 0.137 ( 0.597) 0.123 0.014
5 0.42 1.50 0.137 ( 0.597) 0.123 0.014
6 0.50 1.80 0.164 ( 0.597) 0.148 0.016
7 0.58 1.50 0.137 ( 0.597) 0.123 0.014
8 0.67 1.80 0.164 ( 0.597) 0.148 0.016
9 0.75 1.80 0.164 ( 0.597) 0.148 0.016
10 0.83 1.50 0.137 ( 0.597) 0.123 0.014
11 0.92 1.60 0.146 ( 0.597) 0.131 0.015
12 1.00 1.80 0.164 ( 0.597) 0.148 0.016
13 1.08 2.20 0.201 ( 0.597) 0.181 0.020
14 1.17 2.20 0.201 ( 0.597) 0.181 0.020
15 1.25 2.20 0.201 ( 0.597) 0.181 0.020
16 1.33 2.00 0.182 ( 0.597) 0.164 0.018
17 1.42 2.60 0.237 ( 0.597) 0.213 0.024
18 1.50 2.70 0.246 ( 0.597) 0.222 0.025
19 1.58 2.40 0.219 ( 0.597) 0.197 0.022
20 1.67 2.70 0.246 ( 0.597) 0.222 0.025
21 1.75 3.30 0.301 ( 0.597) 0.271 0.030
22 1.83 3.10 0.283 ( 0.597) 0.254 0.028
23 1.92 2.90 0.264 ( 0.597) 0.238 0.026
24 2.00 3.00 0.274 ( 0.597) 0.246 0.027
25 2.08 3.10 0.283 ( 0.597) 0.254 0.028
26 2.17 4.20 0.383 ( 0.597) 0.345 0.038
27 2.25 5.00 0.456 ( 0.597) 0.410 0.046
28 2.33 3.50 0.319 ( 0.597) 0.287 0.032
29 2.42 6.80 0.620 ( 0.597) 0.558 0.062
30 2.50 7.30 0.666 0.597 ( 0.599) 0.068
31 2.58 8.20 0.748 0.597 ( 0.673) 0.150
32 2.67 5.90 0.538 ( 0.597) 0.484 0.054
33 2.75 2.00 0.182 ( 0.597) 0.164 0.018
34 2.83 1.80 0.164 ( 0.597) 0.148 0.016
35 2.92 1.80 0.164 ( 0.597) 0.148 0.016
36 3.00 0.60 0.055 ( 0.597) 0.049 0.005
(Loss Rate Not Used)
Sum = 100.0 Sum = 1.0
Flood volume = Effective rainfall 0.08(In)
times area 4.0(Ac.)/[(In)/(Ft.)] = 0.0(Ac.Ft)
Total soil loss = 0.68(In)
Total soil loss = 0.225(Ac.Ft)
Total rainfall = 0.76(In)
Flood volume = 1191.0 Cubic Feet
Item Number: 1.

Total soil loss = 9788.8 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 0.404(CFS)
-------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 3 - H O U R S T O R M
R u n o f f H y d r o g r a p h
-------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS))
-------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0
----------------------------------------------------------------------- 0+ 5 0.0001 0.02 Q | | | |
0+10 0.0004 0.04 Q | | | |
0+15 0.0007 0.04 QV | | | |
0+20 0.0010 0.05 QV | | | |
0+25 0.0014 0.05 Q V | | | |
0+30 0.0018 0.06 Q V | | | |
0+35 0.0022 0.06 Q V | | | |
0+40 0.0026 0.06 Q V | | | |
0+45 0.0031 0.06 Q V | | | |
0+50 0.0035 0.06 Q V | | | |
0+55 0.0039 0.06 Q V | | | |
1+ 0 0.0043 0.06 Q V | | | |
1+ 5 0.0048 0.07 Q V | | | |
1+10 0.0053 0.08 Q V | | | |
1+15 0.0059 0.08 Q V | | | |
1+20 0.0064 0.08 Q V| | | |
1+25 0.0070 0.08 Q V | | |
1+30 0.0076 0.09 Q |V | | |
1+35 0.0083 0.09 Q | V | | |
1+40 0.0089 0.09 Q | V | | |
1+45 0.0096 0.11 Q | V | | |
1+50 0.0104 0.11 Q | V | | |
1+55 0.0112 0.11 Q | V | | |
2+ 0 0.0119 0.11 Q | V | | |
2+ 5 0.0127 0.11 Q | V | | |
2+10 0.0136 0.13 Q | V| | |
2+15 0.0147 0.16 Q | |V | |
2+20 0.0157 0.16 Q | | V | |
2+25 0.0170 0.18 Q | | V | |
2+30 0.0186 0.24 Q | | V | |
2+35 0.0213 0.39 |Q | | |V |
2+40 0.0241 0.40 |Q | | | V |
2+45 0.0255 0.20 Q | | | V |
2+50 0.0262 0.11 Q | | | V |
2+55 0.0268 0.08 Q | | | V|
3+ 0 0.0271 0.05 Q | | | V|
3+ 5 0.0273 0.02 Q | | | V|
Item Number: 1.

3+10 0.0273 0.01 Q | | | V|
3+15 0.0273 0.00 Q | | | V|
3+20 0.0273 0.00 Q | | | V
----------------------------------------------------------------------- Item Number: 1.

U n i t H y d r o g r a p h A n a l y s i s
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2018, Version 9.0 Study date 09/21/22 File: 183preuh62.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 6481
--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
--------------------------------------------------------------------- Desert Hot Springs
Pre Development Unit Hydrograph
2 yr
6 hr
-------------------------------------------------------------------- Drainage Area = 3.98(Ac.) = 0.006 Sq. Mi.

Drainage Area for Depth-Area Areal Adjustment = 3.98(Ac.) =

0.006 Sq. Mi.

Length along longest watercourse = 693.44(Ft.)
Length along longest watercourse measured to centroid = 353.17(Ft.) Length along longest watercourse = 0.131 Mi.

Length along longest watercourse measured to centroid = 0.067 Mi.

Difference in elevation = 17.37(Ft.)
Slope along watercourse = 132.2589 Ft./Mi.

Average Manning's 'N' = 0.030
Lag time = 0.047 Hr.

Lag time = 2.83 Min.
25% of lag time = 0.71 Min.
40% of lag time = 1.13 Min.

Unit time = 5.00 Min.

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

Item Number: 1.

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

3.98 0.99 3.95
100 YEAR Area rainfall data:

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

3.98 3.25 12.94
STORM EVENT (YEAR) = 2.00
Area Averaged 2-Year Rainfall = 0.993(In)
Area Averaged 100-Year Rainfall = 3.250(In)
Point rain (area averaged) = 0.993(In)
Areal adjustment factor = 100.00 %
Adjusted average point rain = 0.993(In)
Sub-Area Data:

Area(Ac.) Runoff Index Impervious %

3.980 67.00 0.000
Total Area Entered = 3.98(Ac.)
RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F
AMC2 AMC-1 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)

67.0 47.4 0.597 0.000 0.597 1.000 0.597
Sum (F) = 0.597
Area averaged mean soil loss (F) (In/Hr) = 0.597
Minimum soil loss rate ((In/Hr)) = 0.299
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.900
--------------------------------------------------------------------- U n i t H y d r o g r a p h
DESERT S-Curve
-------------------------------------------------------------------- Unit Hydrograph Data
--------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS)
--------------------------------------------------------------------- 1 0.083 176.987 37.763 1.515
2 0.167 353.974 47.173 1.892
3 0.250 530.961 10.173 0.408
4 0.333 707.948 3.442 0.138
5 0.417 884.935 1.449 0.058
Sum = 100.000 Sum= 4.011
----------------------------------------------------------------------- Item Number: 1.

The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr)
1 0.08 0.50 0.060 ( 0.597) 0.054 0.006
2 0.17 0.60 0.071 ( 0.597) 0.064 0.007
3 0.25 0.60 0.071 ( 0.597) 0.064 0.007
4 0.33 0.60 0.071 ( 0.597) 0.064 0.007
5 0.42 0.60 0.071 ( 0.597) 0.064 0.007
6 0.50 0.70 0.083 ( 0.597) 0.075 0.008
7 0.58 0.70 0.083 ( 0.597) 0.075 0.008
8 0.67 0.70 0.083 ( 0.597) 0.075 0.008
9 0.75 0.70 0.083 ( 0.597) 0.075 0.008
10 0.83 0.70 0.083 ( 0.597) 0.075 0.008
11 0.92 0.70 0.083 ( 0.597) 0.075 0.008
12 1.00 0.80 0.095 ( 0.597) 0.086 0.010
13 1.08 0.80 0.095 ( 0.597) 0.086 0.010
14 1.17 0.80 0.095 ( 0.597) 0.086 0.010
15 1.25 0.80 0.095 ( 0.597) 0.086 0.010
16 1.33 0.80 0.095 ( 0.597) 0.086 0.010
17 1.42 0.80 0.095 ( 0.597) 0.086 0.010
18 1.50 0.80 0.095 ( 0.597) 0.086 0.010
19 1.58 0.80 0.095 ( 0.597) 0.086 0.010
20 1.67 0.80 0.095 ( 0.597) 0.086 0.010
21 1.75 0.80 0.095 ( 0.597) 0.086 0.010
22 1.83 0.80 0.095 ( 0.597) 0.086 0.010
23 1.92 0.80 0.095 ( 0.597) 0.086 0.010
24 2.00 0.90 0.107 ( 0.597) 0.097 0.011
25 2.08 0.80 0.095 ( 0.597) 0.086 0.010
26 2.17 0.90 0.107 ( 0.597) 0.097 0.011
27 2.25 0.90 0.107 ( 0.597) 0.097 0.011
28 2.33 0.90 0.107 ( 0.597) 0.097 0.011
29 2.42 0.90 0.107 ( 0.597) 0.097 0.011
30 2.50 0.90 0.107 ( 0.597) 0.097 0.011
31 2.58 0.90 0.107 ( 0.597) 0.097 0.011
32 2.67 0.90 0.107 ( 0.597) 0.097 0.011
33 2.75 1.00 0.119 ( 0.597) 0.107 0.012
34 2.83 1.00 0.119 ( 0.597) 0.107 0.012
35 2.92 1.00 0.119 ( 0.597) 0.107 0.012
36 3.00 1.00 0.119 ( 0.597) 0.107 0.012
37 3.08 1.00 0.119 ( 0.597) 0.107 0.012
38 3.17 1.10 0.131 ( 0.597) 0.118 0.013
39 3.25 1.10 0.131 ( 0.597) 0.118 0.013
40 3.33 1.10 0.131 ( 0.597) 0.118 0.013
41 3.42 1.20 0.143 ( 0.597) 0.129 0.014
42 3.50 1.30 0.155 ( 0.597) 0.139 0.015
43 3.58 1.40 0.167 ( 0.597) 0.150 0.017
44 3.67 1.40 0.167 ( 0.597) 0.150 0.017
Item Number: 1.

45 3.75 1.50 0.179 ( 0.597) 0.161 0.018
46 3.83 1.50 0.179 ( 0.597) 0.161 0.018
47 3.92 1.60 0.191 ( 0.597) 0.172 0.019
48 4.00 1.60 0.191 ( 0.597) 0.172 0.019
49 4.08 1.70 0.203 ( 0.597) 0.182 0.020
50 4.17 1.80 0.214 ( 0.597) 0.193 0.021
51 4.25 1.90 0.226 ( 0.597) 0.204 0.023
52 4.33 2.00 0.238 ( 0.597) 0.214 0.024
53 4.42 2.10 0.250 ( 0.597) 0.225 0.025
54 4.50 2.10 0.250 ( 0.597) 0.225 0.025
55 4.58 2.20 0.262 ( 0.597) 0.236 0.026
56 4.67 2.30 0.274 ( 0.597) 0.247 0.027
57 4.75 2.40 0.286 ( 0.597) 0.257 0.029
58 4.83 2.40 0.286 ( 0.597) 0.257 0.029
59 4.92 2.50 0.298 ( 0.597) 0.268 0.030
60 5.00 2.60 0.310 ( 0.597) 0.279 0.031
61 5.08 3.10 0.369 ( 0.597) 0.332 0.037
62 5.17 3.60 0.429 ( 0.597) 0.386 0.043
63 5.25 3.90 0.465 ( 0.597) 0.418 0.046
64 5.33 4.20 0.500 ( 0.597) 0.450 0.050
65 5.42 4.70 0.560 ( 0.597) 0.504 0.056
66 5.50 5.60 0.667 0.597 ( 0.601) 0.070
67 5.58 1.90 0.226 ( 0.597) 0.204 0.023
68 5.67 0.90 0.107 ( 0.597) 0.097 0.011
69 5.75 0.60 0.071 ( 0.597) 0.064 0.007
70 5.83 0.50 0.060 ( 0.597) 0.054 0.006
71 5.92 0.30 0.036 ( 0.597) 0.032 0.004
72 6.00 0.20 0.024 ( 0.597) 0.021 0.002
(Loss Rate Not Used)
Sum = 100.0 Sum = 1.2
Flood volume = Effective rainfall 0.10(In)
times area 4.0(Ac.)/[(In)/(Ft.)] = 0.0(Ac.Ft)
Total soil loss = 0.89(In)
Total soil loss = 0.296(Ac.Ft)
Total rainfall = 0.99(In)
Flood volume = 1438.3 Cubic Feet
Total soil loss = 12907.8 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 0.241(CFS)
-------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 6 - H O U R S T O R M
R u n o f f H y d r o g r a p h
-------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS))
-------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0
----------------------------------------------------------------------- 0+ 5 0.0001 0.01 Q | | | |
Item Number: 1.

