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
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• 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
Hushing 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.
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References and Resources
California's Nonpoint Source Program Plan http://www.swrcb.ca.goy/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). 2OO2. Pollution Prevention/Good Housekeeping for Municipal Operations Storm Drain System Cleaning. On line:
http://www.epa.gov/n-Ddesimenuofbmps /poll 16.htm
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Non-Stormwater Discharges
SC -10
Description
Non-stormwater discharges (NSWDs) are
flows that do not consist entirely of
stormwater. Some non-stormwater
discharges do not include pollutants and
may be discharged to the storm drain if local
regulations allow. These include
uncontaminated groundwater and natural
springs. There are also some non-
stormwater discharges that typically do not
contain pollutants and may be discharged to
the storm drain with conditions. These
include: potable water sources, fire hydrant
flushing, air conditioner condensate,
landscape irrigation drainage and landscape
watering, emergency firefighting, etc. as
discussed in Section 2.
However there are certain non-stormwater
discharges that pose an environmental
concern. These discharges may originate
from illegal dumping of industrial material
or wastes and illegal connections such as
internal floor drains, appliances, industrial
processes, sinks, and toilets that are illegally
connected to the nearby storm drainage
system through on -site drainage and piping.
These unauthorized discharges (examples of
which may include: process waste waters,
cooling waters, wash waters, and sanitary
wastewater) can carry substances such as
paint, oil, fuel and other automotive fluids,
chemicals and other pollutants into storm
drains.
Non-stormwater discharges will need to be
addressed through a combination of
detection and elimination. The ultimate
goal is to effectively eliminate unauthorized
non-stormwater discharges to the
stormwater drainage system through
implementation of measures to detect,
correct, and enforce against illicit
connections and illegal discharges of
Objectives
• Cover
• Contain
• Educate
• Reduce/Minimize
• Product Substitution
Targeted Constituents
Sediment
Nutrients
Trash
Metals
Bacteria
Oil and Grease
Organics
Minimum BMPs Covered
Good Housekeeping
a
ojeo
Preventative
Maintenance
Spill and Leak
Prevention and
Response
Material Handling 8(
Waste Management
Erosion and
Sediment Controls
Employee Training
Program
Quality Assurance
Record Keeping
✓
CALIFORNIA STORMWATER
QUALITY ASSOCIATION°
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pollutants on streets and into the storm drain system and downstream water bodies.
Approach
Initially the Discharger must make an assessment of non-stormwater discharges to determine which types must be eliminated or addressed through BMPs. The focus of the following approach is the elimination of unauthorized non-stormwater discharges. See other BMP Fact Sheets for activity -specific pollution prevention procedures.
General Pollution Prevention Protocols
❑ Implement waste management controls described in SC -34 Waste Handling and Disposal.
❑ Develop clear protocols and lines of communication for effectively prohibiting non- stormwater discharges, especially those that are not classified as hazardous. These are often not responded to as effectively as they need to be. ❑ 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" or similar stenciled or demarcated next to them to warn against ignorant or unintentional dumping of pollutants into the storm drainage system. ❑ Manage and control sources of water such as hose bibs, faucets, wash racks, irrigation heads, etc. Identify hoses and faucets in the SWPPP, and post signage for appropriate use.
Non-Stormwater Discharge Investigation Protocols
Identifying the sources of non-stormwater discharges requires the Discharger to conduct an investigation of the facility at regular intervals. There are several categories of non- stormwater discharges:
o Visible, easily identifiable discharges, typically generated as surface runoff, such as uncontained surface runoff from vehicle or equipment washing; and ❑ Non -visible, (e.g., subsurface) discharges into the site drainage system through a variety of pathways that are not obvious.
The approach to detecting and eliminating non-stormwater discharges will vary considerably, as discussed below:
Visible and identifiable discharges
o Conduct routine inspections of the facilities and of each major activity area and identify visible evidence of unauthorized non-stormwater discharges. This may include:
✓ Visual observations of actual discharges occurring;
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✓ Evidence of surface staining, discoloring etc. that indicates that discharges have occurred;
✓ Pools of water in low lying areas when a rain event has not occurred; and ✓ Discussions with operations personnel to understand practices that may lead to unauthorized discharges.
o If evidence of non-stormwater discharges is discovered:
✓ Document the location and circumstances using Worksheets 5 and 6 (Section 2 of the manual), including digital photos;
✓ Identify and implement any quick remedy or corrective action (e.g., moving uncovered containers inside or to a proper location); and ✓ Develop a plan to eliminate the discharge. Consult the appropriate activity - specific BMP Fact Sheet for alternative approaches to manage and eliminate the discharge.
o Consult the appropriate activity -specific BMP Fact Sheet for alternative approaches to manage and eliminate the discharge. Make sure the facility SWPPP is up-to-date and includes applicable BMPs to address the non-stormwater discharge.
Other Illegal Discharges (Non visible)
Illicit Connections
o Locate discharges from the industrial storm drainage system to the municipal storm drain system through review of "as -built" piping schematics. o Isolate problem areas and plug illicit discharge points. o Locate and evaluate discharges to the storm drain system. o Visual Inspection and Inventory:
✓ Inventory and inspect each discharge point during dry weather. ✓ Keep in mind that drainage from a storm event can continue for a day or two following the end of a storm and groundwater may infiltrate the underground stormwater collection system.
✓ Non-stormwater discharges are often intermittent and may require periodic inspections.
Review Infield Piping
o A review of the "as -built" piping schematic is a way to determine if there are any connections to the stormwater collection system.
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o Inspect the path of loading/unloading area drain inlets and floor drains in older buildings.
o Never assume storm drains are connected to the sanitary sewer system.
Monitoring for investigation/detection of illegal discharges ❑ If a suspected illegal or unknown discharge is detected, monitoring of the discharge may help identify the content and/or suggest the source. This may be done with a field screening analysis, flow meter measurements, or by collecting a sample for laboratory analysis. Section 5 and Appendix D describe the necessary field equipment and procedures for field investigations.
❑ Investigative monitoring may be conducted over time. For example if, a discharge is intermittent, then monitoring might be conducted to determine the timing of the discharge to determine the source.
❑ Investigative monitoring may be conducted over a spatial area. For example, if a discharge is observed in a pipe, then monitoring might be conducted at accessible upstream locations in order to pinpoint the source of the discharge. ❑ Generally, investigative monitoring requiring collection of samples and submittal for lab analysis requires proper planning and specially trained staff.
Smoke Testing
Smoke testing of wastewater and stormwater collection systems is used to detect connections between the two piping systems. Smoke testing is generally performed at a downstream location and the smoke is forced upstream using blowers to create positive pressure. The advantage to smoke testing is that it can potentially identify multiple potential discharge sources at once.
❑ Smoke testing uses a harmless, non-toxic smoke cartridges developed specifically for this purpose.
❑ Smoke testing requires specialized equipment (e.g., cartridges, blowers) and is generally only appropriate for specially trained staff. ❑ A Standard Operating Procedure (SOP) for smoke testing is highly desirable. The SOP should address the following elements:
✓ Proper planning and notification of nearby residents and emergency services is necessary since introducing smoke into the system may result in false alarms; ✓ During dry weather, the stormwater collection system is filled with smoke and then traced back to sources;
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✓ Temporary isolation of segments of pipe using sand bags is often needed to force the smoke into leaking pipes; and
✓ The appearance of smoke in a waste vent pipe, at a sewer manhole, or even the base of a toilet indicates that there may be a connection between the sanitary and storm water systems.
❑ Most municipal wastewater agencies will have necessary staff and equipment to conduct smoke testing and they should be contacted if cross connections with the sanitary sewer are suspected. See SC -44 Drainage System Maintenance for more information.
Dye Testing
❑ Dye testing is typically performed when there is a suspected specific pollutant source and location (i.e., leaking sanitary sewer) and there is evidence of dry weather flows in the stormwater collection system.
❑ Dye is released at a probable upstream source location, either the facility's sanitary or process wastewater system. The dye must be released with a sufficient volume of water to flush the system.
❑ Operators then visually examine the downstream discharge points from the stormwater collection system for the presence of the dye. ❑ Dye testing can be performed informally using commercially available products in order to conduct an initial investigation for fairly obvious cross -connections. ❑ More detailed dye testing should be performed by properly trained staff and follow SOPs. Specialized equipment such as fluorometers may be necessary to detect low concentrations of dye.
❑ Most municipal wastewater agencies will have necessary staff and equipment to conduct dye testing and they should be contacted if cross connections with the sanitary sewer are suspected.
TV Inspection of Drainage System
❑ Closed Circuit Television (CCTV) can be employed to visually identify illicit connections to the industrial storm drainage system. Two types of CCTV systems are available: (1) a small specially designed camera that can be manually pushed on a stiff cable through storm drains to observe the interior of the piping, or (2) a larger remote operated video camera on treads or wheels that can be guided through storm drains to view the interior of the pipe.
❑ CCTV systems often include a high-pressure water jet and camera on a flexible cable.
The water jet cleans debris and biofilm off the inside of pipes so the camera can take video images of the pipe condition.
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❑ CCTV units can detect large cracks and other defects such as offsets in pipe ends caused by root intrusions or shifting substrate.
❑ CCTV can also be used to detect dye introduced into the sanitary sewer. ❑ CCTV inspections require specialized equipment and properly trained staff and are generally best left to specialised contractors or municipal public works staff.
Illegal Dumping
❑ Substances illegally dumped on streets and into the storm drain systems and creeks may include paints, used oil and other automotive fluids, construction debris, chemicals, fresh concrete, leaves, grass clippings, and pet wastes. These wastes can cause stormwater and receiving water quality problems as well as clog the storm drain system itself.
❑ 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); ✓ An anonymous tip/reporting mechanism; and
✓ Evidence of responsible parties (e.g., tagging, encampments, etc.). ❑ One of the keys to success of reducing or eliminating illegal dumping is increasing the number of people at the facility who are aware of the problem and who have the tools to at least identify the incident, if not correct it. Therefore, train field staff to recognize and report the incidents.
Once a site has been cleaned:
❑ Post "No Dumping" signs with a phone number for reporting dumping and disposal. ❑ Landscaping and beautification efforts of hot spots may also discourage future dumping, as well as provide open space and increase property values. ❑ Lighting or barriers may also be needed to discourage future dumping. ❑ See fact sheet SC -ii Spill Prevention, Control, and Cleanup.
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Inspection
❑ Regularly inspect and clean up hot spots and other storm drainage areas where illegal dumping and disposal occurs.
❑ Conduct field investigations of the industrial storm drain system for potential sources of non-stormwater discharges.
❑ Pro -actively conduct investigations of high priority areas. Based on historical data, prioritize specific geographic areas and/or incident type for pro -active investigations.
Spill and Leak Prevention and Response
❑ On paved surfaces, clean up spills with as little water as possible. Use a rag for small spills, a damp mop for general cleanup, and absorbent material for larger spills. If the spilled material is hazardous, then the used cleanup materials are also hazardous and must be sent to a certified laundry (rags) or disposed of as hazardous waste. ❑ Never hose down or bury dry material spills. Sweep up the material and dispose of properly.
❑ Use adsorbent materials on small spills rather than hosing down the spill. Remove the adsorbent materials promptly and dispose of properly. ❑ For larger spills, a private spill cleanup company or Hazmat team may be necessary. ❑ See SC -ii Spill Prevention Control and Cleanup.
Employee Training Program
❑ Training of technical staff in identifying and documenting illegal dumping incidents is required. The frequency of training must be presented in the SWPPP, and depends on site -specific industrial materials and activities.
❑ Consider posting a quick reference table near storm drains to reinforce training. ❑ Train employees to identify non-stormwater discharges and report discharges to the appropriate departments.
❑ Educate employees about spill prevention and cleanup. ❑ Well -trained employees can reduce human errors that lead to accidental releases or spills. The employee should have the tools and knowledge to immediately begin cleaning up a spill should one occur. Employees should be familiar with the Spill Prevention Control and Countermeasure Plan. Employees should be able to identify work/jobs with high potential for spills and suggest methods to reduce possibility. ❑ Determine and implement appropriate outreach efforts to reduce non -permissible non-stormwater discharges.
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❑ Conduct spill response drills annually (if no events occurred) in order to evaluate the effectiveness of the plan.