0+10 0.0002 0.02 Q | | | |
0+15 0.0004 0.03 Q | | | |
0+20 0.0006 0.03 Q | | | |
0+25 0.0008 0.03 Q | | | |
0+30 0.0010 0.03 QV | | | |
0+35 0.0012 0.03 QV | | | |
0+40 0.0015 0.03 QV | | | |
0+45 0.0017 0.03 Q V | | | |
0+50 0.0019 0.03 Q V | | | |
0+55 0.0021 0.03 Q V | | | |
1+ 0 0.0024 0.04 Q V | | | |
1+ 5 0.0026 0.04 Q V | | | |
1+10 0.0029 0.04 Q V | | | |
1+15 0.0032 0.04 Q V | | | |
1+20 0.0034 0.04 Q V | | | |
1+25 0.0037 0.04 Q V | | | |
1+30 0.0040 0.04 Q V | | | |
1+35 0.0042 0.04 Q V | | | |
1+40 0.0045 0.04 Q V | | | |
1+45 0.0048 0.04 Q V | | | |
1+50 0.0050 0.04 Q V | | | |
1+55 0.0053 0.04 Q V | | | |
2+ 0 0.0056 0.04 Q V | | | |
2+ 5 0.0058 0.04 Q V | | | |
2+10 0.0061 0.04 Q V | | | |
2+15 0.0064 0.04 Q V | | | |
2+20 0.0067 0.04 Q V | | | |
2+25 0.0070 0.04 Q V | | | |
2+30 0.0073 0.04 Q V | | | |
2+35 0.0076 0.04 Q V| | | |
2+40 0.0079 0.04 Q V| | | |
2+45 0.0082 0.04 Q V| | | |
2+50 0.0085 0.05 Q V | | |
2+55 0.0088 0.05 Q V | | |
3+ 0 0.0092 0.05 Q |V | | |
3+ 5 0.0095 0.05 Q |V | | |
3+10 0.0098 0.05 Q |V | | |
3+15 0.0102 0.05 Q | V | | |
3+20 0.0106 0.05 Q | V | | |
3+25 0.0109 0.05 Q | V | | |
3+30 0.0113 0.06 Q | V | | |
3+35 0.0118 0.06 Q | V | | |
3+40 0.0122 0.07 Q | V | | |
3+45 0.0127 0.07 Q | V | | |
3+50 0.0132 0.07 Q | V | | |
3+55 0.0137 0.07 Q | V | | |
4+ 0 0.0142 0.08 Q | V | | |
4+ 5 0.0148 0.08 Q | V | | |
4+10 0.0153 0.08 Q | V | | |
4+15 0.0159 0.09 Q | V| | |
Item Number: 1.

4+20 0.0166 0.09 Q | V | |
4+25 0.0172 0.10 Q | V | |
4+30 0.0179 0.10 Q | |V | |
4+35 0.0186 0.10 Q | | V | |
4+40 0.0193 0.11 Q | | V | |
4+45 0.0201 0.11 Q | | V | |
4+50 0.0209 0.11 Q | | V | |
4+55 0.0217 0.12 Q | | V | |
5+ 0 0.0225 0.12 Q | | V | |
5+ 5 0.0234 0.13 Q | | V | |
5+10 0.0245 0.15 Q | | V| |
5+15 0.0257 0.17 Q | | |V |
5+20 0.0270 0.19 Q | | | V |
5+25 0.0284 0.21 Q | | | V |
5+30 0.0300 0.24 Q | | | V |
5+35 0.0314 0.20 Q | | | V |
5+40 0.0321 0.10 Q | | | V |
5+45 0.0325 0.05 Q | | | V|
5+50 0.0327 0.03 Q | | | V|
5+55 0.0329 0.02 Q | | | V|
6+ 0 0.0330 0.01 Q | | | V|
6+ 5 0.0330 0.01 Q | | | V|
6+10 0.0330 0.00 Q | | | V|
6+15 0.0330 0.00 Q | | | V|
6+20 0.0330 0.00 Q | | | V|
----------------------------------------------------------------------- Item Number: 1.

U n i t H y d r o g r a p h A n a l y s i s
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2018, Version 9.0 Study date 09/21/22 File: 183preuh242.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 6481
--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
--------------------------------------------------------------------- Desert Hot Springs
Pre Development Unit Hydrograph
2 yr
24 hr
-------------------------------------------------------------------- Drainage Area = 3.98(Ac.) = 0.006 Sq. Mi.

Drainage Area for Depth-Area Areal Adjustment = 3.98(Ac.) =

0.006 Sq. Mi.

Length along longest watercourse = 693.44(Ft.)
Length along longest watercourse measured to centroid = 353.17(Ft.) Length along longest watercourse = 0.131 Mi.

Length along longest watercourse measured to centroid = 0.067 Mi.

Difference in elevation = 17.37(Ft.)
Slope along watercourse = 132.2589 Ft./Mi.

Average Manning's 'N' = 0.030
Lag time = 0.047 Hr.

Lag time = 2.83 Min.
25% of lag time = 0.71 Min.
40% of lag time = 1.13 Min.

Unit time = 5.00 Min.

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

Item Number: 1.

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

3.98 1.51 6.01
100 YEAR Area rainfall data:

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

3.98 5.39 21.45
STORM EVENT (YEAR) = 2.00
Area Averaged 2-Year Rainfall = 1.510(In)
Area Averaged 100-Year Rainfall = 5.390(In)
Point rain (area averaged) = 1.510(In)
Areal adjustment factor = 100.00 %
Adjusted average point rain = 1.510(In)
Sub-Area Data:

Area(Ac.) Runoff Index Impervious %

3.980 67.00 0.000
Total Area Entered = 3.98(Ac.)
RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F
AMC2 AMC-1 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)

67.0 47.4 0.597 0.000 0.597 1.000 0.597
Sum (F) = 0.597
Area averaged mean soil loss (F) (In/Hr) = 0.597
Minimum soil loss rate ((In/Hr)) = 0.299
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.900
--------------------------------------------------------------------- U n i t H y d r o g r a p h
DESERT S-Curve
-------------------------------------------------------------------- Unit Hydrograph Data
--------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS)
--------------------------------------------------------------------- 1 0.083 176.987 37.763 1.515
2 0.167 353.974 47.173 1.892
3 0.250 530.961 10.173 0.408
4 0.333 707.948 3.442 0.138
5 0.417 884.935 1.449 0.058
Sum = 100.000 Sum= 4.011
----------------------------------------------------------------------- Item Number: 1.

The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr)
1 0.08 0.07 0.012 ( 1.059) 0.011 0.001
2 0.17 0.07 0.012 ( 1.055) 0.011 0.001
3 0.25 0.07 0.012 ( 1.051) 0.011 0.001
4 0.33 0.10 0.018 ( 1.047) 0.016 0.002
5 0.42 0.10 0.018 ( 1.043) 0.016 0.002
6 0.50 0.10 0.018 ( 1.039) 0.016 0.002
7 0.58 0.10 0.018 ( 1.035) 0.016 0.002
8 0.67 0.10 0.018 ( 1.031) 0.016 0.002
9 0.75 0.10 0.018 ( 1.027) 0.016 0.002
10 0.83 0.13 0.024 ( 1.023) 0.022 0.002
11 0.92 0.13 0.024 ( 1.019) 0.022 0.002
12 1.00 0.13 0.024 ( 1.015) 0.022 0.002
13 1.08 0.10 0.018 ( 1.011) 0.016 0.002
14 1.17 0.10 0.018 ( 1.007) 0.016 0.002
15 1.25 0.10 0.018 ( 1.003) 0.016 0.002
16 1.33 0.10 0.018 ( 0.999) 0.016 0.002
17 1.42 0.10 0.018 ( 0.995) 0.016 0.002
18 1.50 0.10 0.018 ( 0.991) 0.016 0.002
19 1.58 0.10 0.018 ( 0.987) 0.016 0.002
20 1.67 0.10 0.018 ( 0.983) 0.016 0.002
21 1.75 0.10 0.018 ( 0.979) 0.016 0.002
22 1.83 0.13 0.024 ( 0.975) 0.022 0.002
23 1.92 0.13 0.024 ( 0.971) 0.022 0.002
24 2.00 0.13 0.024 ( 0.967) 0.022 0.002
25 2.08 0.13 0.024 ( 0.963) 0.022 0.002
26 2.17 0.13 0.024 ( 0.959) 0.022 0.002
27 2.25 0.13 0.024 ( 0.955) 0.022 0.002
28 2.33 0.13 0.024 ( 0.951) 0.022 0.002
29 2.42 0.13 0.024 ( 0.947) 0.022 0.002
30 2.50 0.13 0.024 ( 0.944) 0.022 0.002
31 2.58 0.17 0.030 ( 0.940) 0.027 0.003
32 2.67 0.17 0.030 ( 0.936) 0.027 0.003
33 2.75 0.17 0.030 ( 0.932) 0.027 0.003
34 2.83 0.17 0.030 ( 0.928) 0.027 0.003
35 2.92 0.17 0.030 ( 0.924) 0.027 0.003
36 3.00 0.17 0.030 ( 0.921) 0.027 0.003
37 3.08 0.17 0.030 ( 0.917) 0.027 0.003
38 3.17 0.17 0.030 ( 0.913) 0.027 0.003
39 3.25 0.17 0.030 ( 0.909) 0.027 0.003
40 3.33 0.17 0.030 ( 0.905) 0.027 0.003
41 3.42 0.17 0.030 ( 0.902) 0.027 0.003
42 3.50 0.17 0.030 ( 0.898) 0.027 0.003
43 3.58 0.17 0.030 ( 0.894) 0.027 0.003
44 3.67 0.17 0.030 ( 0.890) 0.027 0.003
Item Number: 1.

45 3.75 0.17 0.030 ( 0.887) 0.027 0.003
46 3.83 0.20 0.036 ( 0.883) 0.033 0.004
47 3.92 0.20 0.036 ( 0.879) 0.033 0.004
48 4.00 0.20 0.036 ( 0.875) 0.033 0.004
49 4.08 0.20 0.036 ( 0.872) 0.033 0.004
50 4.17 0.20 0.036 ( 0.868) 0.033 0.004
51 4.25 0.20 0.036 ( 0.864) 0.033 0.004
52 4.33 0.23 0.042 ( 0.861) 0.038 0.004
53 4.42 0.23 0.042 ( 0.857) 0.038 0.004
54 4.50 0.23 0.042 ( 0.853) 0.038 0.004
55 4.58 0.23 0.042 ( 0.850) 0.038 0.004
56 4.67 0.23 0.042 ( 0.846) 0.038 0.004
57 4.75 0.23 0.042 ( 0.842) 0.038 0.004
58 4.83 0.27 0.048 ( 0.839) 0.043 0.005
59 4.92 0.27 0.048 ( 0.835) 0.043 0.005
60 5.00 0.27 0.048 ( 0.831) 0.043 0.005
61 5.08 0.20 0.036 ( 0.828) 0.033 0.004
62 5.17 0.20 0.036 ( 0.824) 0.033 0.004
63 5.25 0.20 0.036 ( 0.821) 0.033 0.004
64 5.33 0.23 0.042 ( 0.817) 0.038 0.004
65 5.42 0.23 0.042 ( 0.813) 0.038 0.004
66 5.50 0.23 0.042 ( 0.810) 0.038 0.004
67 5.58 0.27 0.048 ( 0.806) 0.043 0.005
68 5.67 0.27 0.048 ( 0.803) 0.043 0.005
69 5.75 0.27 0.048 ( 0.799) 0.043 0.005
70 5.83 0.27 0.048 ( 0.796) 0.043 0.005
71 5.92 0.27 0.048 ( 0.792) 0.043 0.005
72 6.00 0.27 0.048 ( 0.789) 0.043 0.005
73 6.08 0.30 0.054 ( 0.785) 0.049 0.005
74 6.17 0.30 0.054 ( 0.782) 0.049 0.005
75 6.25 0.30 0.054 ( 0.778) 0.049 0.005
76 6.33 0.30 0.054 ( 0.775) 0.049 0.005
77 6.42 0.30 0.054 ( 0.771) 0.049 0.005
78 6.50 0.30 0.054 ( 0.768) 0.049 0.005
79 6.58 0.33 0.060 ( 0.764) 0.054 0.006
80 6.67 0.33 0.060 ( 0.761) 0.054 0.006
81 6.75 0.33 0.060 ( 0.757) 0.054 0.006
82 6.83 0.33 0.060 ( 0.754) 0.054 0.006
83 6.92 0.33 0.060 ( 0.751) 0.054 0.006
84 7.00 0.33 0.060 ( 0.747) 0.054 0.006
85 7.08 0.33 0.060 ( 0.744) 0.054 0.006
86 7.17 0.33 0.060 ( 0.740) 0.054 0.006
87 7.25 0.33 0.060 ( 0.737) 0.054 0.006
88 7.33 0.37 0.066 ( 0.734) 0.060 0.007
89 7.42 0.37 0.066 ( 0.730) 0.060 0.007
90 7.50 0.37 0.066 ( 0.727) 0.060 0.007
91 7.58 0.40 0.072 ( 0.724) 0.065 0.007
92 7.67 0.40 0.072 ( 0.720) 0.065 0.007
93 7.75 0.40 0.072 ( 0.717) 0.065 0.007
94 7.83 0.43 0.079 ( 0.714) 0.071 0.008
Item Number: 1.