❑ When a responsible party is identified, educate the party on the impacts of his or her actions.
Quality Assurance and Record Keeping
Performance Evaluation
o Annually review internal investigation results; assess whether goals were met and what changes or improvements are necessary.
❑ Obtain feedback from personnel assigned to respond to, or inspect for, illicit connections and illegal dumping incidents.
❑ Develop document and data management procedures.
o A database is useful for defining and tracking the magnitude and location of the problem.
❑ Report prohibited non-stormwater discharges observed during the course of normal daily activities so they can be investigated, contained, and cleaned up or eliminated. ❑ Document that non-stormwater discharges have been eliminated by recording tests performed, methods used, dates of testing, and any on -site drainage points observed. o Annually document and report the results of the program. ❑ Maintain documentation of illicit connection and illegal dumping incidents, including significant conditionally exempt discharges that are not properly managed. o Document training activities.
Potential Limitations and Work-Arounds
Some facilities may have space constraints, limited staffing and time limitations that may preclude implementation of BMPs. Provided below are typical limitations and recommended "work-arounds."
❑ Many facilities do not have accurate, up-to-date `as -built' plans or drawings which may be necessary in order to conduct non-stormwater discharge assessments. ✓ Online tools such as Google Earth' can provide an aerial view of the facility and may be useful in understanding drainage patterns and potential sources of non- stormwater discharges
✓ Local municipal jurisdictions may have useful drainage systems maps.
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o Video surveillance cameras are commonly used to secure the perimeter of industrial facilities against break-ins and theft. These surveillance systems may also be useful for capturing illegal dumping activities. Minor, temporary adjustments to the field of view of existing surveillance camera systems to target known or suspected problem areas may be a cost-effective way of capturing illegal dumping activities and identifying the perpetrators.
Potential Capital Facility Costs and Operation & Maintenance Requirements
Facilities
o Capital facility cost requirements may be minimal unless cross -connections to storm drains are detected.
o Indoor floor drains may require re -plumbing if cross -connections are detected. o Leaky sanitary sewers will require repair or replacement which can have significant costs depending on the size and industrial activity at the facility.
Maintenance (including administrative and staffing)
o The primary effort is for staff time and depends on how aggressively a program is implemented.
o Costs for containment, and disposal of any leak or discharge is borne by the Discharger.
o Illicit connections can be difficult to locate especially if there is groundwater infiltration.
o Illegal dumping and illicit connection violations requires technical staff to detect and investigate them.
Supplemental Information
Permit Requirements
The IGP authorizes certain Non -Storm Water Discharges (NSWDs) provided BMPs are included in the SWPPP and implemented to:
o Reduce or prevent the contact of authorized NSWDs with materials or equipment that are potential sources of pollutants;
o Reduce, to the extent practicable, the flow or volume of authorized NSWDs; o Ensure that authorized NSWDs do not contain quantities of pollutants that cause or contribute to an exceedance of a water quality standards (WQS); and, September 2014
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o Reduce or prevent discharges of pollutants in authorized NSWDs in a manner that reflects best industry practice considering technological availability and economic practicability and achievability."
References and Resources
Center for Watershed Protection, 2004. Illicit Discharge Detection and Elimination: A Guidance Manual for Program Development and Technical Assessments, EPA Cooperative Agreement X-82907801-0.
Dublin San Ramon Sanitation District. http://www.dsrsd.com/wwrw/smoketest.html .
Orange County Stormwater Program, Best Management Practices for Industrial/Commercial Business Activities. Available online at:
http://ocwatersheds.com/documents/bmp/industrialcommercialbusinessesactivities .
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-BM P- manual.pdf.
Santa Clara Valley Urban Runoff Pollution Prevention Program. http://www.scvurppp.org .
Southern California Coastal Water Research Project, 2013. The California Microbial Source Identification Manual: A Tiered Approach to Identifying Fecal Pollution Sources to Beaches, Technical Report 804.
The Storm Water Managers Resource Center, http://www.stormwatercenter.net/ .
US EPA. National Pollutant Discharge Elimination System. Available online at:
http://cfpub.epa.gov/npdes/stormwater/menuofbmps/index.cfm?action=factsheet res ults&view=specific&bmp=111.
WEF Press Alexandria, Virginia, 2009.Existing Sewer Evaluation and Rehabilitation:
WEF Manual of Practice No. FD -6 ASCE/EWRI Manuals and Reports on Engineering Practice No. 62, Third Edition.
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Description
Many activities that occur at an industrial or
commercial site have the potential to cause
accidental spills. Preparation for accidental
spills, with proper training and reporting
systems implemented, can minimize the
discharge of pollutants to the environment.
Spills and leaks are one of the largest
contributors of stormwater pollutants. Spill
prevention and control plans are applicable to
any site at which hazardous materials are stored
or used. An effective plan should have spill
prevention and response procedures that
identify hazardous material storage areas,
specify material handling procedures, describe
spill response procedures, and provide locations
of spill clean-up equipment and materials. The
plan should take steps to identify and
characterize potential spills, eliminate and
reduce spill potential, respond to spills when
they occur in an effort to prevent pollutants
from entering the stormwater drainage system,
and train personnel to prevent and control
future spills. An adequate supply of spill clean-
up materials must be maintained onsite.
Approach
General Pollution Prevention Protocols
❑ Develop procedures to prevent/mitigate
spills to storm drain systems.
❑ Develop and standardize reporting
procedures, containment, storage, and
disposal activities, documentation, and
follow-up procedures.
o Establish procedures and/or controls to
minimize spills and leaks. The procedures
should address:
✓ Description of the facility, owner and
address, activities, chemicals, and
quantities present;
0 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
CALIFORNIA STORMWATER
QUALITY ASSOCIATION'
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✓ Facility map of the locations of industrial materials; ✓ Notification and evacuation procedures;
✓ Cleanup instructions;
✓ Identification of responsible departments; and
✓ Identify key spill response personnel.
❑ Recycle, reclaim, or reuse materials whenever possible. This will reduce the amount of process materials that are brought into the facility.
Spill and Leak Prevention and Response
Spill Prevention
❑ Develop procedures to prevent/mitigate spills to storm drain systems. Develop and standardize reporting procedures, containment, storage, and disposal activities, documentation, and follow-up procedures.
❑ If illegal dumping is observed at the facility:
✓ Post "No Dumping" signs with a phone number for reporting illegal dumping and disposal. Signs should also indicate fines and penalties applicable for illegal dumping.
✓ Landscaping and beautification efforts may also discourage illegal dumping. ✓ Bright lighting and/or entrance barriers may also be needed to discourage illegal dumping.
❑ Store and contain liquid materials in such a manner that if the container is ruptured, the contents will not discharge, flow, or be washed into the storm drainage system, surface waters, or groundwater.
❑ If the liquid is oil, gas, or other material that separates from and floats on water, install a spill control device (such as a tee section) in the catch basins that collects runoff from the storage tank area.
Preventative Maintenance
❑ Place drip pans or absorbent materials beneath all mounted taps, and at all potential drip and spill locations during filling and unloading of tanks. Any collected liquids or soiled absorbent materials must be reused/recycled or properly disposed. ❑ Store and maintain appropriate spill cleanup materials in a location known to all near the tank storage area; and ensure that employees are familiar with the site's spill control plan and/or proper spill cleanup procedures.
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❑ Sweep and clean the storage area monthly if it is paved, do not hose down the area to a storm drain.
❑ Check tanks (and any containment sumps) daily for leaks and spills. Replace tanks that are leaking, corroded, or otherwise deteriorating with tanks in good condition.
Collect all spilled liquids and properly dispose of them. ❑ Label all containers according to their contents (e.g., solvent, gasoline). ❑ Label hazardous substances regarding the potential hazard (corrosive, radioactive, flammable, explosive, poisonous).
❑ Prominently display required labels on transported hazardous and toxic materials (per US DOT regulations).
❑ Identify key spill response personnel.
Spill Response
❑ Clean up leaks and spills immediately.
❑ Place a stockpile of spill cleanup materials where it will be readily accessible (e.g., near storage and maintenance areas).
❑ On paved surfaces, clean up spills with as little water as possible. ✓ Use a rag for small spills, a damp mop for general cleanup, and absorbent material for larger spills.
✓ If the spilled material is hazardous, then the used cleanup materials are also hazardous and must be sent to a certified laundry (rags) or disposed of as hazardous waste.
✓ If possible use physical methods for the cleanup of dry chemicals (e.g., brooms, shovels, sweepers, or vacuums).
❑ Never hose down or bury dry material spills. Sweep up the material and dispose of properly.
❑ Chemical cleanups of material can be achieved with the use of adsorbents, gels, and foams. Use adsorbent materials on small spills rather than hosing down the spill.
Remove the adsorbent materials promptly and dispose of properly. ❑ For larger spills, a private spill cleanup company or Hazmat team may be necessary.
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Reporting
o Report spills that pose an immediate threat to human health or the environment to the Regional Water Quality Control Board or local authority as location regulations dictate.
o Federal regulations require that any oil spill into a water body or onto an adjoining shoreline be reported to the National Response Center (NRC) at 8Oo-424-8802 (24 hour).
o Report spills to 911 for dispatch and clean-up assistance when needed. Do not contact fire agencies directly.
o Establish a system for tracking incidents. The system should be designed to identify the following:
✓ 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); ✓ Clean-up procedures; and
✓ Responsible parties.
Employee Training Program
o Educate employees about spill prevention and cleanup. o Well -trained employees can reduce human errors that lead to accidental releases or spills:
✓ The employee should have the tools and knowledge to immediately begin cleaning up a spill should one occur; and
✓ Employees should be familiar with the Spill Prevention Control and Countermeasure Plan.
o Employees should be educated about aboveground storage tank requirements.
Employees responsible for aboveground storage tanks and liquid transfers should be thoroughly familiar with the Spill Prevention Control and Countermeasure Plan and the plan should be readily available.
o Train employees to recognize and report illegal dumping incidents.
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Other Considerations (Limitations and Regulations)
o State regulations exist for facilities with a storage capacity of io,000 gallons or more of petroleum to prepare a Spill Prevention Control and Countermeasure (SPCC) Plan (Health & Safety Code Chapter 6.67).
o State regulations also exist for storage of hazardous materials (Health & Safety Code Chapter 6.95), including the preparation of area and business plans for emergency response to the releases or threatened releases.
o Consider requiring smaller secondary containment areas (less than 2OO sq. ft.) to be connected to the sanitary sewer, prohibiting any hard connections to the storm drain.
Requirements
Costs (including capital and operation & maintenance)
o Will vary depending on the size of the facility and the necessary controls. o Prevention of leaks and spills is inexpensive. Treatment and/or disposal of contaminated soil or water can be quite expensive.
Maintenance (including administrative and staffing)
o Develop spill prevention and control plan, provide and document training, conduct inspections of material storage areas, and supply spill kits. o Extra time is needed to properly handle and dispose of spills, which results in increased labor costs.
Supplemental Information
Further Detail of the BMP
Reporting
Record keeping and internal reporting represent good operating practices because they can increase the efficiency of the facility and the effectiveness of BMPs. A good record keeping system helps the facility minimize incident recurrence, correctly respond with appropriate cleanup activities, and comply with legal requirements. A record keeping and reporting system should be set up for documenting spills, leaks, and other discharges, including discharges of hazardous substances in reportable quantities.
Incident records describe the quality and quantity of non-stormwater discharges to the storm sewer. These records should contain the following information:
o Date and time of the incident;
o Weather conditions;
o Duration of the spill/leak/discharge;
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❑ Cause of the spill/leak/discharge;
❑ Response procedures implemented;
❑ Persons notified; and
❑ Environmental problems associated with the spill/leak/discharge.
Separate record keeping systems should be established to document housekeeping and preventive maintenance inspections, and training activities. All housekeeping and preventive maintenance inspections should be documented. Inspection documentation should contain the following information:
❑ Date and time the inspection was performed;
❑ Name of the inspector;
❑ Items inspected;
❑ Problems noted;
❑ Corrective action required; and
❑ Date corrective action was taken.
Other means to document and record inspection results are field notes, timed and dated photographs, videotapes, and drawings and maps.
Aboveground Tank Leak and Spill Control
Accidental releases of materials from aboveground liquid storage tanks present the potential for contaminating stormwater with many different pollutants. Materials spilled, leaked, or lost from tanks may accumulate in soils or on impervious surfaces and be carried away by stormwater runoff.
The most common causes of unintentional releases are:
❑ Installation problems;
❑ Failure of piping systems (pipes, pumps, flanges, couplings, hoses, and valves); ❑ External corrosion and structural failure;
❑ Spills and overfills due to operator error; and
❑ Leaks during pumping of liquids or gases from truck or rail car to a storage tank or vice versa.
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Storage of reactive, ignitable, or flammable liquids should comply with the Uniform Fire Code and the National Electric Code. Practices listed below should be employed to enhance the code requirements:
o Tanks should be placed in a designated area.
❑ Tanks located in areas where firearms are discharged should be encapsulated in concrete or the equivalent.
❑ Designated areas should be impervious and paved with Portland cement concrete, free of cracks and gaps, in order to contain leaks and spills. ❑ Liquid materials should be stored in UL approved double walled tanks or surrounded by a curb or dike to provide the volume to contain io percent of the volume of all of the containers or iio percent of the volume of the largest container, whichever is greater. The area inside the curb should slope to a drain. ❑ For used oil or dangerous waste, a dead-end sump should be installed in the drain. o All other liquids should be drained to the sanitary sewer if available. The drain must have a positive control such as a lock, valve, or plug to prevent release of contaminated liquids.
❑ Accumulated stormwater in petroleum storage areas should be passed through an oil/water separator.
Maintenance is critical to preventing leaks and spills. Conduct routine inspections and:
❑ Check for external corrosion and structural failure.
❑ Check for spills and overfills due to operator error. ❑ Check for failure of piping system (pipes, pumps, flanges, coupling, hoses, and valves).
❑ Check for leaks or spills during pumping of liquids or gases from truck or rail car to a storage facility or vice versa.
o Visually inspect new tank or container installation for loose fittings, poor welding, and improper or poorly fitted gaskets.
❑ Inspect tank foundations, connections, coatings, and tank walls and piping system.
Look for corrosion, leaks, cracks, scratches, and other physical damage that may weaken the tank or container system.
❑ Frequently relocate accumulated stormwater during the wet season.
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o Periodically conduct integrity testing by a qualified professional.
Vehicle Leak and Spill Control
Major spills on roadways and other public areas are generally handled by highly trained Hazmat teams from local fire departments or environmental health departments. The measures listed below pertain to leaks and smaller spills at vehicle maintenance shops.
In addition to implementing the spill prevention, control, and clean up practices above, use the following measures related to specific activities:
Vehicle and Equipment Maintenance
❑ Perform all vehicle fluid removal or changing inside or under cover to prevent the run-on of stormwater and the runoff of spills.
❑ Regularly inspect vehicles and equipment for leaks, and repair immediately. ❑ Check incoming vehicles and equipment (including delivery trucks, and employee and subcontractor vehicles) for leaking oil and fluids. Do not allow leaking vehicles or equipment onsite.
o Always use secondary containment, such as a drain pan or drop cloth, to catch spills or leaks when removing or changing fluids.
❑ Immediately drain all fluids from wrecked vehicles.
❑ Store wrecked vehicles or damaged equipment under cover. ❑ Place drip pans or absorbent materials under heavy equipment when not in use. ❑ Use absorbent materials on small spills rather than hosing down the spill. ❑ Remove the adsorbent materials promptly and dispose of properly. ❑ Promptly transfer used fluids to the proper waste or recycling drums. Don't leave full drip pans or other open containers lying around.
❑ Oil filters disposed of in trashcans or dumpsters can leak oil and contaminate stormwater. Place the oil filter in a funnel over a waste oil recycling drum to drain excess oil before disposal. Oil filters can also be recycled. Ask your oil supplier or recycler about recycling oil filters.
❑ Store cracked batteries in a non -leaking secondary container. Do this with all cracked batteries, even if you think all the acid has drained out. If you drop a battery, treat it as if it is cracked. Put it into the containment area until you are sure it is not leaking.
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Vehicle and Equipment Fueling
❑ Design the fueling area to prevent the run-on of stormwater and the runoff of spills:
Cover fueling area if possible.
Use a perimeter drain or slope pavement inward with drainage to a sump.
Pave fueling area with concrete rather than asphalt.
❑ If dead-end sump is not used to collect spills, install an oil/water separator. ❑ Install vapor recovery nozzles to help control drips as well as air pollution. ❑ Discourage "topping -off of fuel tanks.
❑ Use secondary containment when transferring fuel from the tank truck to the fuel tank.
❑ Use absorbent materials on small spills and general cleaning rather than hosing down the area. Remove the absorbent materials promptly. ❑ Carry out all Federal and State requirements regarding underground storage tanks, or install above ground tanks.
❑ Do not use mobile fueling of mobile industrial equipment around the facility; rather, transport the equipment to designated fueling areas.
❑ Keep your Spill Prevention Control and Countermeasure (SPCC) Plan up-to-date. ❑ Train employees in proper fueling and cleanup procedures.
Industrial Spill Prevention Response
For the purposes of developing a spill prevention and response program to meet the stormwater regulations, facility managers should use information provided in this fact sheet and the spill prevention/response portions of the fact sheets in this handbook, for specific activities.
The program should:
❑ Integrate with existing emergency response/hazardous materials programs (e.g., Fire Department).
❑ Develop procedures to prevent/mitigate spills to storm drain systems. ❑ Identify responsible departments.
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o Develop and standardize reporting procedures, containment, storage, and disposal activities, documentation, and follow-up procedures.
o Address spills at municipal facilities, as well as public areas. o Provide training concerning spill prevention, response and cleanup to all appropriate personnel.
References and Resources
California's Nonpoint Source Program Plan. http://www.swrcb.ca.gov/nps/index.html .
Clark County Storm Water Pollution Control Manual. Available online at:
http://www.co.clark.wa.us/pubworks/bmpman.pdf .
King County Storm Water Pollution Control Manual. Available online at:
http://dnr.metrokc.gov/w1r/dss/spcm.htm .
Orange County Stormwater Program, Best Management Practices for Industrial/Commercial Business Activities. Available online at:
http: //ocwatersheds. com/documents/bmp/industrialcommercialbusinessesactivities Santa Clara Valley Urban Runoff Pollution Prevention Program. http://www.scvurppp.org .
The Stormwater Managers Resource Center. http://www.stormwatercenter.net/ .
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Waste Handling & Disposal
SC -34
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
o 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
CMaterial Handling &
.)1 Waste Management
Erosion and Sediment
Controls
Employee Training
Program
Quality Assurance Record
Keeping
e
CALIFORNIA STORMWATER
QUALITY ASSOCIATION'
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❑ 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. o 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
o Prevent stormwater run-on from entering the waste management area by enclosing the area or building a berm around the area.
o Prevent waste materials from directly contacting rain.
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❑ 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.
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❑ 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.
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o Establish procedures to complete logs and file them in the central office.
Potential Capital Facility Costs and Operation & Maintenance Requirements
Facilities
o 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/view- document.html?gid=10557.
New Jersey Department of Environmental Protection, 2013. Basic Industrial Stormwater General Permit Guidance Document NJPDES General Permit No NJoo88315, 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 September 2014
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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/dots/IndBMPo21L13.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-BMP- manual.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.scvurppp- w2k.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/stormvvater/swsectors.cfm .
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Whitewater River Region WQMP
TTM 38971 -Rancho Mirage, CA
Appendix E
Soils Report
1425
Sladden Engineering
45090 Golf Center Parkway, Suite F, Indio, CA 92201 (760) 863-0713 Fax (760) 863-0847 6782 Stanton Avenue, Suite C, Buena Park, CA 90621 (714) 523-0952 Fax (714) 523-1369 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 www. Sladdenengineering. com
December 7, 2022
Evangelos Pistiolis
40-315 Cholla Lane
Rancho Mirage, California 92270
Project: Proposed Residential Subdivision
APN's 689-130-005, 014,017,018
APN's 689-090-003 & 689-140-022
Peterson Road
Rancho Mirage, California
Subject: Geotechnical Update
Project No. 544-22493
22-12-717
Ref: Geotechnical Investigation report prepared by Sladden Engineering dated October 19, 2010; Project No. 544-10159, Report No. 10-10-237
In accordance with your request, we have reviewed the above referenced Geotechnical Investigation report as it relates to the design and construction of the residential subdivision proposed for the approximately 20 -acre site (identified as APN's 689-130-005, 014,017,018, 689- 090-003 & 689-140-022) located on Peterson Road in the City of Rancho Mirage, California. It is our understanding that the proposed residential structures will be of relatively lightweight wood -frame or light gauge steel -frame construction and will be supported by conventional shallow spread footings and concrete slabs on grade.
The referenced report includes recommendations pertaining to the construction of residential structure foundations. Based upon our review of the referenced report, our previous experience of the project site and our understanding of the proposed construction, it is our opinion that the structural values and remedial grading recommendations included in this report remain applicable for the design and construction of the residential subdivision development.
The proposed residential buildings may be supported upon conventional shallow spread footings. Conventional shallow spread footings should be bottomed into properly compacted engineered fill material a minimum of 12 inches below lowest adjacent grade. Continuous footings should be at least 12 inches wide and isolated pad footings should be at least 2 feet wide.
Continuous footings and isolated pad footings should be designed utilizing allowable bearing pressures of 1800 psf and 2000 psf, respectively. Allowable increases of 250 psf for each additional 1 foot of width and 250 psf for each additional 6 inches of depth may be utilized, if desired. The maximum allowable bearing pressure should be 2500 psf. The recommended allowable bearing pressures may be increased by one-third for wind and seismic loading. 1426
Sladden Engineering
December 7, 2022
-2-
Project No. 544-22493
22-12-717
Static settlement resulting from the anticipated foundation loads should be tolerable provided that the recommendations included in this report are considered in foundation design and construction. The ultimate static settlement is expected to be less than 1.0 inch when using the recommended allowable foundation bearing pressures. As a practical matter, differential static settlement between footings can be assumed as one-half of the total static settlement.
Lateral forces may be resisted by friction along the base of the foundations and passive resistance along the sides of the footings. A friction coefficient of 0.45 times the normal dead load forces is recommended for use in design. Passive resistance may be estimated using an equivalent fluid weight of 300 pcf. If used in combination with the passive resistance, the frictional resistance should be reduced by one third.
The bearing soil is non -expansive and falls within the "very low" expansion category in accordance with 2019 California Building Code (CBC) classification criteria. Slab thickness and reinforcement should be determined by the structural engineer. We recommend a minimum floor slab thickness of 4.0 inches and minimum reinforcement of #3 bars at 24 inches on center in both directions. All slab reinforcement should be supported on concrete chairs to ensure that reinforcement is placed at slab mid -height.
Slabs with moisture sensitive surfaces should be underlain with a moisture vapor retarder consisting of a polyvinyl chloride membrane such as 10 -mil Visqueen, or equivalent. All laps within the membrane should be sealed and at least 2 inches of clean sand should be placed over the membrane to promote uniform curing of the concrete. To reduce the potential for punctures, the membrane should be placed on a pad surface that has been graded smooth without any sharp protrusions. If a smooth surface cannot be achieved by grading, consideration should be given to placing a 1 -inch thick leveling course of sand across the pad surface prior to placement of the membrane.
Minor retaining walls may be necessary to accomplish the proposed construction. Lateral pressures for use in retaining wall design may be estimated using an equivalent fluid weight of 35 pcf for level drained native backfill conditions. For walls that are to be restrained at the top, the equivalent fluid weight should be increased to 55 pcf for level drained native backfill conditions. Back drains should be provided for the full height of the walls. Seismic pressures should be incorporated into any retaining walls greater than 6 feet in height. Seismic deign pressures may be provided once specific wall heights and locations are known.
The seismic design category for a structure may be determined in accordance with Section 1613 of the 2019 CBC or ASCE7-16. According to the 2019 CBC, Site Class D may be used to estimate design seismic loading for the proposed structures. The 2019 CBC Site Specific Seismic Hazard Analyses are attached. The project Structural Engineer should verify that all design parameters provided are applicable for the subject project.