95 7.92 0.43 0.079 ( 0.710) 0.071 0.008
96 8.00 0.43 0.079 ( 0.707) 0.071 0.008
97 8.08 0.50 0.091 ( 0.704) 0.082 0.009
98 8.17 0.50 0.091 ( 0.701) 0.082 0.009
99 8.25 0.50 0.091 ( 0.697) 0.082 0.009
100 8.33 0.50 0.091 ( 0.694) 0.082 0.009
101 8.42 0.50 0.091 ( 0.691) 0.082 0.009
102 8.50 0.50 0.091 ( 0.688) 0.082 0.009
103 8.58 0.53 0.097 ( 0.684) 0.087 0.010
104 8.67 0.53 0.097 ( 0.681) 0.087 0.010
105 8.75 0.53 0.097 ( 0.678) 0.087 0.010
106 8.83 0.57 0.103 ( 0.675) 0.092 0.010
107 8.92 0.57 0.103 ( 0.671) 0.092 0.010
108 9.00 0.57 0.103 ( 0.668) 0.092 0.010
109 9.08 0.63 0.115 ( 0.665) 0.103 0.011
110 9.17 0.63 0.115 ( 0.662) 0.103 0.011
111 9.25 0.63 0.115 ( 0.659) 0.103 0.011
112 9.33 0.67 0.121 ( 0.656) 0.109 0.012
113 9.42 0.67 0.121 ( 0.653) 0.109 0.012
114 9.50 0.67 0.121 ( 0.649) 0.109 0.012
115 9.58 0.70 0.127 ( 0.646) 0.114 0.013
116 9.67 0.70 0.127 ( 0.643) 0.114 0.013
117 9.75 0.70 0.127 ( 0.640) 0.114 0.013
118 9.83 0.73 0.133 ( 0.637) 0.120 0.013
119 9.92 0.73 0.133 ( 0.634) 0.120 0.013
120 10.00 0.73 0.133 ( 0.631) 0.120 0.013
121 10.08 0.50 0.091 ( 0.628) 0.082 0.009
122 10.17 0.50 0.091 ( 0.625) 0.082 0.009
123 10.25 0.50 0.091 ( 0.622) 0.082 0.009
124 10.33 0.50 0.091 ( 0.619) 0.082 0.009
125 10.42 0.50 0.091 ( 0.616) 0.082 0.009
126 10.50 0.50 0.091 ( 0.613) 0.082 0.009
127 10.58 0.67 0.121 ( 0.610) 0.109 0.012
128 10.67 0.67 0.121 ( 0.607) 0.109 0.012
129 10.75 0.67 0.121 ( 0.604) 0.109 0.012
130 10.83 0.67 0.121 ( 0.601) 0.109 0.012
131 10.92 0.67 0.121 ( 0.598) 0.109 0.012
132 11.00 0.67 0.121 ( 0.595) 0.109 0.012
133 11.08 0.63 0.115 ( 0.592) 0.103 0.011
134 11.17 0.63 0.115 ( 0.589) 0.103 0.011
135 11.25 0.63 0.115 ( 0.586) 0.103 0.011
136 11.33 0.63 0.115 ( 0.583) 0.103 0.011
137 11.42 0.63 0.115 ( 0.580) 0.103 0.011
138 11.50 0.63 0.115 ( 0.578) 0.103 0.011
139 11.58 0.57 0.103 ( 0.575) 0.092 0.010
140 11.67 0.57 0.103 ( 0.572) 0.092 0.010
141 11.75 0.57 0.103 ( 0.569) 0.092 0.010
142 11.83 0.60 0.109 ( 0.566) 0.098 0.011
143 11.92 0.60 0.109 ( 0.563) 0.098 0.011
144 12.00 0.60 0.109 ( 0.561) 0.098 0.011
Item Number: 1.

145 12.08 0.83 0.151 ( 0.558) 0.136 0.015
146 12.17 0.83 0.151 ( 0.555) 0.136 0.015
147 12.25 0.83 0.151 ( 0.552) 0.136 0.015
148 12.33 0.87 0.157 ( 0.549) 0.141 0.016
149 12.42 0.87 0.157 ( 0.547) 0.141 0.016
150 12.50 0.87 0.157 ( 0.544) 0.141 0.016
151 12.58 0.93 0.169 ( 0.541) 0.152 0.017
152 12.67 0.93 0.169 ( 0.538) 0.152 0.017
153 12.75 0.93 0.169 ( 0.536) 0.152 0.017
154 12.83 0.97 0.175 ( 0.533) 0.158 0.018
155 12.92 0.97 0.175 ( 0.530) 0.158 0.018
156 13.00 0.97 0.175 ( 0.528) 0.158 0.018
157 13.08 1.13 0.205 ( 0.525) 0.185 0.021
158 13.17 1.13 0.205 ( 0.522) 0.185 0.021
159 13.25 1.13 0.205 ( 0.520) 0.185 0.021
160 13.33 1.13 0.205 ( 0.517) 0.185 0.021
161 13.42 1.13 0.205 ( 0.514) 0.185 0.021
162 13.50 1.13 0.205 ( 0.512) 0.185 0.021
163 13.58 0.77 0.139 ( 0.509) 0.125 0.014
164 13.67 0.77 0.139 ( 0.507) 0.125 0.014
165 13.75 0.77 0.139 ( 0.504) 0.125 0.014
166 13.83 0.77 0.139 ( 0.501) 0.125 0.014
167 13.92 0.77 0.139 ( 0.499) 0.125 0.014
168 14.00 0.77 0.139 ( 0.496) 0.125 0.014
169 14.08 0.90 0.163 ( 0.494) 0.147 0.016
170 14.17 0.90 0.163 ( 0.491) 0.147 0.016
171 14.25 0.90 0.163 ( 0.489) 0.147 0.016
172 14.33 0.87 0.157 ( 0.486) 0.141 0.016
173 14.42 0.87 0.157 ( 0.484) 0.141 0.016
174 14.50 0.87 0.157 ( 0.481) 0.141 0.016
175 14.58 0.87 0.157 ( 0.479) 0.141 0.016
176 14.67 0.87 0.157 ( 0.476) 0.141 0.016
177 14.75 0.87 0.157 ( 0.474) 0.141 0.016
178 14.83 0.83 0.151 ( 0.471) 0.136 0.015
179 14.92 0.83 0.151 ( 0.469) 0.136 0.015
180 15.00 0.83 0.151 ( 0.467) 0.136 0.015
181 15.08 0.80 0.145 ( 0.464) 0.130 0.014
182 15.17 0.80 0.145 ( 0.462) 0.130 0.014
183 15.25 0.80 0.145 ( 0.460) 0.130 0.014
184 15.33 0.77 0.139 ( 0.457) 0.125 0.014
185 15.42 0.77 0.139 ( 0.455) 0.125 0.014
186 15.50 0.77 0.139 ( 0.452) 0.125 0.014
187 15.58 0.63 0.115 ( 0.450) 0.103 0.011
188 15.67 0.63 0.115 ( 0.448) 0.103 0.011
189 15.75 0.63 0.115 ( 0.446) 0.103 0.011
190 15.83 0.63 0.115 ( 0.443) 0.103 0.011
191 15.92 0.63 0.115 ( 0.441) 0.103 0.011
192 16.00 0.63 0.115 ( 0.439) 0.103 0.011
193 16.08 0.13 0.024 ( 0.437) 0.022 0.002
194 16.17 0.13 0.024 ( 0.434) 0.022 0.002
Item Number: 1.

195 16.25 0.13 0.024 ( 0.432) 0.022 0.002
196 16.33 0.13 0.024 ( 0.430) 0.022 0.002
197 16.42 0.13 0.024 ( 0.428) 0.022 0.002
198 16.50 0.13 0.024 ( 0.425) 0.022 0.002
199 16.58 0.10 0.018 ( 0.423) 0.016 0.002
200 16.67 0.10 0.018 ( 0.421) 0.016 0.002
201 16.75 0.10 0.018 ( 0.419) 0.016 0.002
202 16.83 0.10 0.018 ( 0.417) 0.016 0.002
203 16.92 0.10 0.018 ( 0.415) 0.016 0.002
204 17.00 0.10 0.018 ( 0.413) 0.016 0.002
205 17.08 0.17 0.030 ( 0.411) 0.027 0.003
206 17.17 0.17 0.030 ( 0.409) 0.027 0.003
207 17.25 0.17 0.030 ( 0.407) 0.027 0.003
208 17.33 0.17 0.030 ( 0.404) 0.027 0.003
209 17.42 0.17 0.030 ( 0.402) 0.027 0.003
210 17.50 0.17 0.030 ( 0.400) 0.027 0.003
211 17.58 0.17 0.030 ( 0.398) 0.027 0.003
212 17.67 0.17 0.030 ( 0.396) 0.027 0.003
213 17.75 0.17 0.030 ( 0.394) 0.027 0.003
214 17.83 0.13 0.024 ( 0.392) 0.022 0.002
215 17.92 0.13 0.024 ( 0.391) 0.022 0.002
216 18.00 0.13 0.024 ( 0.389) 0.022 0.002
217 18.08 0.13 0.024 ( 0.387) 0.022 0.002
218 18.17 0.13 0.024 ( 0.385) 0.022 0.002
219 18.25 0.13 0.024 ( 0.383) 0.022 0.002
220 18.33 0.13 0.024 ( 0.381) 0.022 0.002
221 18.42 0.13 0.024 ( 0.379) 0.022 0.002
222 18.50 0.13 0.024 ( 0.377) 0.022 0.002
223 18.58 0.10 0.018 ( 0.376) 0.016 0.002
224 18.67 0.10 0.018 ( 0.374) 0.016 0.002
225 18.75 0.10 0.018 ( 0.372) 0.016 0.002
226 18.83 0.07 0.012 ( 0.370) 0.011 0.001
227 18.92 0.07 0.012 ( 0.368) 0.011 0.001
228 19.00 0.07 0.012 ( 0.367) 0.011 0.001
229 19.08 0.10 0.018 ( 0.365) 0.016 0.002
230 19.17 0.10 0.018 ( 0.363) 0.016 0.002
231 19.25 0.10 0.018 ( 0.361) 0.016 0.002
232 19.33 0.13 0.024 ( 0.360) 0.022 0.002
233 19.42 0.13 0.024 ( 0.358) 0.022 0.002
234 19.50 0.13 0.024 ( 0.356) 0.022 0.002
235 19.58 0.10 0.018 ( 0.355) 0.016 0.002
236 19.67 0.10 0.018 ( 0.353) 0.016 0.002
237 19.75 0.10 0.018 ( 0.352) 0.016 0.002
238 19.83 0.07 0.012 ( 0.350) 0.011 0.001
239 19.92 0.07 0.012 ( 0.348) 0.011 0.001
240 20.00 0.07 0.012 ( 0.347) 0.011 0.001
241 20.08 0.10 0.018 ( 0.345) 0.016 0.002
242 20.17 0.10 0.018 ( 0.344) 0.016 0.002
243 20.25 0.10 0.018 ( 0.342) 0.016 0.002
244 20.33 0.10 0.018 ( 0.341) 0.016 0.002
Item Number: 1.

245 20.42 0.10 0.018 ( 0.339) 0.016 0.002
246 20.50 0.10 0.018 ( 0.338) 0.016 0.002
247 20.58 0.10 0.018 ( 0.337) 0.016 0.002
248 20.67 0.10 0.018 ( 0.335) 0.016 0.002
249 20.75 0.10 0.018 ( 0.334) 0.016 0.002
250 20.83 0.07 0.012 ( 0.332) 0.011 0.001
251 20.92 0.07 0.012 ( 0.331) 0.011 0.001
252 21.00 0.07 0.012 ( 0.330) 0.011 0.001
253 21.08 0.10 0.018 ( 0.328) 0.016 0.002
254 21.17 0.10 0.018 ( 0.327) 0.016 0.002
255 21.25 0.10 0.018 ( 0.326) 0.016 0.002
256 21.33 0.07 0.012 ( 0.325) 0.011 0.001
257 21.42 0.07 0.012 ( 0.323) 0.011 0.001
258 21.50 0.07 0.012 ( 0.322) 0.011 0.001
259 21.58 0.10 0.018 ( 0.321) 0.016 0.002
260 21.67 0.10 0.018 ( 0.320) 0.016 0.002
261 21.75 0.10 0.018 ( 0.319) 0.016 0.002
262 21.83 0.07 0.012 ( 0.318) 0.011 0.001
263 21.92 0.07 0.012 ( 0.317) 0.011 0.001
264 22.00 0.07 0.012 ( 0.315) 0.011 0.001
265 22.08 0.10 0.018 ( 0.314) 0.016 0.002
266 22.17 0.10 0.018 ( 0.313) 0.016 0.002
267 22.25 0.10 0.018 ( 0.312) 0.016 0.002
268 22.33 0.07 0.012 ( 0.311) 0.011 0.001
269 22.42 0.07 0.012 ( 0.310) 0.011 0.001
270 22.50 0.07 0.012 ( 0.310) 0.011 0.001
271 22.58 0.07 0.012 ( 0.309) 0.011 0.001
272 22.67 0.07 0.012 ( 0.308) 0.011 0.001
273 22.75 0.07 0.012 ( 0.307) 0.011 0.001
274 22.83 0.07 0.012 ( 0.306) 0.011 0.001
275 22.92 0.07 0.012 ( 0.305) 0.011 0.001
276 23.00 0.07 0.012 ( 0.305) 0.011 0.001
277 23.08 0.07 0.012 ( 0.304) 0.011 0.001
278 23.17 0.07 0.012 ( 0.303) 0.011 0.001
279 23.25 0.07 0.012 ( 0.303) 0.011 0.001
280 23.33 0.07 0.012 ( 0.302) 0.011 0.001
281 23.42 0.07 0.012 ( 0.301) 0.011 0.001
282 23.50 0.07 0.012 ( 0.301) 0.011 0.001
283 23.58 0.07 0.012 ( 0.300) 0.011 0.001
284 23.67 0.07 0.012 ( 0.300) 0.011 0.001
285 23.75 0.07 0.012 ( 0.300) 0.011 0.001
286 23.83 0.07 0.012 ( 0.299) 0.011 0.001
287 23.92 0.07 0.012 ( 0.299) 0.011 0.001
288 24.00 0.07 0.012 ( 0.299) 0.011 0.001
(Loss Rate Not Used)
Sum = 100.0 Sum = 1.8
Flood volume = Effective rainfall 0.15(In)
times area 4.0(Ac.)/[(In)/(Ft.)] = 0.1(Ac.Ft)
Total soil loss = 1.36(In)
Total soil loss = 0.451(Ac.Ft)
Item Number: 1.