Sladden Engineering
December 7, 2022
-3- Project No. 544-22493
22-12-717
In order to provide for firm and uniform foundation bearing conditions, the primary foundation bearing soil should be over -excavated and recompacted. Over -excavation should extend to a minimum depth of 5 feet below existing grade or 5 feet below the bottom of the footings, whichever is deeper. Once adequate removals have been verified, the exposed native soil should be moisture conditioned to near optimum moisture content and compacted to at least 90 percent relative compaction. The previously removed material may then be placed in thin lifts at near optimum moisture content and compacted to at least 90 percent relative compaction compacted engineered fill. Removals should extend at least 5 feet laterally beyond the footing limits.
We appreciate the opportunity to provide service to you on this project. If you have any questions regarding this letter or the referenced report, please contact the undersigned.
Respectfully submitted,
MADDEN ENGINEERING
Brett L. Anderson
Principal Engineer
SER/cg
Copies:
pdf/ Addressee
Matthew J. Cohrt
Principal Geologist
•
MATTHEW J. C0HRT 'o
2634
Sladden Engineer►ng
Pr oject:
Project Number:
Client:
Site L at./Long:
Co ntro lling Seismic S ource:
REFERENCE
Site Class
Site Class D - Table 11.4-1
Site Class D - 21,3(ii}
0.2*(SL1/S1os)
SDl/Svs
Fundamen tal Perio d 42.8. 2)
Seismic Design Maps or Fig 22-14
quation 11. 4-4 - 2/3*S,ai
NEquation 11. 4-2 - Fv* S3
Peterson Road, Rancho Mirage
544-22493
E vangelos Pisti olls
33.7690/-116 .4391
San A ndre as
NOTATI ON
C, D, D defa ult, or E
Fa,
VALUE
D measured
1.0 Fy, 2 .5
To 0 .140
Ts
T
TL
5111
SM 1
0.698
Period
8 0.7095'
1,0642'
RISK COEFFICIENT
Cr - At Pera ds https://seismicmaps.org/
PROBABILISTIC SPECTRA'
2% in 50 year Exceedence
Sladden Engineering
Period
UGHiu1
K IWI
Max Directional,
Scale Factor
Probabilistic
MCE
0.010
0.844
0.816
1.19 0.971
0.100
L418
L392
1.19 L656
0,200
L868
1.853
120
2.224
0 .300
2.145
2.050
1 .22
2301
0.500
2.123
1 .967
123
2.419
0.750
1.750
1.606
1.24 1 .991
L000
1.497
1.346
1.24 1669
2. 000
0.867
0.770
1,24
0355
3.000
0.597
0327
1,25
0 .659
4.000
0.441 ,
0.386
1.25 0.4.83
5.000
0.33'
0 2:9 7
L2&
Probabilistic PGA: O 844
Is Probabilistic Sap,,„l<1.2F? NO
Pr oject No: 544-22493
1 Data Sources:
hea+thcuake uses Go v/h azards/interacti ve
httPs:Preartho ua ke .0 sx s.ttrav/des i Rnanaps/ream/
2 Stahl -Baker RotD100/RotD50 Factors (2014)
3. 00
2.50 2.00
1 100
0.50 0.00
0.000
1. 000
PROBABILISTIC MCER
SPECTRAL RESPONSE ACCELERATIONS
2.000 3.000
Period (seconds)
4.000
t LAGHM
-i • RTHM
—FProbabiRsdc MCER
5 .000
OETERMiNISTICSPECTRUM
tartest Amplitudes of €toned Motio ns Ccttsid ering All Sources C alculated usi ng Weighted Mean of Atten uat ion Equations' C ontrolling S ource: San Andreas
Sladden Engineering
Is Prob abilistic ale®)<1.2Fa?
NO
Period
Determi nistic PSa
Median + to f or 5%
Damping
Max Directional Scale
Fact or
Deterministic MCE
Secti on 21 .12
Sealing Fact or
Applied
0.010
0.649
1.19 0.772
0.772
0.020
0.650
1.19 0.773
0 .773
0.030
0.660
1.19 0.785
0 .785
0.050
0.704
1.19 0.837
0.837
0.07'5
0.846
1.19 1 .007
1 .007
0.100
1.006
1.19 1.197
1,197
0.150
1.241
1.20 1.490
1.490
0. 200
1.391
1 .20
1.669
1 .669
0. 250
1.491
1.21 L804
1.804
0. 300
1543
1.22 1 .882
1.882
0. 400
1.550
1.23 1.907
1.907
0.500
1.496
1 .23
L840
1.840
0.750
1.206
1.24 1.495
1 .495
1.030
1.010
1 .24
1.25 2
1.252
1.500
0. 727
1.24 0.901
0.901.
2.000
0. 555
1 .24
0 .688
0.68.8 3.000
0.381
1.25 0.476
0.476
4.000
0.270
1.25 0 .337
0.337
5.000
0. 201
1.26 0.253
0.253
Project No: 544-22493
IsDeeerminsticSal,,,,oi<1 .5'F a? NO
Section 21.2.2 Scaling Factor:' N/A
Determi nistic PGA: 0.649
Is Deterministic PGA a-F„G,,'0.5? YES
hNGAWrst 2 GMVE w ork sh eet and
[Uniform California Earthquake R apture
Forecast Ver sion 3 (UCERF3)-Time
Dep endent Model
Sha..hi-Baker R otO1fl lRotD50 Fa ctors
[20141
150
ZOO _
LSO
c
0 a
L OO
0 G.DR
DECERIVIINISTIC MCER
SPECTRAL RESPONSE ACCELERATIONS
0. 000 LOGO
20(70 3. 000
Period (se con ds)
4.000 5.000
— a—Deterministic
MOOR
W
N
SITE SPECIFIC SPECTRA
Period
Prob abilistic
ma
Deterministic
ma
Site -Specific
ma
Design Resp onse
Spectrum (Sa)
0.010
0.971
0.772
0.772
, -
0.100
1.656
1.297
1.197
0.798
0.200
2.224
1.669
1 .669
1 .113
0.300
2.501
1.8.82 1 .882
1.255
0.500
2.419
1.840
1 .840
1.226
0.750
1.991
2.495
1 .495
0.997
1.000
1.669
1. .252
1252
0.835
2. 000
0. 955
0 .688
0 .688
0.459
3.000
0. 659
0.476
0.476
0,317
4.000
0.483
0.337 I
0,337
0.225
5. 000
0.374
0.253
I 0,253
0.169
SDS:
SD1:
SMS:
SM1:
Site Spe cific PGAm:
Site Class:
ASCE 7-16: Section 21.4
Site Specific
Calculated De sign
Value Value
1.129
0.952
1. 694
1. 429
0. 649
Seismic De sign Category - Short*
Seismic Design Category - 15*
* Risk Categories I, IR or III
Sladden E ngineering
1.129
0.952
1.694
1.429
0.649
D measured
D
D
Period
ASCE 7 SECTION 11 .4.6
General Spectrum
General
Response Spectrum
0.005
0.428
0 .343
0.010
0 .450
0.360
0.020
0.494
0 .395
0 .030
0 .537
0.430
0.050
0.625
0.500
0.060
0 .668
0 .535
0.075
0.734
0 .587
0 .090
0.799
0,639
0.100
0 ,843
0.674
0.110
0.887
0.709
0 .120
0.930
0 .744
0136
1.000
0.800
0.150
1.016
0 .813
0.160
1.016
0.813
0.170
1.016
0 .813
0.180
1.016
0.813
0.200
1 .016
0 .813
0.250
1.016
0.813
0 .300
1.016
0.813
0 .400
1.016
0813
0.500
1.016
0 .813
0.600
1.016
0.813
0 .690
1 .016
0.813
0.750
0.946
0.757
0 .850
0.835
0.668
0.900
0.788
0.631
0.950
0 .747
0397
1.000
0.709
0.568
1..500
0.473
0.378
2.000
0.355
0.284
3.000
0.236
0.189
4.000 I
0.177
0.142
5.000
0.142
0,114
Project No 544-22493
3.00 2.50
2. 00
1.00 0.50
0.00 SPECTRAL
RESPONSE ACCELERATIONS
`V
1_
i
L
■I
1 0.000
1.000
2.000 3.000
Pe riod (seconds)
4.000
5.000
�— Probabilistic MICE
--�� Deterministic NICE
A� Site -Specific NICE
— Design R esponse Spectrum.
X — ASCE 7 Section 11.4 .6 General Spectrum
—l-- 80 % General Respons e Sp ectr um
Whitewater River Region WQMP
TTM 38971 -Rancho Mirage, CA
Appendix F
Hydrology Report, Structural BMP and/or Retention Facility Sizing Calculations and Design Details
1434
PRELIMINARY HYDROLOGY STUDY
for
TENTATIVE TRACT MAP 38971
RANCHO MIRAGE, CALIFORNIA
Prepared for:
Horti Caesaris LLC
9401 Wilshire Blvd., 12th Floor
Beverly Hills, CA 90212-2928
Prepared by:
FOMO TOR
ENGINEERING
225 S. Civic Drive, Suite 1-5
Palm Springs, California 92262
Phone (760)323-1842
Fax (760)323-1742
July 9, 2024
1435
Table of Contents
I. Report
II. Reference Material
a. Vicinity Map
b. Flood Insurance Rate Map ( U.S. Department of Homeland Security Federal Emergency Management Act Map Service Center)
c. Hydrologic Soils Group Maps (From US Department of Agriculture Soil Conservation Service)
d. Point Precipitation Frequency (National Oceanic and Atmospheric Administration's Precipitation Frequency Data Server)
e. City of Rancho Mirage Retention Basin Standard Detail 310. f. Impervious Cover for Developed Areas — Plate D-5.6 (RCFC&WCD Hydrology Manual).
g. Runoff Index— Plate D-5.5-Pg 1 (RCFC&WCD Hydrology Manual). h. Pervious Area Loss Rate — Plate E-6.2 (RCFC&WCD Hydrology Manual).
i. SUH Shortcut Method Basin and Runoff Calculation Spreadsheet VI. Exhibit
i. Preliminary Hydrology Exhibit
1436
FOMOTOR ENGINEERING Preliminary Hydrology Study
Tentative Tract Map 38971
PRELIMINARY HYDROLOGY STUDY
FOR TENTATIVE TRACT MAP 38971
PROJECT SITE LOCATION
The 20.05 -acre 16 lot proposed Tentative Tract Map site is located on Peterson Road, west of Mirage Cove Drive, in the City of Rancho Mirage, County of Riverside, California. The proposed development site lies in Section 2, T5S, R5E, and SBBM, with APNs: 689-090-003, 689-130-004, -005, -013, -014, -017, -018 and 689-140-022.
PROJECT SITE DESCRIPTION
The project site is presently vacant. Existing elevations vary from 264 down to 257 with a slight slope. The site is entirely composed of Hydrologic Soil Type "A". A Tentative Tract Map is proposed on this site. The project site area is in shaded Zone X, which is described as: "2% Annual Chance Flood Hazard, Areas of 1% annual chance flood with average depth less than one foot or with drainage areas of less than one square mile". (See Riverside County Flood Insurance Rate Map numbers 06065C1589G and 06065C1595G, Effective August 28, 2008, in Reference Materials).
PURPOSE
Each proposed lot within the project site was separately analyzed for proposed condition basin capacity using Synthetic Unit Hydrograph Shortcut Method for the 1, 3, 6, and 24 -hour duration 100 -year storm event to determine the worst -case contributing runoff volume. This computed runoff volume was used to size a proposed retention basin for each lot as per City of Rancho Mirage Standard Detail 310 for Retention Basins. The runoff from each proposed onsite area would be directed via swale system to the proposed retention basin. Adjacent half street frontage was added to the runoff area of each lot.