Total rainfall = 1.51(In)
Flood volume = 2181.5 Cubic Feet
Total soil loss = 19633.9 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 0.082(CFS)
-------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M
R u n o f f H y d r o g r a p h
-------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS))
-------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0
----------------------------------------------------------------------- 0+ 5 0.0000 0.00 Q | | | |
0+10 0.0000 0.00 Q | | | |
0+15 0.0001 0.00 Q | | | |
0+20 0.0001 0.01 Q | | | |
0+25 0.0002 0.01 Q | | | |
0+30 0.0002 0.01 Q | | | |
0+35 0.0003 0.01 Q | | | |
0+40 0.0003 0.01 Q | | | |
0+45 0.0004 0.01 Q | | | |
0+50 0.0004 0.01 Q | | | |
0+55 0.0005 0.01 Q | | | |
1+ 0 0.0005 0.01 Q | | | |
1+ 5 0.0006 0.01 Q | | | |
1+10 0.0007 0.01 Q | | | |
1+15 0.0007 0.01 Q | | | |
1+20 0.0008 0.01 Q | | | |
1+25 0.0008 0.01 Q | | | |
1+30 0.0009 0.01 Q | | | |
1+35 0.0009 0.01 Q | | | |
1+40 0.0010 0.01 Q | | | |
1+45 0.0010 0.01 Q | | | |
1+50 0.0011 0.01 Q | | | |
1+55 0.0011 0.01 Q | | | |
2+ 0 0.0012 0.01 Q | | | |
2+ 5 0.0013 0.01 QV | | | |
2+10 0.0013 0.01 QV | | | |
2+15 0.0014 0.01 QV | | | |
2+20 0.0015 0.01 QV | | | |
2+25 0.0015 0.01 QV | | | |
2+30 0.0016 0.01 QV | | | |
2+35 0.0017 0.01 QV | | | |
2+40 0.0018 0.01 QV | | | |
2+45 0.0018 0.01 QV | | | |
2+50 0.0019 0.01 QV | | | |
2+55 0.0020 0.01 QV | | | |
Item Number: 1.

3+ 0 0.0021 0.01 QV | | | |
3+ 5 0.0022 0.01 QV | | | |
3+10 0.0023 0.01 QV | | | |
3+15 0.0023 0.01 QV | | | |
3+20 0.0024 0.01 QV | | | |
3+25 0.0025 0.01 QV | | | |
3+30 0.0026 0.01 Q V | | | |
3+35 0.0027 0.01 Q V | | | |
3+40 0.0028 0.01 Q V | | | |
3+45 0.0028 0.01 Q V | | | |
3+50 0.0029 0.01 Q V | | | |
3+55 0.0030 0.01 Q V | | | |
4+ 0 0.0031 0.01 Q V | | | |
4+ 5 0.0032 0.01 Q V | | | |
4+10 0.0033 0.01 Q V | | | |
4+15 0.0034 0.01 Q V | | | |
4+20 0.0035 0.02 Q V | | | |
4+25 0.0036 0.02 Q V | | | |
4+30 0.0038 0.02 Q V | | | |
4+35 0.0039 0.02 Q V | | | |
4+40 0.0040 0.02 Q V | | | |
4+45 0.0041 0.02 Q V | | | |
4+50 0.0042 0.02 Q V | | | |
4+55 0.0044 0.02 Q V | | | |
5+ 0 0.0045 0.02 Q V | | | |
5+ 5 0.0046 0.02 Q V | | | |
5+10 0.0047 0.02 Q V | | | |
5+15 0.0048 0.01 Q V | | | |
5+20 0.0049 0.02 Q V | | | |
5+25 0.0050 0.02 Q V | | | |
5+30 0.0052 0.02 Q V | | | |
5+35 0.0053 0.02 Q V | | | |
5+40 0.0054 0.02 Q V | | | |
5+45 0.0055 0.02 Q V | | | |
5+50 0.0057 0.02 Q V | | | |
5+55 0.0058 0.02 Q V | | | |
6+ 0 0.0059 0.02 Q V | | | |
6+ 5 0.0061 0.02 Q V | | | |
6+10 0.0062 0.02 Q V | | | |
6+15 0.0064 0.02 Q V | | | |
6+20 0.0065 0.02 Q V | | | |
6+25 0.0067 0.02 Q V | | | |
6+30 0.0068 0.02 Q V | | | |
6+35 0.0070 0.02 Q V | | | |
6+40 0.0072 0.02 Q V | | | |
6+45 0.0073 0.02 Q V | | | |
6+50 0.0075 0.02 Q V | | | |
6+55 0.0077 0.02 Q V | | | |
7+ 0 0.0078 0.02 Q V | | | |
7+ 5 0.0080 0.02 Q V | | | |
Item Number: 1.

7+10 0.0082 0.02 Q V | | | |
7+15 0.0083 0.02 Q V | | | |
7+20 0.0085 0.03 Q V | | | |
7+25 0.0087 0.03 Q V | | | |
7+30 0.0089 0.03 Q V | | | |
7+35 0.0091 0.03 Q V | | | |
7+40 0.0092 0.03 Q V | | | |
7+45 0.0094 0.03 Q V | | | |
7+50 0.0097 0.03 Q V | | | |
7+55 0.0099 0.03 Q V | | | |
8+ 0 0.0101 0.03 Q V | | | |
8+ 5 0.0103 0.03 Q V | | | |
8+10 0.0106 0.04 Q V | | | |
8+15 0.0108 0.04 Q V | | | |
8+20 0.0111 0.04 Q V | | | |
8+25 0.0113 0.04 Q V| | | |
8+30 0.0116 0.04 Q V| | | |
8+35 0.0118 0.04 Q V| | | |
8+40 0.0121 0.04 Q V| | | |
8+45 0.0123 0.04 Q V| | | |
8+50 0.0126 0.04 Q V | | |
8+55 0.0129 0.04 Q V | | |
9+ 0 0.0132 0.04 Q V | | |
9+ 5 0.0135 0.04 Q V | | |
9+10 0.0138 0.05 Q |V | | |
9+15 0.0141 0.05 Q |V | | |
9+20 0.0144 0.05 Q |V | | |
9+25 0.0148 0.05 Q |V | | |
9+30 0.0151 0.05 Q | V | | |
9+35 0.0154 0.05 Q | V | | |
9+40 0.0158 0.05 Q | V | | |
9+45 0.0161 0.05 Q | V | | |
9+50 0.0165 0.05 Q | V | | |
9+55 0.0169 0.05 Q | V | | |
10+ 0 0.0172 0.05 Q | V | | |
10+ 5 0.0175 0.05 Q | V | | |
10+10 0.0178 0.04 Q | V | | |
10+15 0.0181 0.04 Q | V | | |
10+20 0.0183 0.04 Q | V | | |
10+25 0.0186 0.04 Q | V | | |
10+30 0.0188 0.04 Q | V | | |
10+35 0.0191 0.04 Q | V | | |
10+40 0.0194 0.05 Q | V | | |
10+45 0.0198 0.05 Q | V | | |
10+50 0.0201 0.05 Q | V | | |
10+55 0.0204 0.05 Q | V | | |
11+ 0 0.0208 0.05 Q | V | | |
11+ 5 0.0211 0.05 Q | V | | |
11+10 0.0214 0.05 Q | V | | |
11+15 0.0217 0.05 Q | V | | |
Item Number: 1.

11+20 0.0220 0.05 Q | V | | |
11+25 0.0224 0.05 Q | V | | |
11+30 0.0227 0.05 Q | V | | |
11+35 0.0230 0.04 Q | V | | |
11+40 0.0233 0.04 Q | V | | |
11+45 0.0236 0.04 Q | V | | |
11+50 0.0238 0.04 Q | V| | |
11+55 0.0241 0.04 Q | V| | |
12+ 0 0.0244 0.04 Q | V| | |
12+ 5 0.0248 0.05 Q | V| | |
12+10 0.0252 0.06 Q | V | |
12+15 0.0256 0.06 Q | V | |
12+20 0.0260 0.06 Q | V | |
12+25 0.0264 0.06 Q | |V | |
12+30 0.0269 0.06 Q | |V | |
12+35 0.0273 0.06 Q | |V | |
12+40 0.0278 0.07 Q | | V | |
12+45 0.0283 0.07 Q | | V | |
12+50 0.0287 0.07 Q | | V | |
12+55 0.0292 0.07 Q | | V | |
13+ 0 0.0297 0.07 Q | | V | |
13+ 5 0.0302 0.07 Q | | V | |
13+10 0.0308 0.08 Q | | V | |
13+15 0.0313 0.08 Q | | V | |
13+20 0.0319 0.08 Q | | V | |
13+25 0.0325 0.08 Q | | V | |
13+30 0.0330 0.08 Q | | V | |
13+35 0.0335 0.07 Q | | V | |
13+40 0.0339 0.06 Q | | V | |
13+45 0.0343 0.06 Q | | V | |
13+50 0.0347 0.06 Q | | V | |
13+55 0.0351 0.06 Q | | V | |
14+ 0 0.0355 0.06 Q | | V | |
14+ 5 0.0359 0.06 Q | | V | |
14+10 0.0363 0.06 Q | | V| |
14+15 0.0368 0.06 Q | | V| |
14+20 0.0372 0.06 Q | | V| |
14+25 0.0377 0.06 Q | | V |
14+30 0.0381 0.06 Q | | V |
14+35 0.0385 0.06 Q | | V |
14+40 0.0390 0.06 Q | | |V |
14+45 0.0394 0.06 Q | | |V |
14+50 0.0398 0.06 Q | | |V |
14+55 0.0402 0.06 Q | | | V |
15+ 0 0.0407 0.06 Q | | | V |
15+ 5 0.0411 0.06 Q | | | V |
15+10 0.0415 0.06 Q | | | V |
15+15 0.0419 0.06 Q | | | V |
15+20 0.0423 0.06 Q | | | V |
15+25 0.0427 0.06 Q | | | V |
Item Number: 1.

15+30 0.0430 0.06 Q | | | V |
15+35 0.0434 0.05 Q | | | V |
15+40 0.0437 0.05 Q | | | V |
15+45 0.0441 0.05 Q | | | V |
15+50 0.0444 0.05 Q | | | V |
15+55 0.0447 0.05 Q | | | V |
16+ 0 0.0450 0.05 Q | | | V |
16+ 5 0.0452 0.03 Q | | | V |
16+10 0.0453 0.02 Q | | | V |
16+15 0.0454 0.01 Q | | | V |
16+20 0.0455 0.01 Q | | | V |
16+25 0.0456 0.01 Q | | | V |
16+30 0.0456 0.01 Q | | | V |
16+35 0.0457 0.01 Q | | | V |
16+40 0.0457 0.01 Q | | | V |
16+45 0.0458 0.01 Q | | | V |
16+50 0.0458 0.01 Q | | | V |
16+55 0.0459 0.01 Q | | | V |
17+ 0 0.0459 0.01 Q | | | V |
17+ 5 0.0460 0.01 Q | | | V |
17+10 0.0461 0.01 Q | | | V |
17+15 0.0462 0.01 Q | | | V |
17+20 0.0462 0.01 Q | | | V |
17+25 0.0463 0.01 Q | | | V |
17+30 0.0464 0.01 Q | | | V |
17+35 0.0465 0.01 Q | | | V |
17+40 0.0466 0.01 Q | | | V |
17+45 0.0467 0.01 Q | | | V |
17+50 0.0467 0.01 Q | | | V |
17+55 0.0468 0.01 Q | | | V |
18+ 0 0.0469 0.01 Q | | | V |
18+ 5 0.0469 0.01 Q | | | V |
18+10 0.0470 0.01 Q | | | V |
18+15 0.0471 0.01 Q | | | V |
18+20 0.0471 0.01 Q | | | V |
18+25 0.0472 0.01 Q | | | V |
18+30 0.0473 0.01 Q | | | V |
18+35 0.0473 0.01 Q | | | V |
18+40 0.0474 0.01 Q | | | V |
18+45 0.0474 0.01 Q | | | V |
18+50 0.0475 0.01 Q | | | V |
18+55 0.0475 0.01 Q | | | V |
19+ 0 0.0475 0.00 Q | | | V |
19+ 5 0.0476 0.01 Q | | | V |
19+10 0.0476 0.01 Q | | | V |
19+15 0.0477 0.01 Q | | | V |
19+20 0.0477 0.01 Q | | | V |
19+25 0.0478 0.01 Q | | | V |
19+30 0.0479 0.01 Q | | | V |
19+35 0.0479 0.01 Q | | | V |
Item Number: 1.

19+40 0.0480 0.01 Q | | | V |
19+45 0.0480 0.01 Q | | | V |
19+50 0.0481 0.01 Q | | | V |
19+55 0.0481 0.01 Q | | | V |
20+ 0 0.0482 0.00 Q | | | V |
20+ 5 0.0482 0.01 Q | | | V |
20+10 0.0482 0.01 Q | | | V |
20+15 0.0483 0.01 Q | | | V |
20+20 0.0483 0.01 Q | | | V |
20+25 0.0484 0.01 Q | | | V |
20+30 0.0484 0.01 Q | | | V |
20+35 0.0485 0.01 Q | | | V |
20+40 0.0485 0.01 Q | | | V |
20+45 0.0486 0.01 Q | | | V |
20+50 0.0486 0.01 Q | | | V |
20+55 0.0487 0.01 Q | | | V |
21+ 0 0.0487 0.00 Q | | | V |
21+ 5 0.0487 0.01 Q | | | V |
21+10 0.0488 0.01 Q | | | V |
21+15 0.0488 0.01 Q | | | V|
21+20 0.0489 0.01 Q | | | V|
21+25 0.0489 0.01 Q | | | V|
21+30 0.0490 0.00 Q | | | V|
21+35 0.0490 0.01 Q | | | V|
21+40 0.0490 0.01 Q | | | V|
21+45 0.0491 0.01 Q | | | V|
21+50 0.0491 0.01 Q | | | V|
21+55 0.0492 0.01 Q | | | V|
22+ 0 0.0492 0.00 Q | | | V|
22+ 5 0.0492 0.01 Q | | | V|
22+10 0.0493 0.01 Q | | | V|
22+15 0.0493 0.01 Q | | | V|
22+20 0.0494 0.01 Q | | | V|
22+25 0.0494 0.01 Q | | | V|
22+30 0.0495 0.00 Q | | | V|
22+35 0.0495 0.00 Q | | | V|
22+40 0.0495 0.00 Q | | | V|
22+45 0.0496 0.00 Q | | | V|
22+50 0.0496 0.00 Q | | | V|
22+55 0.0496 0.00 Q | | | V|
23+ 0 0.0497 0.00 Q | | | V|
23+ 5 0.0497 0.00 Q | | | V|
23+10 0.0497 0.00 Q | | | V|
23+15 0.0498 0.00 Q | | | V|
23+20 0.0498 0.00 Q | | | V|
23+25 0.0498 0.00 Q | | | V|
23+30 0.0499 0.00 Q | | | V|
23+35 0.0499 0.00 Q | | | V|
23+40 0.0499 0.00 Q | | | V|
23+45 0.0500 0.00 Q | | | V|
Item Number: 1.

23+50 0.0500 0.00 Q | | | V|
23+55 0.0500 0.00 Q | | | V|
24+ 0 0.0501 0.00 Q | | | V|
24+ 5 0.0501 0.00 Q | | | V|
24+10 0.0501 0.00 Q | | | V|
24+15 0.0501 0.00 Q | | | V|
24+20 0.0501 0.00 Q | | | V
----------------------------------------------------------------------- Item Number: 1.

U n i t H y d r o g r a p h A n a l y s i s
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2018, Version 9.0 Study date 09/21/22 File: 183preuh15.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 6481
--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
--------------------------------------------------------------------- Desert Hot Springs
Pre Development Unit Hydrograph
5 yr
1 hr
-------------------------------------------------------------------- Drainage Area = 3.98(Ac.) = 0.006 Sq. Mi.

Drainage Area for Depth-Area Areal Adjustment = 3.98(Ac.) =

0.006 Sq. Mi.

Length along longest watercourse = 693.44(Ft.)
Length along longest watercourse measured to centroid = 353.17(Ft.) Length along longest watercourse = 0.131 Mi.

Length along longest watercourse measured to centroid = 0.067 Mi.

Difference in elevation = 17.37(Ft.)
Slope along watercourse = 132.2589 Ft./Mi.

Average Manning's 'N' = 0.030
Lag time = 0.047 Hr.

Lag time = 2.83 Min.
25% of lag time = 0.71 Min.
40% of lag time = 1.13 Min.

Unit time = 5.00 Min.

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

Item Number: 1.

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

3.98 0.47 1.87
100 YEAR Area rainfall data:

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

3.98 1.67 6.65
STORM EVENT (YEAR) = 5.00
Area Averaged 2-Year Rainfall = 0.471(In)
Area Averaged 100-Year Rainfall = 1.670(In)
Point rain (area averaged) = 0.752(In)
Areal adjustment factor = 100.00 %
Adjusted average point rain = 0.752(In)
Sub-Area Data:

Area(Ac.) Runoff Index Impervious %

3.980 67.00 0.000
Total Area Entered = 3.98(Ac.)
RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F
AMC2 AMC-1 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)

67.0 47.4 0.597 0.000 0.597 1.000 0.597
Sum (F) = 0.597
Area averaged mean soil loss (F) (In/Hr) = 0.597
Minimum soil loss rate ((In/Hr)) = 0.299
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.900
--------------------------------------------------------------------- Slope of intensity-duration curve for a 1 hour storm =0.5800 ---------------------------------------------------------------------- U n i t H y d r o g r a p h
DESERT S-Curve
-------------------------------------------------------------------- Unit Hydrograph Data
--------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS)
--------------------------------------------------------------------- 1 0.083 176.987 37.763 1.515
2 0.167 353.974 47.173 1.892
3 0.250 530.961 10.173 0.408
4 0.333 707.948 3.442 0.138
5 0.417 884.935 1.449 0.058
Sum = 100.000 Sum= 4.011
Item Number: 1.

----------------------------------------------------------------------- The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr)
1 0.08 3.60 0.325 ( 0.597) 0.292 0.032
2 0.17 4.20 0.379 ( 0.597) 0.341 0.038
3 0.25 4.40 0.397 ( 0.597) 0.357 0.040
4 0.33 4.60 0.415 ( 0.597) 0.373 0.041
5 0.42 5.00 0.451 ( 0.597) 0.406 0.045
6 0.50 5.60 0.505 ( 0.597) 0.455 0.051
7 0.58 6.40 0.577 ( 0.597) 0.520 0.058
8 0.67 8.10 0.731 0.597 ( 0.658) 0.133
9 0.75 13.10 1.182 0.597 ( 1.064) 0.584
10 0.83 34.50 3.112 0.597 ( 2.801) 2.515
11 0.92 6.70 0.604 ( 0.597) 0.544 0.060
12 1.00 3.80 0.343 ( 0.597) 0.309 0.034
(Loss Rate Not Used)
Sum = 100.0 Sum = 3.6
Flood volume = Effective rainfall 0.30(In)
times area 4.0(Ac.)/[(In)/(Ft.)] = 0.1(Ac.Ft)
Total soil loss = 0.45(In)
Total soil loss = 0.149(Ac.Ft)
Total rainfall = 0.75(In)
Flood volume = 4373.1 Cubic Feet
Total soil loss = 6488.6 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 5.113(CFS)
-------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 1 - H O U R S T O R M
R u n o f f H y d r o g r a p h
-------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS))
-------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0
----------------------------------------------------------------------- 0+ 5 0.0003 0.05 Q | | | |
0+10 0.0012 0.12 Q | | | |
0+15 0.0022 0.15 Q | | | |
0+20 0.0032 0.16 QV | | | |
0+25 0.0044 0.17 QV | | | |
0+30 0.0057 0.19 Q V | | | |
0+35 0.0071 0.21 Q V | | | |
0+40 0.0095 0.34 |Q V | | | |
0+45 0.0176 1.17 | Q V | | | |
Item Number: 1.

0+50 0.0519 4.98 | | QV | |
0+55 0.0871 5.11 | | Q | V |
1+ 0 0.0959 1.28 | Q | | | V |
1+ 5 0.0992 0.47 |Q | | | V|
1+10 0.1003 0.17 Q | | | V|
1+15 0.1004 0.01 Q | | | V|
1+20 0.1004 0.00 Q | | | V|
----------------------------------------------------------------------- Item Number: 1.

U n i t H y d r o g r a p h A n a l y s i s
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2018, Version 9.0 Study date 09/21/22 File: 183preuh35.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 6481
--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
--------------------------------------------------------------------- Desert Hot Springs
Pre Development Unit Hydrograph
5 yr
3 hr
-------------------------------------------------------------------- Drainage Area = 3.98(Ac.) = 0.006 Sq. Mi.

Drainage Area for Depth-Area Areal Adjustment = 3.98(Ac.) =

0.006 Sq. Mi.

Length along longest watercourse = 693.44(Ft.)
Length along longest watercourse measured to centroid = 353.17(Ft.) Length along longest watercourse = 0.131 Mi.

Length along longest watercourse measured to centroid = 0.067 Mi.

Difference in elevation = 17.37(Ft.)
Slope along watercourse = 132.2589 Ft./Mi.

Average Manning's 'N' = 0.030
Lag time = 0.047 Hr.

Lag time = 2.83 Min.
25% of lag time = 0.71 Min.
40% of lag time = 1.13 Min.

Unit time = 5.00 Min.

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

Item Number: 1.

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

3.98 0.76 3.02
100 YEAR Area rainfall data:

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

3.98 2.50 9.95
STORM EVENT (YEAR) = 5.00
Area Averaged 2-Year Rainfall = 0.760(In)
Area Averaged 100-Year Rainfall = 2.500(In)
Point rain (area averaged) = 1.168(In)
Areal adjustment factor = 100.00 %
Adjusted average point rain = 1.168(In)
Sub-Area Data:

Area(Ac.) Runoff Index Impervious %

3.980 67.00 0.000
Total Area Entered = 3.98(Ac.)
RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F
AMC2 AMC-1 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)

67.0 47.4 0.597 0.000 0.597 1.000 0.597
Sum (F) = 0.597
Area averaged mean soil loss (F) (In/Hr) = 0.597
Minimum soil loss rate ((In/Hr)) = 0.299
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.900
--------------------------------------------------------------------- U n i t H y d r o g r a p h
DESERT S-Curve
-------------------------------------------------------------------- Unit Hydrograph Data
--------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS)
--------------------------------------------------------------------- 1 0.083 176.987 37.763 1.515
2 0.167 353.974 47.173 1.892
3 0.250 530.961 10.173 0.408
4 0.333 707.948 3.442 0.138
5 0.417 884.935 1.449 0.058
Sum = 100.000 Sum= 4.011
----------------------------------------------------------------------- Item Number: 1.

The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr)
1 0.08 1.30 0.182 ( 0.597) 0.164 0.018
2 0.17 1.30 0.182 ( 0.597) 0.164 0.018
3 0.25 1.10 0.154 ( 0.597) 0.139 0.015
4 0.33 1.50 0.210 ( 0.597) 0.189 0.021
5 0.42 1.50 0.210 ( 0.597) 0.189 0.021
6 0.50 1.80 0.252 ( 0.597) 0.227 0.025
7 0.58 1.50 0.210 ( 0.597) 0.189 0.021
8 0.67 1.80 0.252 ( 0.597) 0.227 0.025
9 0.75 1.80 0.252 ( 0.597) 0.227 0.025
10 0.83 1.50 0.210 ( 0.597) 0.189 0.021
11 0.92 1.60 0.224 ( 0.597) 0.202 0.022
12 1.00 1.80 0.252 ( 0.597) 0.227 0.025
13 1.08 2.20 0.308 ( 0.597) 0.277 0.031
14 1.17 2.20 0.308 ( 0.597) 0.277 0.031
15 1.25 2.20 0.308 ( 0.597) 0.277 0.031
16 1.33 2.00 0.280 ( 0.597) 0.252 0.028
17 1.42 2.60 0.364 ( 0.597) 0.328 0.036
18 1.50 2.70 0.378 ( 0.597) 0.340 0.038
19 1.58 2.40 0.336 ( 0.597) 0.303 0.034
20 1.67 2.70 0.378 ( 0.597) 0.340 0.038
21 1.75 3.30 0.462 ( 0.597) 0.416 0.046
22 1.83 3.10 0.434 ( 0.597) 0.391 0.043
23 1.92 2.90 0.406 ( 0.597) 0.366 0.041
24 2.00 3.00 0.420 ( 0.597) 0.378 0.042
25 2.08 3.10 0.434 ( 0.597) 0.391 0.043
26 2.17 4.20 0.588 ( 0.597) 0.530 0.059
27 2.25 5.00 0.701 0.597 ( 0.630) 0.103
28 2.33 3.50 0.490 ( 0.597) 0.441 0.049
29 2.42 6.80 0.953 0.597 ( 0.857) 0.355
30 2.50 7.30 1.023 0.597 ( 0.920) 0.425
31 2.58 8.20 1.149 0.597 ( 1.034) 0.551
32 2.67 5.90 0.827 0.597 ( 0.744) 0.229
33 2.75 2.00 0.280 ( 0.597) 0.252 0.028
34 2.83 1.80 0.252 ( 0.597) 0.227 0.025
35 2.92 1.80 0.252 ( 0.597) 0.227 0.025
36 3.00 0.60 0.084 ( 0.597) 0.076 0.008
(Loss Rate Not Used)
Sum = 100.0 Sum = 2.6
Flood volume = Effective rainfall 0.22(In)
times area 4.0(Ac.)/[(In)/(Ft.)] = 0.1(Ac.Ft)
Total soil loss = 0.95(In)
Total soil loss = 0.315(Ac.Ft)
Total rainfall = 1.17(In)
Flood volume = 3130.2 Cubic Feet
Item Number: 1.

Total soil loss = 13737.6 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 1.798(CFS)
-------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 3 - H O U R S T O R M
R u n o f f H y d r o g r a p h
-------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS))
-------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0
----------------------------------------------------------------------- 0+ 5 0.0002 0.03 Q | | | |
0+10 0.0006 0.06 Q | | | |
0+15 0.0011 0.07 Q | | | |
0+20 0.0016 0.07 Q | | | |
0+25 0.0021 0.08 QV | | | |
0+30 0.0027 0.09 QV | | | |
0+35 0.0034 0.09 QV | | | |
0+40 0.0040 0.09 Q V | | | |
0+45 0.0047 0.10 Q V | | | |
0+50 0.0053 0.09 Q V | | | |
0+55 0.0059 0.09 Q V | | | |
1+ 0 0.0066 0.09 Q V | | | |
1+ 5 0.0073 0.11 Q V | | | |
1+10 0.0082 0.12 Q V | | | |
1+15 0.0090 0.12 Q V | | | |
1+20 0.0098 0.12 Q V | | | |
1+25 0.0107 0.13 Q V | | | |
1+30 0.0117 0.14 Q V | | | |
1+35 0.0127 0.14 Q V | | | |
1+40 0.0137 0.14 Q V | | | |
1+45 0.0148 0.16 Q V | | | |
1+50 0.0160 0.18 Q V | | | |
1+55 0.0172 0.17 Q V| | | |
2+ 0 0.0183 0.17 Q V | | |
2+ 5 0.0195 0.17 Q V | | |
2+10 0.0208 0.20 Q |V | | |
2+15 0.0229 0.29 |Q | V | | |
2+20 0.0249 0.30 |Q | V | | |
2+25 0.0297 0.68 | Q | V | | |
2+30 0.0390 1.35 | Q | |V | |
2+35 0.0514 1.80 | Q | | V | |
2+40 0.0625 1.62 | Q | | | V |
2+45 0.0679 0.78 | Q | | | V |
2+50 0.0698 0.29 |Q | | | V |
2+55 0.0710 0.16 Q | | | V|
3+ 0 0.0716 0.09 Q | | | V|
3+ 5 0.0718 0.03 Q | | | V|
Item Number: 1.

3+10 0.0718 0.01 Q | | | V|
3+15 0.0719 0.00 Q | | | V|
3+20 0.0719 0.00 Q | | | V
----------------------------------------------------------------------- Item Number: 1.

U n i t H y d r o g r a p h A n a l y s i s
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2018, Version 9.0 Study date 09/21/22 File: 183preuh65.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 6481
--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
--------------------------------------------------------------------- Desert Hot Springs
Pre Development Unit Hydrograph
5 yr
6 hr
-------------------------------------------------------------------- Drainage Area = 3.98(Ac.) = 0.006 Sq. Mi.