METHODOLOGY
The materials included with this study are presented to satisfy the criteria set forth in the Riverside County Flood Control & Water Conservation District (RCFC & WCD) Hydrology Manual. The onsite/offsite post - developed condition design runoff volume was determined using the worst of the 1, 3, 6, and 24 -hour duration storm for the 100 -year event. Peak discharges of the 100 -year storm event will be determined with the Rational Formula. Synthetic Unit Hydrograph (SUH) calculations were performed in accordance with RCFC & WCD criteria. The Hydrologic Soil Group area was determined with the Natural Resources Conservation Service's National Cooperative Soil Survey (See Reference Material). Point precipitation frequency data was obtained with the National Oceanic and Atmospheric Administration's (NOAA) Precipitation Frequency Data Server from Atlas 14 (See Reference Material.). The NOAA point precipitation data of the 100 -year event will be plotted on a log -log plot to obtain the slope of intensity duration curve which will be used in the Rational Method analysis. Any necessary storm drains will be modeled with the computer modeling software, Hydraflow Storm Sewers Extensions for AutoCAD Civi13D 2024, by Autodesk, Inc. Any necessary storm drain inlets will be sized as per AutoCAD Hydraflow Express Extension, Version 12.
FOMOTOR ENGINEERING
Preliminary Hydrology Study
Tentative Tract Map 38971
RESULT OF SYNTHETIC UNIT HYDROGRAPH ANALYSIS
Summary of results of the Synthetic Unit Hydrograph (SUH) analysis are as follows:
Please refer to the attached Hydrology Plan, and SUH Calculation Spreadsheets in the Reference Materials Proposed Onsite and Offsite Area Runoff to Basins
BASIN ID
CONTRIBUTING
AREA (ACRES)
(STREET
OFFSITE
FRONTAGE
0.09AC)
STORM
FREQUENCY
(YEAR)
DURATION
(HOUR)
PEAK
RUNOFF
STORAGE
VOLUME VS
INFILTRATION
(CU -FT) -POST
DEV
BASIN
CAPACITY
(CU -FT)
BASIN
DEPTH
(FT)
PEAK
BASIN
WATER
DEPTH
(FT)
LOT 1
1.09(1.00+0.09)
100
1 7,307
8,996
4 3.25
LOT 2
1.16(1.07+0.09)
100
1 7,777
8,239
4 3.78
LOT 3
1.18(1.09+0.09)
100
1 7,911
8,239
4 3.84
LOT 4
1.18(1.09+0.09)
100
1 7,911
8,239
4 3.84
LOT 5
1.18(1.09+0.09)
100
1 7,911
8,239
4 3.84
LOT 6
1.25(1.16+0.09)
100
1 8,380
8,471
4 3.96
LOT 7
1.25(1.16+0.09)
100
1 8,380
8,471
4 3.96
LOT 8
1.07(0.98+0.09)
100
1 7,173
8,239
4 3.48
LOT 9
1.07(0.98+0.09)
100
1 7,173
8,239
4 3.48
LOT 10
1.23(1.14+0.09)
100
1 8,246
8,331
5 4.95
LOT 11
1.45(1.36+0.09)
100
1 9,721
9,830
5 4.94
LOT 12
1.64(1.55+0.09)
100
1 10,995
11,159
5 4.93
LOT 13
1.12(1.03+0.09)
100
1 7,508
8,239
4 3.65
LOT 14
1.12(1.03+0.09)
100
1 7,508
8,239
4 3.65
LOT 15
1.12(1.03+0.09)
100
1 7,508
8,239
4 3.65
LOT 16
1.11(1.02+0.09)
100
1 7,441
8,239
4 3.61
DISCUSSION
Basin infiltration was not used to size the retention basins. A percolation test will be performed in the future. The 1 -hour storm was determined to be the worst case of the 1, 3, 6, and 24 -hour duration 100 -year storm events for the Synthetic Unit Hydrograph analysis. In general, each lot will have an independent retention basin sized to contain the 100 -year 1 -hour runoff from each respective lot as well as the adjacent half -street frontage. Each basin will be four to five feet deep with 3 to 1 side slopes and receive runoff from swale flow (See SUH Shortcut Calculations and Preliminary Hydrology Plan in the Reference Materials).
The impermeable area used for calculations was based on a 1 -acre residential lot from Plate D-5.6 of the RCFC&WCD Hydrology Manual and the adjacent half -street frontage was added. The Runoff Index was selected from Plate D-5.5 (1 of 2) of the RCFC&WCD Hydrology Manual.
July 9, 2024
REFERENCE MATERIAL
1439
Google Maps Peterson Rd & Mirage Cove Dr
s Cafe
fast • 5S
Victoria's, Attic Antiques
Desert Specialty Grou
3 Enzus R
Lincoln Downs St
Tanforan
o
C5
Tropical Park St
a
o o`
✓ a cc
m o
?o u
E _
o z
To
Mirage Cove Dr Mirage Cove Dr
nsignments
-rage
a. •55
Grea
Official touriat
6 Las Casuelas Nuevas
ran • SS
Springs
the area
Exterior Mu ns
Outd¢cr Furn r
outdoor rumiture ore
Via Florencto
Vista'Cove at
Rancho Mirage
Ridgeline Way.
co Desert Cove Ave
is
Public Storage
Santa Rosa Villa
9 Jnnrpr,
Carla Ln • t ;or,gle
48 Rancho Mirage RV
•4
& Mobile Village
Morningside
Community Association
\The Club at Momingslde
11 9
Map data ©2024 Google 200 ft
National Flood Hazard Layer FIRMette
FEMA Legend
116°26'38"W 33°46'7"N
Feet
116°26'W 33°45'37"N
0 250
500
1,000
1,500
2,000
1:6,0
SEE FIS REPORT FOR DETAILED LEGEND AND INDEX MAP FOR FIRM PANEL LAYOUT
SPECIAL FLOOD
HAZARD AREAS
Without Base Flood Elevation (BFE)
Zone A, V. A99
With BFE or Depth Zone AE. Ao. AH. VE, AR
Regulatory Floodway
OTHER AREAS OF
FLOOD HAZARD
OTHER AREAS
GENERAL
STRUCTURES
OTHER
FEATURES
MAP PANELS
9 0.2% Annual Chance Flood Hazard, Areas
of 1% annual chance flood with average
depth less than one foot or with drainage
areas of less than one square mile zone x
% Future Conditions 1% Annual
Chance Flood Hazard ZoneX
Area with Reduced Flood Risk due to
Levee. See Notes. zone x
Area with Flood Risk due to Levee zone o
NO SCREEN Area of Minimal Flood Hazard zonex
Effective LOMRs
Area of Undetermined Flood Hazard Zone D
- — - - Channel, Culvert, or Storm Sewer
Willi Levee, Dike, or Floodwall
O 20.2 Cross Sections with 1% Annual Chance
17S Water Surface Elevation
o - - - Coastal Transect
+ au Base Flood Elevation Line (BFE)
Limit of Study
Jurisdiction Boundary
Coastal Transect Baseline
- - Profile Baseline
Hydrographic Feature
Digital Data Available
No Digital Data Available
Unmapped
The pin displayed on the map is an approximate
point selected by the user and does not represent
an authoritative property location.
This map complies with FEMA's standards for the use of
digital flood maps if it is not void as described below.
The basemap shown complies with FEMA's basemap
accuracy standards
The flood hazard information is derived directly from the authoritative NFHL web services provided by FEMA. This map was exported on 6/11/2024 at 4:17 PM and does not
reflect changes or amendments subsequent to this date and time. The NFHL and effective information may change or
become superseded by new data over time.
This map image is void if the one or more of the following map elements do not appear: basemap imagery, flood zone labels, legend, scale bar, map creation date, community identifiers, FIRM panel number, and FIRM effective date. Map images for unmapped and unmodernized areas cannot be used for
regulatory purposes.
Basemap Imagery Source: USGS National Map 2023
33° 45 57" N
S
v
0 Hydrologic Soil Group —Riverside County, Coachella Valley Area, California (North Area)
Map Scale: 1:2,470 if printed on A portrait (8.5" x 11") sheet, 35 70
140
552100
Meters
210
Feet
0 100 200 403 600
Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 552160
552160
USDA Natural Resources
Conservation Service
National C60p1r42i1 Survey
1/4/2024
Hydrologic Soil Group —Riverside County, Coachella Valley Area, California (North Area)
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Lines
0 -• A
A/D
•�_� C/D
D
r Not rated or not available
Soil Rating Points
▪ A
O
■
•
A/D
B
B/D
o C/D
� D
▪ Not rated or not available
Water Features
Streams and Canals
Transportation
▪ } - Rails
ti 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 15, Aug 30, 2023
Soil map units are labeled (as space allows) for map scales 1:50,000 or larger.
Date(s) aerial images were photographed: Mar 15, 2022 —May 28, 2022
The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident.
USDA Natural Resources
Conservation Service
National Cbopra e�66iI Survey
1/4/2024
Hydrologic Soil Group —Riverside County, Coachella Valley Area, California North Area
Hydrologic Soil Group
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
CpA
Coachella fine sand, 0
to 2 percent slopes
A
13.0 100.0%
Totals for Area of Interest
13.0 100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff. None Specified
USDA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
1/4/2024
1444
33° 46' 0" N
33° 45 53" N
N
551810
551870
Hydrologic Soil Group —Riverside County, Coachella Valley Area, California (South Area)
551930
551990
551870 551900 551930 551960 551990 552020 552050 552080 Map Scale: 1:1,660 if printed on A landscape (11" x 8.5") sheet. 0 20 40
Feet
0 50 100 200 300
Map projection: Web Mercator Comer coordinates: WGS84 Edge tics: UTM Zone 11N WGS84 80 Meters
120
552110
552110
33° 46' 0" N
33° 45 53" N
USDA Natural Resources
Conservation Service
National C6op4aaife5il Survey
1/4/2024
Hydrologic Soil Group —Riverside County, Coachella Valley Area, California (South Area)
MAP LEGEND MAP INFORMATION
Area of Interest (AOI)
Area of Interest (AOI)
Soils
Soil Rating Polygons
A
A/D
B
B/D
C
C/D
D
Not rated or not available
Soil Rating Lines
0 -• A
A/D
•�_� C/D
D
r Not rated or not available
Soil Rating Points
▪ A
O
■
•
A/D
B
B/D
o C/D
� D
▪ Not rated or not available
Water Features
Streams and Canals
Transportation
▪ } - Rails
ti 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 15, Aug 30, 2023
Soil map units are labeled (as space allows) for map scales 1:50,000 or larger.
Date(s) aerial images were photographed: Mar 15, 2022 —May 28, 2022
The orthophoto or other base map on which the soil lines were compiled and digitized probably differs from the background imagery displayed on these maps. As a result, some minor shifting of map unit boundaries may be evident.
USDA Natural Resources
Conservation Service
National C6opprrekeil Survey
1/4/2024
Hydrologic Soil Group —Riverside County, Coachella Valley Area, California South Area
Hydrologic Soil Group
Map unit symbol
Map unit name
Rating
Acres in AOI
Percent of AOI
CpA
Coachella fine sand, 0
to 2 percent slopes
A
7.1 100.0%
Totals for Area of Interest
7.1 100.0%
Description
Hydrologic soil groups are based on estimates of runoff potential. Soils are assigned to one of four groups according to the rate of water infiltration when the soils are not protected by vegetation, are thoroughly wet, and receive precipitation from long -duration storms.
The soils in the United States are assigned to four groups (A, B, C, and D) and three dual classes (A/D, B/D, and C/D). The groups are defined as follows:
Group A. Soils having a high infiltration rate (low runoff potential) when thoroughly wet. These consist mainly of deep, well drained to excessively drained sands or gravelly sands. These soils have a high rate of water transmission.
Group B. Soils having a moderate infiltration rate when thoroughly wet. These consist chiefly of moderately deep or deep, moderately well drained or well drained soils that have moderately fine texture to moderately coarse texture.
These soils have a moderate rate of water transmission.
Group C. Soils having a slow infiltration rate when thoroughly wet. These consist chiefly of soils having a layer that impedes the downward movement of water or soils of moderately fine texture or fine texture. These soils have a slow rate of water transmission.
Group D. Soils having a very slow infiltration rate (high runoff potential) when thoroughly wet. These consist chiefly of clays that have a high shrink -swell potential, soils that have a high water table, soils that have a claypan or clay layer at or near the surface, and soils that are shallow over nearly impervious material. These soils have a very slow rate of water transmission.
If a soil is assigned to a dual hydrologic group (A/D, B/D, or C/D), the first letter is for drained areas and the second is for undrained areas. Only the soils that in their natural condition are in group D are assigned to dual classes.