Drainage Area for Depth-Area Areal Adjustment = 3.98(Ac.) =

0.006 Sq. Mi.

Length along longest watercourse = 693.44(Ft.)
Length along longest watercourse measured to centroid = 353.17(Ft.) Length along longest watercourse = 0.131 Mi.

Length along longest watercourse measured to centroid = 0.067 Mi.

Difference in elevation = 17.37(Ft.)
Slope along watercourse = 132.2589 Ft./Mi.

Average Manning's 'N' = 0.030
Lag time = 0.047 Hr.

Lag time = 2.83 Min.
25% of lag time = 0.71 Min.
40% of lag time = 1.13 Min.

Unit time = 5.00 Min.

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

Item Number: 1.

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

3.98 0.99 3.95
100 YEAR Area rainfall data:

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

3.98 3.25 12.94
STORM EVENT (YEAR) = 5.00
Area Averaged 2-Year Rainfall = 0.993(In)
Area Averaged 100-Year Rainfall = 3.250(In)
Point rain (area averaged) = 1.522(In)
Areal adjustment factor = 100.00 %
Adjusted average point rain = 1.522(In)
Sub-Area Data:

Area(Ac.) Runoff Index Impervious %

3.980 67.00 0.000
Total Area Entered = 3.98(Ac.)
RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F
AMC2 AMC-1 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)

67.0 47.4 0.597 0.000 0.597 1.000 0.597
Sum (F) = 0.597
Area averaged mean soil loss (F) (In/Hr) = 0.597
Minimum soil loss rate ((In/Hr)) = 0.299
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.900
--------------------------------------------------------------------- U n i t H y d r o g r a p h
DESERT S-Curve
-------------------------------------------------------------------- Unit Hydrograph Data
--------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS)
--------------------------------------------------------------------- 1 0.083 176.987 37.763 1.515
2 0.167 353.974 47.173 1.892
3 0.250 530.961 10.173 0.408
4 0.333 707.948 3.442 0.138
5 0.417 884.935 1.449 0.058
Sum = 100.000 Sum= 4.011
----------------------------------------------------------------------- Item Number: 1.

The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr)
1 0.08 0.50 0.091 ( 0.597) 0.082 0.009
2 0.17 0.60 0.110 ( 0.597) 0.099 0.011
3 0.25 0.60 0.110 ( 0.597) 0.099 0.011
4 0.33 0.60 0.110 ( 0.597) 0.099 0.011
5 0.42 0.60 0.110 ( 0.597) 0.099 0.011
6 0.50 0.70 0.128 ( 0.597) 0.115 0.013
7 0.58 0.70 0.128 ( 0.597) 0.115 0.013
8 0.67 0.70 0.128 ( 0.597) 0.115 0.013
9 0.75 0.70 0.128 ( 0.597) 0.115 0.013
10 0.83 0.70 0.128 ( 0.597) 0.115 0.013
11 0.92 0.70 0.128 ( 0.597) 0.115 0.013
12 1.00 0.80 0.146 ( 0.597) 0.131 0.015
13 1.08 0.80 0.146 ( 0.597) 0.131 0.015
14 1.17 0.80 0.146 ( 0.597) 0.131 0.015
15 1.25 0.80 0.146 ( 0.597) 0.131 0.015
16 1.33 0.80 0.146 ( 0.597) 0.131 0.015
17 1.42 0.80 0.146 ( 0.597) 0.131 0.015
18 1.50 0.80 0.146 ( 0.597) 0.131 0.015
19 1.58 0.80 0.146 ( 0.597) 0.131 0.015
20 1.67 0.80 0.146 ( 0.597) 0.131 0.015
21 1.75 0.80 0.146 ( 0.597) 0.131 0.015
22 1.83 0.80 0.146 ( 0.597) 0.131 0.015
23 1.92 0.80 0.146 ( 0.597) 0.131 0.015
24 2.00 0.90 0.164 ( 0.597) 0.148 0.016
25 2.08 0.80 0.146 ( 0.597) 0.131 0.015
26 2.17 0.90 0.164 ( 0.597) 0.148 0.016
27 2.25 0.90 0.164 ( 0.597) 0.148 0.016
28 2.33 0.90 0.164 ( 0.597) 0.148 0.016
29 2.42 0.90 0.164 ( 0.597) 0.148 0.016
30 2.50 0.90 0.164 ( 0.597) 0.148 0.016
31 2.58 0.90 0.164 ( 0.597) 0.148 0.016
32 2.67 0.90 0.164 ( 0.597) 0.148 0.016
33 2.75 1.00 0.183 ( 0.597) 0.164 0.018
34 2.83 1.00 0.183 ( 0.597) 0.164 0.018
35 2.92 1.00 0.183 ( 0.597) 0.164 0.018
36 3.00 1.00 0.183 ( 0.597) 0.164 0.018
37 3.08 1.00 0.183 ( 0.597) 0.164 0.018
38 3.17 1.10 0.201 ( 0.597) 0.181 0.020
39 3.25 1.10 0.201 ( 0.597) 0.181 0.020
40 3.33 1.10 0.201 ( 0.597) 0.181 0.020
41 3.42 1.20 0.219 ( 0.597) 0.197 0.022
42 3.50 1.30 0.237 ( 0.597) 0.214 0.024
43 3.58 1.40 0.256 ( 0.597) 0.230 0.026
44 3.67 1.40 0.256 ( 0.597) 0.230 0.026
Item Number: 1.

45 3.75 1.50 0.274 ( 0.597) 0.247 0.027
46 3.83 1.50 0.274 ( 0.597) 0.247 0.027
47 3.92 1.60 0.292 ( 0.597) 0.263 0.029
48 4.00 1.60 0.292 ( 0.597) 0.263 0.029
49 4.08 1.70 0.310 ( 0.597) 0.279 0.031
50 4.17 1.80 0.329 ( 0.597) 0.296 0.033
51 4.25 1.90 0.347 ( 0.597) 0.312 0.035
52 4.33 2.00 0.365 ( 0.597) 0.329 0.037
53 4.42 2.10 0.383 ( 0.597) 0.345 0.038
54 4.50 2.10 0.383 ( 0.597) 0.345 0.038
55 4.58 2.20 0.402 ( 0.597) 0.362 0.040
56 4.67 2.30 0.420 ( 0.597) 0.378 0.042
57 4.75 2.40 0.438 ( 0.597) 0.394 0.044
58 4.83 2.40 0.438 ( 0.597) 0.394 0.044
59 4.92 2.50 0.456 ( 0.597) 0.411 0.046
60 5.00 2.60 0.475 ( 0.597) 0.427 0.047
61 5.08 3.10 0.566 ( 0.597) 0.509 0.057
62 5.17 3.60 0.657 ( 0.597) 0.592 0.066
63 5.25 3.90 0.712 0.597 ( 0.641) 0.115
64 5.33 4.20 0.767 0.597 ( 0.690) 0.169
65 5.42 4.70 0.858 0.597 ( 0.772) 0.261
66 5.50 5.60 1.023 0.597 ( 0.920) 0.425
67 5.58 1.90 0.347 ( 0.597) 0.312 0.035
68 5.67 0.90 0.164 ( 0.597) 0.148 0.016
69 5.75 0.60 0.110 ( 0.597) 0.099 0.011
70 5.83 0.50 0.091 ( 0.597) 0.082 0.009
71 5.92 0.30 0.055 ( 0.597) 0.049 0.005
72 6.00 0.20 0.037 ( 0.597) 0.033 0.004
(Loss Rate Not Used)
Sum = 100.0 Sum = 2.5
Flood volume = Effective rainfall 0.20(In)
times area 4.0(Ac.)/[(In)/(Ft.)] = 0.1(Ac.Ft)
Total soil loss = 1.32(In)
Total soil loss = 0.437(Ac.Ft)
Total rainfall = 1.52(In)
Flood volume = 2961.5 Cubic Feet
Total soil loss = 19022.0 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 1.227(CFS)
-------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 6 - H O U R S T O R M
R u n o f f H y d r o g r a p h
-------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS))
-------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0
----------------------------------------------------------------------- 0+ 5 0.0001 0.01 Q | | | |
Item Number: 1.

0+10 0.0003 0.03 Q | | | |
0+15 0.0006 0.04 Q | | | |
0+20 0.0009 0.04 Q | | | |
0+25 0.0012 0.04 Q | | | |
0+30 0.0015 0.05 Q | | | |
0+35 0.0019 0.05 QV | | | |
0+40 0.0022 0.05 QV | | | |
0+45 0.0026 0.05 QV | | | |
0+50 0.0029 0.05 QV | | | |
0+55 0.0033 0.05 QV | | | |
1+ 0 0.0037 0.05 Q V | | | |
1+ 5 0.0041 0.06 Q V | | | |
1+10 0.0045 0.06 Q V | | | |
1+15 0.0049 0.06 Q V | | | |
1+20 0.0053 0.06 Q V | | | |
1+25 0.0057 0.06 Q V | | | |
1+30 0.0061 0.06 Q V | | | |
1+35 0.0065 0.06 Q V | | | |
1+40 0.0069 0.06 Q V | | | |
1+45 0.0073 0.06 Q V | | | |
1+50 0.0077 0.06 Q V | | | |
1+55 0.0081 0.06 Q V | | | |
2+ 0 0.0085 0.06 Q V | | | |
2+ 5 0.0089 0.06 Q V | | | |
2+10 0.0094 0.06 Q V | | | |
2+15 0.0098 0.07 Q V | | | |
2+20 0.0103 0.07 Q V | | | |
2+25 0.0107 0.07 Q V | | | |
2+30 0.0112 0.07 Q V | | | |
2+35 0.0116 0.07 Q V | | | |
2+40 0.0121 0.07 Q V | | | |
2+45 0.0126 0.07 Q V | | | |
2+50 0.0131 0.07 Q V | | | |
2+55 0.0136 0.07 Q V | | | |
3+ 0 0.0141 0.07 Q V | | | |
3+ 5 0.0146 0.07 Q V | | | |
3+10 0.0151 0.08 Q V | | | |
3+15 0.0156 0.08 Q V| | | |
3+20 0.0162 0.08 Q V| | | |
3+25 0.0168 0.08 Q V| | | |
3+30 0.0174 0.09 Q V | | |
3+35 0.0180 0.10 Q V | | |
3+40 0.0187 0.10 Q |V | | |
3+45 0.0195 0.10 Q |V | | |
3+50 0.0202 0.11 Q |V | | |
3+55 0.0210 0.11 Q | V | | |
4+ 0 0.0218 0.12 Q | V | | |
4+ 5 0.0226 0.12 Q | V | | |
4+10 0.0235 0.13 Q | V | | |
4+15 0.0244 0.13 Q | V | | |
Item Number: 1.

4+20 0.0254 0.14 Q | V | | |
4+25 0.0264 0.15 Q | V | | |
4+30 0.0274 0.15 Q | V | | |
4+35 0.0285 0.16 Q | V | | |
4+40 0.0296 0.16 Q | V | | |
4+45 0.0308 0.17 Q | V | | |
4+50 0.0320 0.17 Q | V | | |
4+55 0.0332 0.18 Q | V| | |
5+ 0 0.0345 0.18 Q | V | |
5+ 5 0.0359 0.20 Q | |V | |
5+10 0.0375 0.24 Q | | V | |
5+15 0.0398 0.33 |Q | | V | |
5+20 0.0433 0.51 | Q | | V | |
5+25 0.0486 0.78 | Q | | V | |
5+30 0.0571 1.23 | Q | | | V |
5+35 0.0639 0.99 | Q | | | V |
5+40 0.0661 0.31 |Q | | | V |
5+45 0.0670 0.14 Q | | | V|
5+50 0.0675 0.07 Q | | | V|
5+55 0.0677 0.03 Q | | | V|
6+ 0 0.0679 0.02 Q | | | V|
6+ 5 0.0680 0.01 Q | | | V|
6+10 0.0680 0.00 Q | | | V|
6+15 0.0680 0.00 Q | | | V|
6+20 0.0680 0.00 Q | | | V|
----------------------------------------------------------------------- Item Number: 1.

U n i t H y d r o g r a p h A n a l y s i s
Copyright (c) CIVILCADD/CIVILDESIGN, 1989 - 2018, Version 9.0 Study date 09/21/22 File: 183preuh245.out
++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ ------------------------------------------------------------------------ Riverside County Synthetic Unit Hydrology Method
RCFC & WCD Manual date - April 1978
Program License Serial Number 6481
--------------------------------------------------------------------- English (in-lb) Input Units Used
English Rainfall Data (Inches) Input Values Used
English Units used in output format
--------------------------------------------------------------------- Desert Hot Springs
Pre Development Unit Hydrograph
5 yr
24 hr
-------------------------------------------------------------------- Drainage Area = 3.98(Ac.) = 0.006 Sq. Mi.

Drainage Area for Depth-Area Areal Adjustment = 3.98(Ac.) =

0.006 Sq. Mi.

Length along longest watercourse = 693.44(Ft.)
Length along longest watercourse measured to centroid = 353.17(Ft.) Length along longest watercourse = 0.131 Mi.

Length along longest watercourse measured to centroid = 0.067 Mi.

Difference in elevation = 17.37(Ft.)
Slope along watercourse = 132.2589 Ft./Mi.

Average Manning's 'N' = 0.030
Lag time = 0.047 Hr.

Lag time = 2.83 Min.
25% of lag time = 0.71 Min.
40% of lag time = 1.13 Min.

Unit time = 5.00 Min.

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

Item Number: 1.