Rating Options
Aggregation Method: Dominant Condition
Component Percent Cutoff. None Specified
USDA Natural Resources Web Soil Survey
Conservation Service National Cooperative Soil Survey
1/4/2024
1447
NOAA Atlas 14, Volume 6, Version 2
Location name: Rancho Mirage, California, USA*
Latitude: 33.767°, Longitude: -116.4389°
Elevation: 260 ft**
* source: ESRI Maps
** source: USGS
POINT PRECIPITATION FREQUENCY ESTIMATES
Sanja Perica, Sarah Dietz, Sarah Heim, Lillian Hiner, Kazungu Maitaria, Deborah Martin, Sandra Pavlovic, Ishani Roy, Carl Trypaluk, Dale Unruh, Fenglin Yen, Michael Yekta, Tan Zhao, Geoffrey Bonnin, Daniel Brewer, Li-Chuan Chen, Tye Parzybok, John Yarchoan NOAA, National Weather Service, Silver Spring, Maryland PF tabular I PF graphical I Maps & aerials
PF tabular
PDS-based point precipitation frequency estimates with 90% confidence intervals (in inches)1 Duration
5 -min
10 -min
15 -min
30 -min
60 -min
2 -hr
3 -hr
6 -hr
12 -hr
24 -hr
2 -day
3 -day
4 -day
7 -day
10 -day
20 -day
30 -day
45 -day
60 -day
Average recurrence interval (years)
1 2
0.072
(0.060-0.087)
0.117
(0.097-0.142)
0.103
(0.086-0.124)
0.168
(0.140-0.203)
0.124
(0.104-0.150)
0.203
(0.169-0.246)
0.202
(0.169-0.245)
0.330
(0.275-0.400)
0.279
(0.233-0.338)
0.455
(0.379-0.552)
0.374
(0.312-0.453)
0.611
(0.509-0.741)
0.443
(0.369-0.536)
0.721
(0.601-0.875)
0.593
(0.494-0.718)
0.953
(0.794-1.16)
0.733
(0.611-0.888)
1.16 (0.969-1.41)
0.867
(0.768-1.00)
1.36 (1.20-1.57)
0.996
(0.882-1.15)
1.54 (1.36-1.78)
1.06 (0.937-1.22)
1.63 (1.44-1.88)
1.09 (0.966-1.26)
1.67 (1.48-1.93)
1.19 (1.05-1.37)
1.82 (1.61-2.10)
1.26 (1.11-1.45)
1.93 (1.70-2.22)
1.38 (1.22-1.60)
2,14
(1.89-2.47)
1.55 (1.37-1.79)
2.42 (2.14-2.79)
1.70 (1.51-1.97)
2.69 (2.38-3.10)
1.83 (1.62-2.11)
2.91 (2.58-3.36)
5 0.190
(0.157-0.231)
0.272
(0.226-0.330)
0.329
(0.273-0.400)
0.535
(0.444-0.650)
0.738
(0.613-0.898)
0.969
(0.805-1.18)
1.13 (0.940-1.38)
1.47 (1.22-1.79)
1.77 (1.47-2.15)
2.06 (1.81-2.38)
2.32 (2.04-2.68)
2.44 (2.15-2.83)
2.51 (2.21-2.90)
2.73 (2.40-3.16)
2.89 (2.55-3.34)
3.23 (2.85-3.74)
3.68 (3.24-4.26)
4.12 (3.64-4.77)
4.50 (3.97-5.22)
10 0.260
(0.214-0.319)
0.373
(0.307-0.458)
0.451
(0.372-0.553)
0.734
(0.605-0.900)
1.01 (0.835-1.24)
1.30 (1.07-1.60)
1.50 (1.24-1.84)
1.93 (1.59-2.36)
2.30 (1.90-2.82)
2.66 (2.33-3.10)
2.99 (2.62-3.49)
3.16 (2.76-3.68)
3.24 (2.84-3.78)
3.52 (3.08-4.11)
3.74 (3.27-4.36)
4.20 (3.67-4.90)
4.80 (4.20-5.61)
5.41 (4.73-6.32)
5.94 (5.20-6.93)
25 0.378
(0.301-0.479)
0.541
(0.431-0.687)
0.655
(0.521-0.831)
1.06 (0.848-1.35)
1.47 (1.17-1.87)
1.82 (1.45-2.31)
2.07 (1.65-2.62)
2.60 (2.07-3.30)
3.08 (2.45-3.91)
3.54 (3.00-4.26)
3.98 (3.37-4.80)
4.21 (3.57-5.07)
4.33 (3.67-5.22)
4.71 (3.99-5.67)
5.00 (4.24-6.02)
5.65 (4.78-6.80)
6.49 (5.50-7.82)
7.36 (6.24-8.86)
8.12 (6.88-9.77)
50 0.488
(0.380-0.632)
0.699
(0.544-0.906)
100
200
500
1000
0.620
(0.471-0.824)
0.800
(0.590-1.09)
1.27 (0.901-1.82)
1.81 1.24-2.68)
0.888
(0.675-1.18)
1.15 (0.846-1.57)
1.83 (1.29-2.61)
2.60 (1.78-3.84)
0.845
(0.658-1.10)
1.07 (0.816-1.43)
1.39 (1.02-1.90)
2.21 (1.56-3.15)
3.14 2.15-4.65)
1.38 (1.07-1.78)
1.90 (1.48-2.46)
2.28 (1.77-2.95)
1.75 (1.33-2.32)
2.26 (1.66-3.09)
3.59 (2.54-5.13)
5.12 (3.49-7.56)
2.41 (1.83-3.21)
3.12 (2.30-4.26)
4.96 (3.51-7.08)
7.06 4.83-10.4)
2.80 (2.13-3.72)
3.40 (2.51-4.66)
5.01 (3.55-7.15)
7.14 (4.87-10.6)
2.56 (1.99-3.31)
3.10 (2.36-4.12)
3.72 (2.75-5.09)
5.06 (3.58-7.22)
7.21 4.92-10.7)
3.17 (2.47-4.11)
3.72 (2.90-4.83)
4.27 (3.54-5.24)
3.79 (2.88-5.04)
4.48 (3.31-6.14)
5.51 (3.90-7.86)
7.28 (4.97-10.8)
4.42 (3.36-5.88)
5.19 (3.83-7.10)
6.31 (4.46-9.00)
7.35 5.02-10.9)
5.05 (4.10-6.36)
5.91 (4.66-7.64)
7.16 (5.43-9.63)
8.20 (6.02-11.4)
4.80 (3.99-5.90)
5.69 (4.62-7.16)
6.67 (5.26-8.62)
8.09 (6.14-10.9)
9.28 6.81-12.9)
5.09 (4.23-6.26)
5.24 (4.35-6.44)
5.70 (4.73-7.00)
6.05 (4.91-7.62)
7.11 (5.62-9.20)
8.67 (6.58-11.7)
9.99 (7.33-13.9)
6.24 (5.06-7.85)
7.34 (5.80-9.49)
8.97 (6.80-12.1)
10.4 7.59-14.4)
6.78 (5.50-8.54)
7.98 (6.30-10.3)
9.76 (7.40-13.1)
11.3 (8.25-15.7)
6.06 (5.03-7.44)
7.21 (5.84-9.07)
8.48 (6.70-11.0)
10.4 (7.86-14.0)
12.0 8.77-16.6)
6.86 (5.70-8.44)
7.92 (6.57-9.73)
9.02 (7.48-11.1)
8.20 (6.65-10.3)
9.68 (7.64-12.5)
11.9 (9.00-16.0)
13.7 (10.1-19.1)
9A8
(7.69-11.9)
11.2 (8.86-14.5)
13.8 (10.5-18.6)
16.0 (11.7-22.3)
10.8 (8.79-13.6)
12.9 (10.2-16.7)
15.9 (12.1-21.4)
18.5 (13.6-25.8)
9.98 (8.28-12.3)
12.0 (9.76-15.1)
14.3 (11.3-18.5)
17.8 (13.5-24.0)
20.8 15.2-28.9)
1 Precipitation frequency (PF) estimates in this table are based on frequency analysis of partial duration series (PDS).
Numbers in parenthesis are PF estimates at lower and upper bounds of the 90% confidence interval. The probability that precipitation frequency estimates (for a given duration and average recurrence interval) will be greater than the upper bound (or less than the lower bound) is 5%. Estimates at upper bounds are not checked against probable maximum precipitation (PMP) estimates and may be higher than currently valid PMP values.
Please refer to NOAA Atlas 14 document for more information.
Back to Top
PF graphical
1448
PDS-based depth -duration -frequency (DDF) curves
Latitude: 33.7670°, Longitude: -116.4389°
20 — 15
0 :1
4 10
0 E
t
kki
- t
Duration
• f F, rD ri
• ro
"Cl -CI Z7 -CI
A p
2 5 i0 25 50 100 200 500 1000
NOM Atlas 14, Volume 6„ Version 2
Average recurrence interval years)
Created (GMT( Turn May 7 22:42:13 2024
Back to Top
Maps & aerials
Small scale terrain
Cathedral City.
3km
rl
2mi
iR an ch o
Mirage
•
Average recurrence
interval
(years),
2 — 5
— 10
— 25
50 — 100
— 200
500
— 1000
Duration
5-mNt
10 -min
15 -min
30 -min
60 -min
2 -hr
3-11r
6 -hr
12 -hr
24-4 r
2 -day
3 -day
4 -day
7 -day
10 -day
20 -day
30 -day
46 -day
60 -day
Large seal feein
Lancaster
•
•
Palmdale
to
•
?.rietbrville
DSA•
ngeles Riverside4,466,
�
fill
B Anaheim•
Cathedral C 3'
•
Santa• Ane Palm Desertr •Indio
Murrieta •
Oceanside •
100km n Diego
60mi
I
IISJdiI.d
!tor,
Mexicali •
•
Lake l'
ma
•
•
Large scale map
ancaster
.;Palmdale Victcrvilte
Santa CI arita
Los Angeles
0 , Riverside
ft Anaheim {;athedraat
r Beach° `, w•J n€lio
--Santa Arta ',aIm Desert
tn„..,\:\
"' Murrieta
Oceanside
100km
60mi
Large scale aerial
legit Yuma
L.
H
Back to Top
US Department of Commerce
National Oceanic and Atmospheric Administration
National Weather Service
National Water Center
1325 East West Highway
Silver Spring, MD 20910
Questions?: HDSC.Questions(&noaa.gov
Disclaimer
1450
CITY OF RANCH MIRAGE
15' MIN.
AT ACCESS SIDE
Co ▪ z
co
U m
Q
W
F !Li)
L▪ )
J Cj
Q
10 O
SLOPE TO DRAIN
2:1*
MAX.
L2
Li
s
LABEL TOP BANK ELEV. (ALL CORNERS) SLOPE TO DRAIN
100 YR. SURFACE ELEV @ 2% TYP. BUILDING
MAX. DEPTH FS=1.
DESIGN CRITERIA
1' MIN. "FREEBOARD"
FROM BUILDING PAD
MAX. PERCOLATION RATE = 1 "/HR.
MAX. DEPTH AT PEAK STORAGE = 5'
FACTOR OF SAFETY F.S. = 1.0 MINIMUM
ONE FOOT MINIMUM "FREEBOARD" BELOW LOWEST BUILDING PAD TO MAXIMUM WATER LEVEL THE BASIN SHALL BE DESIGNED TO RETAIN THE RUNOFF FROM THE WORST CASE OF THE 1 HR., ,3 HR. 6 HR., OR 24 HR. DURATION, 100 YEAR FREQUENCY STORM.
SEE SHT. 2 OF 2 FOR MINIMUM PLAN REQUIREMENTS
* SLOPES STEEPER THAN 5:1 WILL REQUIRE EROSION CONTROL APPROVED BY THE CITY ENGINEER. (TYPICAL EROSION CONTROL CONSISTS OF CONTINUOUS GROUND COVER LIKE GRASS, OR WASHED ROCK WITH A DIAMETER OF 1" OR LARGER, PLACED TO A DEPTH OF 3" OVER WEED BARRIER CLOTH.)