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

3.98 1.51 6.01
100 YEAR Area rainfall data:

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

3.98 5.39 21.45
STORM EVENT (YEAR) = 5.00
Area Averaged 2-Year Rainfall = 1.510(In)
Area Averaged 100-Year Rainfall = 5.390(In)
Point rain (area averaged) = 2.419(In)
Areal adjustment factor = 100.00 %
Adjusted average point rain = 2.419(In)
Sub-Area Data:

Area(Ac.) Runoff Index Impervious %

3.980 67.00 0.000
Total Area Entered = 3.98(Ac.)
RI RI Infil. Rate Impervious Adj. Infil. Rate Area% F
AMC2 AMC-1 (In/Hr) (Dec.%) (In/Hr) (Dec.) (In/Hr)

67.0 47.4 0.597 0.000 0.597 1.000 0.597
Sum (F) = 0.597
Area averaged mean soil loss (F) (In/Hr) = 0.597
Minimum soil loss rate ((In/Hr)) = 0.299
(for 24 hour storm duration)
Soil low loss rate (decimal) = 0.900
--------------------------------------------------------------------- U n i t H y d r o g r a p h
DESERT S-Curve
-------------------------------------------------------------------- Unit Hydrograph Data
--------------------------------------------------------------------- Unit time period Time % of lag Distribution Unit Hydrograph (hrs) Graph % (CFS)
--------------------------------------------------------------------- 1 0.083 176.987 37.763 1.515
2 0.167 353.974 47.173 1.892
3 0.250 530.961 10.173 0.408
4 0.333 707.948 3.442 0.138
5 0.417 884.935 1.449 0.058
Sum = 100.000 Sum= 4.011
----------------------------------------------------------------------- Item Number: 1.

The following loss rate calculations reflect use of the minimum calculated loss rate subtracted from the Storm Rain to produce the maximum Effective Rain value Unit Time Pattern Storm Rain Loss rate(In./Hr) Effective (Hr.) Percent (In/Hr) Max | Low (In/Hr)
1 0.08 0.07 0.019 ( 1.059) 0.017 0.002
2 0.17 0.07 0.019 ( 1.055) 0.017 0.002
3 0.25 0.07 0.019 ( 1.051) 0.017 0.002
4 0.33 0.10 0.029 ( 1.047) 0.026 0.003
5 0.42 0.10 0.029 ( 1.043) 0.026 0.003
6 0.50 0.10 0.029 ( 1.039) 0.026 0.003
7 0.58 0.10 0.029 ( 1.035) 0.026 0.003
8 0.67 0.10 0.029 ( 1.031) 0.026 0.003
9 0.75 0.10 0.029 ( 1.027) 0.026 0.003
10 0.83 0.13 0.039 ( 1.023) 0.035 0.004
11 0.92 0.13 0.039 ( 1.019) 0.035 0.004
12 1.00 0.13 0.039 ( 1.015) 0.035 0.004
13 1.08 0.10 0.029 ( 1.011) 0.026 0.003
14 1.17 0.10 0.029 ( 1.007) 0.026 0.003
15 1.25 0.10 0.029 ( 1.003) 0.026 0.003
16 1.33 0.10 0.029 ( 0.999) 0.026 0.003
17 1.42 0.10 0.029 ( 0.995) 0.026 0.003
18 1.50 0.10 0.029 ( 0.991) 0.026 0.003
19 1.58 0.10 0.029 ( 0.987) 0.026 0.003
20 1.67 0.10 0.029 ( 0.983) 0.026 0.003
21 1.75 0.10 0.029 ( 0.979) 0.026 0.003
22 1.83 0.13 0.039 ( 0.975) 0.035 0.004
23 1.92 0.13 0.039 ( 0.971) 0.035 0.004
24 2.00 0.13 0.039 ( 0.967) 0.035 0.004
25 2.08 0.13 0.039 ( 0.963) 0.035 0.004
26 2.17 0.13 0.039 ( 0.959) 0.035 0.004
27 2.25 0.13 0.039 ( 0.955) 0.035 0.004
28 2.33 0.13 0.039 ( 0.951) 0.035 0.004
29 2.42 0.13 0.039 ( 0.947) 0.035 0.004
30 2.50 0.13 0.039 ( 0.944) 0.035 0.004
31 2.58 0.17 0.048 ( 0.940) 0.044 0.005
32 2.67 0.17 0.048 ( 0.936) 0.044 0.005
33 2.75 0.17 0.048 ( 0.932) 0.044 0.005
34 2.83 0.17 0.048 ( 0.928) 0.044 0.005
35 2.92 0.17 0.048 ( 0.924) 0.044 0.005
36 3.00 0.17 0.048 ( 0.921) 0.044 0.005
37 3.08 0.17 0.048 ( 0.917) 0.044 0.005
38 3.17 0.17 0.048 ( 0.913) 0.044 0.005
39 3.25 0.17 0.048 ( 0.909) 0.044 0.005
40 3.33 0.17 0.048 ( 0.905) 0.044 0.005
41 3.42 0.17 0.048 ( 0.902) 0.044 0.005
42 3.50 0.17 0.048 ( 0.898) 0.044 0.005
43 3.58 0.17 0.048 ( 0.894) 0.044 0.005
44 3.67 0.17 0.048 ( 0.890) 0.044 0.005
Item Number: 1.

45 3.75 0.17 0.048 ( 0.887) 0.044 0.005
46 3.83 0.20 0.058 ( 0.883) 0.052 0.006
47 3.92 0.20 0.058 ( 0.879) 0.052 0.006
48 4.00 0.20 0.058 ( 0.875) 0.052 0.006
49 4.08 0.20 0.058 ( 0.872) 0.052 0.006
50 4.17 0.20 0.058 ( 0.868) 0.052 0.006
51 4.25 0.20 0.058 ( 0.864) 0.052 0.006
52 4.33 0.23 0.068 ( 0.861) 0.061 0.007
53 4.42 0.23 0.068 ( 0.857) 0.061 0.007
54 4.50 0.23 0.068 ( 0.853) 0.061 0.007
55 4.58 0.23 0.068 ( 0.850) 0.061 0.007
56 4.67 0.23 0.068 ( 0.846) 0.061 0.007
57 4.75 0.23 0.068 ( 0.842) 0.061 0.007
58 4.83 0.27 0.077 ( 0.839) 0.070 0.008
59 4.92 0.27 0.077 ( 0.835) 0.070 0.008
60 5.00 0.27 0.077 ( 0.831) 0.070 0.008
61 5.08 0.20 0.058 ( 0.828) 0.052 0.006
62 5.17 0.20 0.058 ( 0.824) 0.052 0.006
63 5.25 0.20 0.058 ( 0.821) 0.052 0.006
64 5.33 0.23 0.068 ( 0.817) 0.061 0.007
65 5.42 0.23 0.068 ( 0.813) 0.061 0.007
66 5.50 0.23 0.068 ( 0.810) 0.061 0.007
67 5.58 0.27 0.077 ( 0.806) 0.070 0.008
68 5.67 0.27 0.077 ( 0.803) 0.070 0.008
69 5.75 0.27 0.077 ( 0.799) 0.070 0.008
70 5.83 0.27 0.077 ( 0.796) 0.070 0.008
71 5.92 0.27 0.077 ( 0.792) 0.070 0.008
72 6.00 0.27 0.077 ( 0.789) 0.070 0.008
73 6.08 0.30 0.087 ( 0.785) 0.078 0.009
74 6.17 0.30 0.087 ( 0.782) 0.078 0.009
75 6.25 0.30 0.087 ( 0.778) 0.078 0.009
76 6.33 0.30 0.087 ( 0.775) 0.078 0.009
77 6.42 0.30 0.087 ( 0.771) 0.078 0.009
78 6.50 0.30 0.087 ( 0.768) 0.078 0.009
79 6.58 0.33 0.097 ( 0.764) 0.087 0.010
80 6.67 0.33 0.097 ( 0.761) 0.087 0.010
81 6.75 0.33 0.097 ( 0.757) 0.087 0.010
82 6.83 0.33 0.097 ( 0.754) 0.087 0.010
83 6.92 0.33 0.097 ( 0.751) 0.087 0.010
84 7.00 0.33 0.097 ( 0.747) 0.087 0.010
85 7.08 0.33 0.097 ( 0.744) 0.087 0.010
86 7.17 0.33 0.097 ( 0.740) 0.087 0.010
87 7.25 0.33 0.097 ( 0.737) 0.087 0.010
88 7.33 0.37 0.106 ( 0.734) 0.096 0.011
89 7.42 0.37 0.106 ( 0.730) 0.096 0.011
90 7.50 0.37 0.106 ( 0.727) 0.096 0.011
91 7.58 0.40 0.116 ( 0.724) 0.104 0.012
92 7.67 0.40 0.116 ( 0.720) 0.104 0.012
93 7.75 0.40 0.116 ( 0.717) 0.104 0.012
94 7.83 0.43 0.126 ( 0.714) 0.113 0.013
Item Number: 1.

95 7.92 0.43 0.126 ( 0.710) 0.113 0.013
96 8.00 0.43 0.126 ( 0.707) 0.113 0.013
97 8.08 0.50 0.145 ( 0.704) 0.131 0.015
98 8.17 0.50 0.145 ( 0.701) 0.131 0.015
99 8.25 0.50 0.145 ( 0.697) 0.131 0.015
100 8.33 0.50 0.145 ( 0.694) 0.131 0.015
101 8.42 0.50 0.145 ( 0.691) 0.131 0.015
102 8.50 0.50 0.145 ( 0.688) 0.131 0.015
103 8.58 0.53 0.155 ( 0.684) 0.139 0.015
104 8.67 0.53 0.155 ( 0.681) 0.139 0.015
105 8.75 0.53 0.155 ( 0.678) 0.139 0.015
106 8.83 0.57 0.164 ( 0.675) 0.148 0.016
107 8.92 0.57 0.164 ( 0.671) 0.148 0.016
108 9.00 0.57 0.164 ( 0.668) 0.148 0.016
109 9.08 0.63 0.184 ( 0.665) 0.165 0.018
110 9.17 0.63 0.184 ( 0.662) 0.165 0.018
111 9.25 0.63 0.184 ( 0.659) 0.165 0.018
112 9.33 0.67 0.194 ( 0.656) 0.174 0.019
113 9.42 0.67 0.194 ( 0.653) 0.174 0.019
114 9.50 0.67 0.194 ( 0.649) 0.174 0.019
115 9.58 0.70 0.203 ( 0.646) 0.183 0.020
116 9.67 0.70 0.203 ( 0.643) 0.183 0.020
117 9.75 0.70 0.203 ( 0.640) 0.183 0.020
118 9.83 0.73 0.213 ( 0.637) 0.192 0.021
119 9.92 0.73 0.213 ( 0.634) 0.192 0.021
120 10.00 0.73 0.213 ( 0.631) 0.192 0.021
121 10.08 0.50 0.145 ( 0.628) 0.131 0.015
122 10.17 0.50 0.145 ( 0.625) 0.131 0.015
123 10.25 0.50 0.145 ( 0.622) 0.131 0.015
124 10.33 0.50 0.145 ( 0.619) 0.131 0.015
125 10.42 0.50 0.145 ( 0.616) 0.131 0.015
126 10.50 0.50 0.145 ( 0.613) 0.131 0.015
127 10.58 0.67 0.194 ( 0.610) 0.174 0.019
128 10.67 0.67 0.194 ( 0.607) 0.174 0.019
129 10.75 0.67 0.194 ( 0.604) 0.174 0.019
130 10.83 0.67 0.194 ( 0.601) 0.174 0.019
131 10.92 0.67 0.194 ( 0.598) 0.174 0.019
132 11.00 0.67 0.194 ( 0.595) 0.174 0.019
133 11.08 0.63 0.184 ( 0.592) 0.165 0.018
134 11.17 0.63 0.184 ( 0.589) 0.165 0.018
135 11.25 0.63 0.184 ( 0.586) 0.165 0.018
136 11.33 0.63 0.184 ( 0.583) 0.165 0.018
137 11.42 0.63 0.184 ( 0.580) 0.165 0.018
138 11.50 0.63 0.184 ( 0.578) 0.165 0.018
139 11.58 0.57 0.164 ( 0.575) 0.148 0.016
140 11.67 0.57 0.164 ( 0.572) 0.148 0.016
141 11.75 0.57 0.164 ( 0.569) 0.148 0.016
142 11.83 0.60 0.174 ( 0.566) 0.157 0.017
143 11.92 0.60 0.174 ( 0.563) 0.157 0.017
144 12.00 0.60 0.174 ( 0.561) 0.157 0.017
Item Number: 1.

145 12.08 0.83 0.242 ( 0.558) 0.218 0.024
146 12.17 0.83 0.242 ( 0.555) 0.218 0.024
147 12.25 0.83 0.242 ( 0.552) 0.218 0.024
148 12.33 0.87 0.252 ( 0.549) 0.226 0.025
149 12.42 0.87 0.252 ( 0.547) 0.226 0.025
150 12.50 0.87 0.252 ( 0.544) 0.226 0.025
151 12.58 0.93 0.271 ( 0.541) 0.244 0.027
152 12.67 0.93 0.271 ( 0.538) 0.244 0.027
153 12.75 0.93 0.271 ( 0.536) 0.244 0.027
154 12.83 0.97 0.281 ( 0.533) 0.253 0.028
155 12.92 0.97 0.281 ( 0.530) 0.253 0.028
156 13.00 0.97 0.281 ( 0.528) 0.253 0.028
157 13.08 1.13 0.329 ( 0.525) 0.296 0.033
158 13.17 1.13 0.329 ( 0.522) 0.296 0.033
159 13.25 1.13 0.329 ( 0.520) 0.296 0.033
160 13.33 1.13 0.329 ( 0.517) 0.296 0.033
161 13.42 1.13 0.329 ( 0.514) 0.296 0.033
162 13.50 1.13 0.329 ( 0.512) 0.296 0.033
163 13.58 0.77 0.223 ( 0.509) 0.200 0.022
164 13.67 0.77 0.223 ( 0.507) 0.200 0.022
165 13.75 0.77 0.223 ( 0.504) 0.200 0.022
166 13.83 0.77 0.223 ( 0.501) 0.200 0.022
167 13.92 0.77 0.223 ( 0.499) 0.200 0.022
168 14.00 0.77 0.223 ( 0.496) 0.200 0.022
169 14.08 0.90 0.261 ( 0.494) 0.235 0.026
170 14.17 0.90 0.261 ( 0.491) 0.235 0.026
171 14.25 0.90 0.261 ( 0.489) 0.235 0.026
172 14.33 0.87 0.252 ( 0.486) 0.226 0.025
173 14.42 0.87 0.252 ( 0.484) 0.226 0.025
174 14.50 0.87 0.252 ( 0.481) 0.226 0.025
175 14.58 0.87 0.252 ( 0.479) 0.226 0.025
176 14.67 0.87 0.252 ( 0.476) 0.226 0.025
177 14.75 0.87 0.252 ( 0.474) 0.226 0.025
178 14.83 0.83 0.242 ( 0.471) 0.218 0.024
179 14.92 0.83 0.242 ( 0.469) 0.218 0.024
180 15.00 0.83 0.242 ( 0.467) 0.218 0.024
181 15.08 0.80 0.232 ( 0.464) 0.209 0.023
182 15.17 0.80 0.232 ( 0.462) 0.209 0.023
183 15.25 0.80 0.232 ( 0.460) 0.209 0.023
184 15.33 0.77 0.223 ( 0.457) 0.200 0.022
185 15.42 0.77 0.223 ( 0.455) 0.200 0.022
186 15.50 0.77 0.223 ( 0.452) 0.200 0.022
187 15.58 0.63 0.184 ( 0.450) 0.165 0.018
188 15.67 0.63 0.184 ( 0.448) 0.165 0.018
189 15.75 0.63 0.184 ( 0.446) 0.165 0.018
190 15.83 0.63 0.184 ( 0.443) 0.165 0.018
191 15.92 0.63 0.184 ( 0.441) 0.165 0.018
192 16.00 0.63 0.184 ( 0.439) 0.165 0.018
193 16.08 0.13 0.039 ( 0.437) 0.035 0.004
194 16.17 0.13 0.039 ( 0.434) 0.035 0.004
Item Number: 1.