CITY OF RANCHO MIRAGE
REVISIONS
* 7/5/2012
RETENTION BASIN
�✓` `.►1 7 /A2// -L-
APPROVED : Y: CITY ENGINEER DATE
i _
STANDARD
DETAIL
31 0
SHT. 1 OF 2
A
CITY OF RANCH MIRAGE
AT A MINIMUM. PLANS SHALL INCLUDE THE FOLLOWING INFORMATION:
1. BOUNDARY (LOT LINES) INCLUDING BEARING AND DISTANCES
2. SLOPE SYMBOLS, OR FINISH CONTOURS, WITH SLOPE RATIOS OR PERCENTAGES * 3. ELEVATION LABELS FOR: BOTTOM, WATER SURFACE AT VOL. MAX. FOR 100YR. STORM, AND TOP (HYDROLOGY CALCULATIONS SHALL BE SUBMITTED VERIFYING BASIN AREA, DEPTH, AND VOLUME.)
4. DIMENSIONS (LENGTH, WIDTH AND DEPTH) OR SCALED DRAWING.
5. FINISHED SURFACE ELEVATIONS FOR IDENTIFYING THE FLOW PATHS
6. RIP -RAP OR APPROPRIATE EROSION CONTROL IF SLOPES EXCEED 20% (5:1)
7. ANY STRUCTURES, PIPES, HEADWALLS, RIP -RAP, DRYWELLS, ETC. SHOWN WITH
REFERENCE TO STREET PLANS, STORM DRAIN PLANS, OR GRADING PLANS (A DRYWELL IS RECOMMENDED FOR LARGER RETENTION BASINS AS A WAY OF INTERCEPTING "NUISANCE WATER' THAT MIGHT CAUSE A CONSTANT SWAMPY AREA TO DEVELOP IN THE RETENTION BASIN. FLOWS TO CVWD CHANNELS OR TO LAKES TYPICALLY REQUIRE A DRYWELL TO INTERCEPT STREET RUNOFF. MAINTENANCE IS EASIEST IF THE DRYWELL IS NEAR THE STREET SO VACUUM TRUCKS CAN ACCESS THEM.
SEE STANDARD DRAWINGS 306 AND 311.)
CITY OF RANCHO MIRAGE
REVISIONS
* 7/5/2012
RETENTION BASIN NOTES
7/airt_
AP OVED BY: C ITY ENGINEER DATE
STANDARD
DETAIL
31 0
SHT. 2 OF 2
1452
ACTUAL IMPERVIOUS COVER
Land Use (1)
Range -Percent
Recommended Value
For Average
Conditions-Percent(2;
Natural or Agriculture
Single Family Residential: (3)
40,000 S. F. (1 Acre) Lots
20,000 S. F. (1 Acre) Lots
7,200 - 10,000 S. F. Lots
Multiple Family Residential:
Condominiums
Apartments
Mobile Home Park
Commercial, Downtown
Business or Industrial
0 - 10
10 - 25
30 - 45
45 - 55
45 - 70
65 - 90
60 - 85
80 -100
0 20
40 50
65 80
75 90
Notes:
1. Land use should be based on ultimate development of the watershed.
Long range master plans for the County and incorporated cities should be reviewed to insure reasonable land use assumptions.
2. Recommended values are based on average conditions which may not apply to a particular study area. The percentage impervious may vary greatly even on comparable sized lots due to differences in dwelling size, improvements, etc. Landscape practices should also be considered as it is common in some areas to use ornamental grav- els underlain by impervious plastic materials in place of lawns and shrubs. A field investigation of a study area should always be made, and a review of aerial photos, where available may assist in estimat- ing the percentage of impervious cover in developed areas.
3. For typical horse ranch subdivisions increase impervious area 5 per- cent over the values recommended in the table above.
RCFC & WCD
HYDROLOGY 1M/MA NUAL
IMPERVIOUS COVER
FOR
DEVELOPED AREAS
1453
PLATE D-5.6
RUNOFF INDEX NUMBERS OF HYDROLOGIC SOIL -COVER COMPLEXES FOR PERVIOUS AREAS -AMC II Cover Type (3)
Quality of
Cover (2)
Soil Group
A
B
C
D
NATURAL COVERS -
Poor
78 53
86 70
91 80
93 85
Barren
(Rockland, eroded and graded land)
Chaparrel, Broadleaf
(Manzonita, ceanothus and scrub oak)
Fair
40 63
75 81
Good
31 57
71 78
Chaparrel, Narrowleaf
Poor
71 82
88 91
(Chamise and redshank)
Fair
55 72
81 86
Grass, Annual or Perennial
Poor
67 78
86 89
Fair
50 69
79 84
Good
38 61
74 80
Meadows or Cienegas
Poor
63 77
85 88
(Areas with seasonally high water table,
Fair
51 70
80 84
principal vegetation is sod forming grass)
Good
30 58
72 78
Open Brush
Poor
62 76
84 88
(Soft wood shrubs - buckwheat, sage, etc.)
Fair
46 66
77 83
Good
41 63
75 81
Woodland
Poor
45 66
77 83
(Coniferous or broadleaf trees predominate.
Fair
36 60
73 79
Canopy density is at least 50 percent)
Good
28 55
70 77
Woodland, Grass
Poor
57 73
82 86
(Coniferous or broadleaf trees with canopy
Fair
44 65
77 82
density from 20 to 50 percent)
Good
33 58
72 79
URBAN COVERS -
Good
Poor
32 58
56 74
69 83
75 87
Residential or Commercial Landscaping
(Lawn, shrubs, etc.)
Turf
(Irrigated and mowed grass)
Fair
44 65
77 82
Good
33 58
72 79
AGRICULTURAL COVERS -
76 85
90 92
Fallow
(Land plowed but not tilled or seeded)
R C F C & W C D
�J'
HYDROLOGY MANUAL
RUNOFF INDEX NUMBERS
FOR
PERVIOUS AREA
1454
PLATE D-5.5 (I of 2)
-o
r
rn
m
m
c
4 -n
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13 x m
zi'-lg1__'.10
m
c
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ln
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20 1.0
.9
.8
.7
NOTES:
I. R.I. Number -Infiltration relationships are derived from rainfall - runoff relationships in Bibliography item No.36.
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1 of 6
HYDROLOGY CALCULATIONS -
Using the RCFC&V\CD Short Cut Unit Hydrograph Method
Area Designations Prea 1 VERSION 2
Area=1.00ac+0.09actyp street frontage=1.09ac
57/2024 LOT 1
DrainageArea(ac.) 1.0900 JOB NUM3ER 22106
Unit tine (rrinutes) 5 5 5 15
100 Year Storm Duration (hrs) 1 3 6 24
Total Predpitaticn (Plates D -4.4,E-5.2, 5.4, 5.6)(in.) 2.41 3.10 3.79 5.05 from NQAA interactive website Soils Gaup A
MAC index II Runoff Nurrber (plate E-6.1) 32
Rate E-6.2 Pervious Area Lass Rate (Fp)(in(Ir) 0.74 (AMC II) Percentage of Inpervious Cover (A)(%) (plate E-6.3) 26.6 20% per the RCFC Hydrology Manual 1AC LOT -PLATE D 5.6 AND 0.09AC TYPICAL STREET FRONTAGE V\kighted Average res Rate (F=Fp(1-.9A))(in./hr.) 0.56 (used for 1, 3, and 6 hour storm the 24 hour storm uses variable maximum loss rate per plate E-1.1 (3 of 6)) Low Loss Rate Percent (%) 90
Retention Basin Peroolation Rate (in/hr) 0.01 (also used for drywall pennlation rate) Percolation is taken incrementally.
Basin volume is calculated using the"truncated pyramid" formula, a more conservative estimate than "averaged end areas" sometir used program updated 4-14-22 LC
(DrywelI can be "zeroed out" by reducing numbers to less than .001, but should not entered as zeros or program chokes.) DrywelI storage indudes 40%of the 1' wide rock bed surrounding the drywall: formula (upperrPftr(diam/2)A2+(lower)*Pft)*((diam/2r2+0.41(diam/2+(grav+0.4166))"2-(diam/2+0.4166)A2)) The drywall wall thickness is assumed at 5" (0.4166) and the gravel bed width is variable "gray" Drywell iS zeroed out by reducing to 0.001 since there is none.
Drywell design factors Upper sec. (ft.)= 0.001 Lower sec. (ft.)= 0.001 Ring diam. (ft.) = 0.001 Drywell lower max. (cf)= 0.00 Upper max.(cf)= 0.00 Gavel bed width around drywalI= 0.001
Drywall total(cf)= 0.00
Ret. Basin design (area, depth) Top = 3702 s.f. Bot. = 1062 s.f. Max. Depth (d)= 4 Max. storage= 8995.74 (d/3)*(bottomi-topF(bottorrfltoprO.50) Formulas vol(h/3)*(bottom+top+(bottom*top)A0.50) area400ttor +(h/d)*(top-bottom) h=(vol*3)/(bottom+top+(bottom*top)A0.5) (values must be non -zero or error occurs) Outside input from: N/A 3.25
1 Hour Storm in 5 minute increments Drywall Drywall Drywall Drywall Overflow Basin Basin Basin Tirre Pattern Storm I nos Rate Value Effective Flow Flaw Outside Retention Pedal Storage Storage To Retention Period Storage Storage Overflow Overflow % Rain (ir✓hr Max. Mn. Ran (in/hr Rate (cfs) Vd. (cf) Input (cf) Area (sf) Pam. (d; Vd. (cf) Depth (ft) Basin (cf) Area (sf) Pero. (cf) Vd. (d) Depth (ft Vd. (d) Rate (cfs) 0:05 3.7 1.0700 0.5628 N/A 0.5072 0.5575 167.24 0.00 a00 0.00 0.00 0.00 167.24 106200 0.07 167.16 0.07 0.00 0.00 0:10 4.8 1.38PO 0.5678 N/A 0.8253 0.9071 272.13 0.00 0.00 0.00 0.00 0.00 272.13 1111.06 0.08 439.21 0.20 0.00 0.00 0:15 5.1 14749 0.5628 N/A 0.9121 1.0024 300.73 0.00 a00 0.00 0.00 0.00 300.73 1190.90 0.08 739.86 0.33 0.00 0.00 0:20 4.9 1.4171 0.5678 N/A 0.8542 0.9389 281.66 0.00 0.00 0.00 0.00 0.00 281.66 1279.13 0.09 1021.44 0.45 0.00 0.00 0:25 6.6 1.9087 0.5628 N/A 1.3459 1.4792 443.77 0.00 a00 0.00 0.00 0.00 443.77 1361.76 0.09 1465.11 0.65 0.00 0.00 0:30 7.3 21112 0.5678 N/A 1.5483 1.7017 510.52 0.00 0.00 0.00 0.00 0.00 510.52 1491.97 0.10 1975.53 0.88 0.00 0.00 0:35 8.4 2.4293 0.5628 N/A 1.8664 20514 615.41 0.00 a00 0.00 0.00 0.00 615.41 1641.76 0.11 2590.82 1.15 0.00 0.00 0:40 9 2.6028 0.5628 N/A 2.0400 2.2421 672.62 0.00 0.00 0.00 0.00 0.00 67262 182233 0.13 3263.32 1.45 0.00 0.00 0:45 12.3 3.5572 0.5628 N/A 2.9943 3.2910 987.30 0.00 0.00 0.00 0.00 0.00 98730 2019.69 0.14 4250.48 1.89 0.00 0.00 0:50 17.6 5.0899 0.5628 N/A 4.5271 4.9756 1492.69 0.00 0.00 0.00 0.00 0.00 149269 2309.40 0.16 5743.01 255 0.00 0.00 0:55 16.1 4.6561 0.5628 N/A 4.0933 4.4989 1349.66 0.00 0.00 0.00 0.00 0.00 1349.66 2747.41 0.19 7092.48 a15 0.00 0.00 1:00 4.2 1.2146 0.5628 N/A 0.6518 0.7164 214.91 0.00 0.00 0.00 0.00 0.00 214.91 3143.44 0.22 7307.17 3.25 0.00 0.00 MAX DEPTH 0 0.0000 0.5628 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3206.45 0.22 7306.95 3.25 0.00 0.00 0 0.0000 0.5628 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3206.39 0.22 7306.73 3.25 0.00 0.00 1:15 0 0.0000 0.5628 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3206.32 0.22 7306.50 3.25 0.00 0.00 Total volume (cf) 7308.64 Total Overflow(cf) 0.00
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1 of6
HYDROLOGY CALCULATIONS -
Using the RCFC&V\CD Short Cut Unit Hydrograph Method
Area Designations Area 1 VERSION 2
Area=1.07ac+0.09ac typ street frontage=1.16ac
57/2024 LOT 2
Drainage Area (ac.) 1.1600 JOB NUM3ER22106
Unit tine (rrinutes) 5 5 5 15
100 Year Storm Duration (hrs) 1 3 6 24
Total Precipitation (Plates D -4.4,E-5.2, 5.4, 5.6)(in.) 2.41 3.10 179 5.05 from NOAA interactive website Sals Croup A
MAC index II Runoff Nurrber (plate E-6.1) 32
Rate E-6.2 Pervious Area Lass Rate (Fp)(ir✓Ir) 0.74 (AMC II) Percentage of InperWous Cover (A)(%) (plate E-6.3) 26.6 20% per the RCFC Hydrology Manuel 1AC LOT -PLATE D 5.6 AND 0.09AC TYPICAL STREET FRONTAGE V'ikighted Average toss Rate (F=Fp(1-.9A))(in./hr.) 0.56 (used for 1, 3, and 6 hour storm the 24 hour storm uses variable maximum Ices rate per plate E-1.1 (3 of 6)) Low Loss Rate Percent (%) 90
Retention Basin Peroolation Rate (in/hr) 0.01 (also used for drywell percdation rate) Percolation is taken incrementally.