195 16.25 0.13 0.039 ( 0.432) 0.035 0.004
196 16.33 0.13 0.039 ( 0.430) 0.035 0.004
197 16.42 0.13 0.039 ( 0.428) 0.035 0.004
198 16.50 0.13 0.039 ( 0.425) 0.035 0.004
199 16.58 0.10 0.029 ( 0.423) 0.026 0.003
200 16.67 0.10 0.029 ( 0.421) 0.026 0.003
201 16.75 0.10 0.029 ( 0.419) 0.026 0.003
202 16.83 0.10 0.029 ( 0.417) 0.026 0.003
203 16.92 0.10 0.029 ( 0.415) 0.026 0.003
204 17.00 0.10 0.029 ( 0.413) 0.026 0.003
205 17.08 0.17 0.048 ( 0.411) 0.044 0.005
206 17.17 0.17 0.048 ( 0.409) 0.044 0.005
207 17.25 0.17 0.048 ( 0.407) 0.044 0.005
208 17.33 0.17 0.048 ( 0.404) 0.044 0.005
209 17.42 0.17 0.048 ( 0.402) 0.044 0.005
210 17.50 0.17 0.048 ( 0.400) 0.044 0.005
211 17.58 0.17 0.048 ( 0.398) 0.044 0.005
212 17.67 0.17 0.048 ( 0.396) 0.044 0.005
213 17.75 0.17 0.048 ( 0.394) 0.044 0.005
214 17.83 0.13 0.039 ( 0.392) 0.035 0.004
215 17.92 0.13 0.039 ( 0.391) 0.035 0.004
216 18.00 0.13 0.039 ( 0.389) 0.035 0.004
217 18.08 0.13 0.039 ( 0.387) 0.035 0.004
218 18.17 0.13 0.039 ( 0.385) 0.035 0.004
219 18.25 0.13 0.039 ( 0.383) 0.035 0.004
220 18.33 0.13 0.039 ( 0.381) 0.035 0.004
221 18.42 0.13 0.039 ( 0.379) 0.035 0.004
222 18.50 0.13 0.039 ( 0.377) 0.035 0.004
223 18.58 0.10 0.029 ( 0.376) 0.026 0.003
224 18.67 0.10 0.029 ( 0.374) 0.026 0.003
225 18.75 0.10 0.029 ( 0.372) 0.026 0.003
226 18.83 0.07 0.019 ( 0.370) 0.017 0.002
227 18.92 0.07 0.019 ( 0.368) 0.017 0.002
228 19.00 0.07 0.019 ( 0.367) 0.017 0.002
229 19.08 0.10 0.029 ( 0.365) 0.026 0.003
230 19.17 0.10 0.029 ( 0.363) 0.026 0.003
231 19.25 0.10 0.029 ( 0.361) 0.026 0.003
232 19.33 0.13 0.039 ( 0.360) 0.035 0.004
233 19.42 0.13 0.039 ( 0.358) 0.035 0.004
234 19.50 0.13 0.039 ( 0.356) 0.035 0.004
235 19.58 0.10 0.029 ( 0.355) 0.026 0.003
236 19.67 0.10 0.029 ( 0.353) 0.026 0.003
237 19.75 0.10 0.029 ( 0.352) 0.026 0.003
238 19.83 0.07 0.019 ( 0.350) 0.017 0.002
239 19.92 0.07 0.019 ( 0.348) 0.017 0.002
240 20.00 0.07 0.019 ( 0.347) 0.017 0.002
241 20.08 0.10 0.029 ( 0.345) 0.026 0.003
242 20.17 0.10 0.029 ( 0.344) 0.026 0.003
243 20.25 0.10 0.029 ( 0.342) 0.026 0.003
244 20.33 0.10 0.029 ( 0.341) 0.026 0.003
Item Number: 1.

245 20.42 0.10 0.029 ( 0.339) 0.026 0.003
246 20.50 0.10 0.029 ( 0.338) 0.026 0.003
247 20.58 0.10 0.029 ( 0.337) 0.026 0.003
248 20.67 0.10 0.029 ( 0.335) 0.026 0.003
249 20.75 0.10 0.029 ( 0.334) 0.026 0.003
250 20.83 0.07 0.019 ( 0.332) 0.017 0.002
251 20.92 0.07 0.019 ( 0.331) 0.017 0.002
252 21.00 0.07 0.019 ( 0.330) 0.017 0.002
253 21.08 0.10 0.029 ( 0.328) 0.026 0.003
254 21.17 0.10 0.029 ( 0.327) 0.026 0.003
255 21.25 0.10 0.029 ( 0.326) 0.026 0.003
256 21.33 0.07 0.019 ( 0.325) 0.017 0.002
257 21.42 0.07 0.019 ( 0.323) 0.017 0.002
258 21.50 0.07 0.019 ( 0.322) 0.017 0.002
259 21.58 0.10 0.029 ( 0.321) 0.026 0.003
260 21.67 0.10 0.029 ( 0.320) 0.026 0.003
261 21.75 0.10 0.029 ( 0.319) 0.026 0.003
262 21.83 0.07 0.019 ( 0.318) 0.017 0.002
263 21.92 0.07 0.019 ( 0.317) 0.017 0.002
264 22.00 0.07 0.019 ( 0.315) 0.017 0.002
265 22.08 0.10 0.029 ( 0.314) 0.026 0.003
266 22.17 0.10 0.029 ( 0.313) 0.026 0.003
267 22.25 0.10 0.029 ( 0.312) 0.026 0.003
268 22.33 0.07 0.019 ( 0.311) 0.017 0.002
269 22.42 0.07 0.019 ( 0.310) 0.017 0.002
270 22.50 0.07 0.019 ( 0.310) 0.017 0.002
271 22.58 0.07 0.019 ( 0.309) 0.017 0.002
272 22.67 0.07 0.019 ( 0.308) 0.017 0.002
273 22.75 0.07 0.019 ( 0.307) 0.017 0.002
274 22.83 0.07 0.019 ( 0.306) 0.017 0.002
275 22.92 0.07 0.019 ( 0.305) 0.017 0.002
276 23.00 0.07 0.019 ( 0.305) 0.017 0.002
277 23.08 0.07 0.019 ( 0.304) 0.017 0.002
278 23.17 0.07 0.019 ( 0.303) 0.017 0.002
279 23.25 0.07 0.019 ( 0.303) 0.017 0.002
280 23.33 0.07 0.019 ( 0.302) 0.017 0.002
281 23.42 0.07 0.019 ( 0.301) 0.017 0.002
282 23.50 0.07 0.019 ( 0.301) 0.017 0.002
283 23.58 0.07 0.019 ( 0.300) 0.017 0.002
284 23.67 0.07 0.019 ( 0.300) 0.017 0.002
285 23.75 0.07 0.019 ( 0.300) 0.017 0.002
286 23.83 0.07 0.019 ( 0.299) 0.017 0.002
287 23.92 0.07 0.019 ( 0.299) 0.017 0.002
288 24.00 0.07 0.019 ( 0.299) 0.017 0.002
(Loss Rate Not Used)
Sum = 100.0 Sum = 2.9
Flood volume = Effective rainfall 0.24(In)
times area 4.0(Ac.)/[(In)/(Ft.)] = 0.1(Ac.Ft)
Total soil loss = 2.18(In)
Total soil loss = 0.722(Ac.Ft)
Item Number: 1.

Total rainfall = 2.42(In)
Flood volume = 3494.5 Cubic Feet
Total soil loss = 31450.5 Cubic Feet
-------------------------------------------------------------------- Peak flow rate of this hydrograph = 0.132(CFS)
-------------------------------------------------------------------- ++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++++ 24 - H O U R S T O R M
R u n o f f H y d r o g r a p h
-------------------------------------------------------------------- Hydrograph in 5 Minute intervals ((CFS))
-------------------------------------------------------------------- Time(h+m) Volume Ac.Ft Q(CFS) 0 2.5 5.0 7.5 10.0
----------------------------------------------------------------------- 0+ 5 0.0000 0.00 Q | | | |
0+10 0.0001 0.01 Q | | | |
0+15 0.0001 0.01 Q | | | |
0+20 0.0002 0.01 Q | | | |
0+25 0.0003 0.01 Q | | | |
0+30 0.0003 0.01 Q | | | |
0+35 0.0004 0.01 Q | | | |
0+40 0.0005 0.01 Q | | | |
0+45 0.0006 0.01 Q | | | |
0+50 0.0007 0.01 Q | | | |
0+55 0.0008 0.01 Q | | | |
1+ 0 0.0009 0.02 Q | | | |
1+ 5 0.0010 0.01 Q | | | |
1+10 0.0011 0.01 Q | | | |
1+15 0.0011 0.01 Q | | | |
1+20 0.0012 0.01 Q | | | |
1+25 0.0013 0.01 Q | | | |
1+30 0.0014 0.01 Q | | | |
1+35 0.0015 0.01 Q | | | |
1+40 0.0015 0.01 Q | | | |
1+45 0.0016 0.01 Q | | | |
1+50 0.0017 0.01 Q | | | |
1+55 0.0018 0.01 Q | | | |
2+ 0 0.0019 0.02 Q | | | |
2+ 5 0.0020 0.02 QV | | | |
2+10 0.0021 0.02 QV | | | |
2+15 0.0022 0.02 QV | | | |
2+20 0.0023 0.02 QV | | | |
2+25 0.0025 0.02 QV | | | |
2+30 0.0026 0.02 QV | | | |
2+35 0.0027 0.02 QV | | | |
2+40 0.0028 0.02 QV | | | |
2+45 0.0029 0.02 QV | | | |
2+50 0.0031 0.02 QV | | | |
2+55 0.0032 0.02 QV | | | |
Item Number: 1.

3+ 0 0.0033 0.02 QV | | | |
3+ 5 0.0035 0.02 QV | | | |
3+10 0.0036 0.02 QV | | | |
3+15 0.0037 0.02 QV | | | |
3+20 0.0039 0.02 QV | | | |
3+25 0.0040 0.02 QV | | | |
3+30 0.0041 0.02 Q V | | | |
3+35 0.0043 0.02 Q V | | | |
3+40 0.0044 0.02 Q V | | | |
3+45 0.0045 0.02 Q V | | | |
3+50 0.0047 0.02 Q V | | | |
3+55 0.0048 0.02 Q V | | | |
4+ 0 0.0050 0.02 Q V | | | |
4+ 5 0.0052 0.02 Q V | | | |
4+10 0.0053 0.02 Q V | | | |
4+15 0.0055 0.02 Q V | | | |
4+20 0.0057 0.02 Q V | | | |
4+25 0.0058 0.03 Q V | | | |
4+30 0.0060 0.03 Q V | | | |
4+35 0.0062 0.03 Q V | | | |
4+40 0.0064 0.03 Q V | | | |
4+45 0.0066 0.03 Q V | | | |
4+50 0.0068 0.03 Q V | | | |
4+55 0.0070 0.03 Q V | | | |
5+ 0 0.0072 0.03 Q V | | | |
5+ 5 0.0074 0.03 Q V | | | |
5+10 0.0076 0.02 Q V | | | |
5+15 0.0077 0.02 Q V | | | |
5+20 0.0079 0.02 Q V | | | |
5+25 0.0081 0.03 Q V | | | |
5+30 0.0083 0.03 Q V | | | |
5+35 0.0085 0.03 Q V | | | |
5+40 0.0087 0.03 Q V | | | |
5+45 0.0089 0.03 Q V | | | |
5+50 0.0091 0.03 Q V | | | |
5+55 0.0093 0.03 Q V | | | |
6+ 0 0.0095 0.03 Q V | | | |
6+ 5 0.0098 0.03 Q V | | | |
6+10 0.0100 0.03 Q V | | | |
6+15 0.0102 0.03 Q V | | | |
6+20 0.0105 0.03 Q V | | | |
6+25 0.0107 0.03 Q V | | | |
6+30 0.0109 0.03 Q V | | | |
6+35 0.0112 0.04 Q V | | | |
6+40 0.0115 0.04 Q V | | | |
6+45 0.0117 0.04 Q V | | | |
6+50 0.0120 0.04 Q V | | | |
6+55 0.0123 0.04 Q V | | | |
7+ 0 0.0125 0.04 Q V | | | |
7+ 5 0.0128 0.04 Q V | | | |
Item Number: 1.