Basin volume is calculated using the"truncated pyramid" formula, a more conservative estimate than "averaged end areas" sometiute used program updated 4-14-22 LC
(DrywelI can be "zeroed out" by reducing numbers to less than .001, but should not entered as zeros or program chokes.) DrywelI storage indudes 40%of the 1' wide rock bed surrounding the drywall: formula (upperrPftr(diam/2)A2+(lower)*R0*((diam/2)A2+0.41(diam/2+(grav+0.4166))"2-(diam/2+0.4166)A2)) The drywall wall thickness is assumed at 5" (0.4166) and the gravel bed width is variable "gray" Drywell is zeroed out by reducing to 0.001 since there is none.
Drywell design factors Upper sec. (ft.)= 0.001 Lower sec. (ft.)= 0.001 Ring diam. (ft.) = 0.001 Drywell lower max. (cf)= 0.00 Upper max.(cf)= 0.00 Craver bed width around drywell= 0.001
DrywalI total (cf )= 0.00
Ret. Basin design (area, depth) Top = 3234 s.f. Bot. = 1078 s.f. Max. Depth (d)= 4 Max. storage= 8238.87 (dr3)*(bottom+top+(bottorrilop)'0.50) Formulas vol(h/3)*(bottom+top+(bottomotop)`0.50) are =bottom+(h/d)*(top-bottom) h=(vol"3)/(bottom+top+(bottomlop)A0.5) (values must be non -zero or error occurs) Outside input from: N/A 125
1 Hour Storm in 5 minute increments Drywall Drywall Drywall Drywall Overflow Basin Basin Basin Tine Pattern Storm I res Rate Value Effective Aces Row Outside Retention Period Storage Storage To Retention Period Storage Storage Overflow Overflow % Rain (inihr Max. Mn. Ran (in/hr Rate (cfs) Vd. (cf) Input (cf) Area (sf) Parc. (cf, Vd. (cf) Depth (ft) Basin (cf) Area (sf) Pert. (cf) Vol. (cf) Depth (ft Vol. (cf) Rate (cfs) 0:05 17 1.0700 0.5628 N/A 0.5072 0.5933 177.98 0.00 0.00 0.00 0.00 0.00 177.98 1078.00 0.07 177.90 0.09 0.00 0.00 0:10 4.8 1.18P0 0.5628 N/A 0.8253 0.9653 289.60 0.00 0.00 0.00 0.00 0.00 289.60 1124.55 0.08 467.43 0.23 0.00 0.00 0:15 5.1 1.4749 0.5628 N/A 0.9121 1.0668 320.05 0.00 0.00 0.00 0.00 0.00 320.05 1200.32 0.08 787.39 0.38 0.00 0.00 0:20 4.9 1.4171 0.5628 N/A 0.8542 0.9992 299.75 0.00 0.00 0.00 0.00 0.00 299.75 1284.05 0.09 1087.05 0.53 0.00 0.00 0:25 6.6 1.9087 0.5628 N/A 1.3459 1.5742 472.27 0.00 0.00 0.00 0.00 0.00 472.27 1362.47 0.09 1559.23 0.76 0.00 0.00 0:30 7.3 21112 0.5628 N/A 1.5483 1.8110 543.30 0.00 0.00 0.00 0.00 0.00 543.30 1486.03 0.10 2102.43 1.02 0.00 0.00 0:35 54 2.4293 0.5628 N/A 1.8664 2.1831 654.93 0.00 0.00 0.00 0.00 0.00 654.93 1628.18 0.11 2757.25 1.34 0.00 0.00 0:40 9 2.6028 0.5628 N/A 2.0400 2.3861 715.82 0.00 0.00 0.00 0.00 0.00 71182 1799.53 (112 3472.94 1.69 0.00 0.00 0:45 12.3 15572 0.5628 N/A 2.9943 15024 1050.71 0.00 0.00 0.00 0.00 0.00 1050.71 1986.82 0.14 4523.51 2.20 0.00 (100 0:50 17.6 10899 0.5628 N/A 4.5271 5.2952 1588.55 0.00 0.00 0.00 0.00 0.00 1588.55 2261.74 (116 6111.90 2.97 0.00 0.00 0:55 16.1 4.6561 0.5628 N/A 4.0933 4.7878 1436.33 0.00 0.00 0.00 0.00 0.00 1436.33 2677.40 0.19 7548.05 166 0.00 0.00 1:00 4.2 1.2146 0.5628 N/A 0.6518 0.7624 228.72 0.00 0.00 0.00 0.00 0.00 228.72 3053.22 (121 7776.55 3.78 0.00 0.00 MAX DEPTH 0 0.0000 0.5628 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 311102 0.22 7776.33 178 0.00 0.00 0 0.0000 0.5628 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.03 311296 (122 7776.12 3.78 0.00 0.00 1:15 0 0.0000 0.5628 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 311290 0.22 7775.90 178 0.00 0.00 Total volume (of) 7778.00 Total Overflow (of) 0.00
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24 1 -bur Storm in 15 minute increments Drywall Drywall Drywall Drywell Overflow Basin Basin Basin Time Pattern Storm Loss Rate Value Effective Row Row Outside Retention Penod Storage Storage To Retention Period Storage Storage Overflow Overflow % Rain (irVhr Mex. Mn. Rain (inrhr Rate (cfs) Vd. (cf) Input (ci) Area (sf) Pero. (cf Vol. (ci) Depth (ft) Basin (cf) Area (sf) Perc. (d) Vd. (cf) Depth (ft Vol. (cf) Rate (cfs) 0:15 02 0.04
0:30 (13 0.06
0:45 0.3 0.06
1:00 (14 0.08
1:15 0.3 0.06
1:30 (13 0.06
1:45 0.3 0.06
200 (14 0.08
215 0.4 0.08
230 0.4 0.08
2:45 (15 0.10
a00 0.5 0.10
3:15 (15 0.10
3:30 0.5 0.10
3:45 (15 0.10
4:00 0.6 (112
4:15 (16 0.12
4:30 0.7 0.14
4:45 (17 0.14
5:00 (18 0.16
5:15 0.6 0.12
5:30 0.7 (114
5:45 (18 0.16
6:00 0.8 (116
6:15 (19 0.18
6:30 (19 0.18
6:45 1 0.20
7:00 1 0.20
7:15 1 0.20
7:30 1.1 0.22
7:45 1.2 0.24
8:00 13 026
8:15 1.5 0.30
8:30 1.5 0.30
8:45 1.6 0.32
9:00 1.7 0.34
9:15 1.9 0.38
9:30 2 0.40
9:45 2.1 0.42
10:00 2.2 0.44
10:15 1.5 0.30
10:30 1.5 0.30
10:45 2 0.40
11:00 2 (140
11:15 1.9 0.38
11:30 1.9 (138
11:45 1.7 0.34
12:00 1.8 0.36
12:15 2.5 0.51
12:30 2.6 0.53
12:45 2.8 0.57
0.99 0.04 (10040 (10047 4.25 0.0) 0.00 0.00 0.00 (100 4.25 1078.00 (122 4.03 (1(X) 0.00 0.00
0.98 0.05 (10061 (10071 6.38 0.00 0.00 0.00 0.00 0.03 6.38 1079.05 022 1(118 (100 0.00 (100
0.97 0.05 0.0061 0.0071 6.38 0.00 0.00 0.00 0.00 (100 6.38 1080.66 (123 16.34 0.01 0.00 0.00
0.95 0.07 0.0081 0.0095 8.51 0.00 (100 0.00 0.00 0.00 8.51 108228 023 24.52 0.01 0.00 (100
0.94 0.05 0.0061 (10071 6.38 0.00 0.00 0.00 0.00 (100 6.38 1084.44 0.23 30.77 0.01 0.00 0.00
0.93 0.05 0.0061 0.0071 6.38 0.00 0.00 0.00 0.00 0.03 6.38 1086.05 023 36.92 (102 0.00 (100
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0.87 0.09 0.0101 0.0118 10.63 0.00 0.00 0.00 0.00 0.00 1(163 1098.49 (123 88.72 (104 (100 (100
0.85 0.09 (10101 (10118 10.63 0.00 0.00 0.00 0.00 0.00 10.63 1101.22 (123 99.12 (105 (100 0.00
0.84 0.09 0.0101 0.0118 10.63 0.00 0.00 0.00 0.00 0.00 1(163 1103.94 (123 109.52 (105 (100 0.00
0.83 0.09 (10101 0.0118 10.63 0.00 0.00 (100 0.00 0.00 10.63 1106.66 (123 119.93 (106 (100 0.00
0.82 0.11 0.0121 0.0142 12.76 0.00 0.00 0.00 0.00 0.03 1276 1109.38 (123 132.45 (106 0.0) 0.00
0.81 0.11 (10121 0.0142 12.76 0.00 0.00 (100 0.00 0.00 12.76 1112.66 (123 144.98 (107 (100 0.00
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1 of 6
HYDROLOGY CALCULATIONS -
Using the RCFC&V\CD Short Cut Unit Hydrograph Method
Area Designations Prea 1 VERSION 2
Area=1.09ac+0.09ac typ street frontage=1.18ac
57/2024 LOT 3
DrainageArea(ac.) 1.1800 JOB NUM3ER22106
Unit tine Minutes) 5 5 5 15
100 Year Storm Duration (hrs) 1 3 6 24
Total Predpitaticn (Plates D -4.4,E-5.2, 5.4, 5.6)(in.) 2.41 3.10 a79 5.05 from NOAA interactive website Soils Group A
MAC index II Runoff Nurrber (plate E-6.1) 32
Rate E-6.2 Pervious Area Lass Rate (Fp)(in(Ir) 0.74 (AMC II) Percentage of Inpervious Cover (A)(%) (plate E-6.3) 26.6 20% per the RCFC Hydrology Manual 1AC LOT -PLATE D 5.6 AND 0.0 1C TYPICAL STREET FRONTAGE V\kighted Average r1Ss Rate (F=Fp(1-.9A))(in./hr.) 0.56 (used for 1, 3, and 6 hour storm the 24 hour storm uses variable maximum loss rate per plate E-1.1 (3 of 6)) Low Loss Rate Percent (%) 90
Retention Basin Peroolation Rate (in/hr) 0.01 (also used for drywall percdation rate) Percolation is taken incrementally.
Basin volume is calculated using the"truncated pyramid" formula, a more conservative estimate than "averaged end areas" sometiute used program updated 4-14-22 LC
(DrywelI can be "zeroed out" by reducing numbers to less than .001, but should not entered as zeros or program chokes.) DrywelI storage indudes 40%of the 1' wide rock bed surrounding the drywall: formula (upperrPftr(diam/2)A2+(lower)*Pft)*((diam/2r2+0.41(diam/2+(grav+0.4166))"2-(diam/2+0.4166)A2)) The drywall wall thickness is assumed at 5" (0.4166) and the gravel bed width is variable "gray" Drywell is zeroed out by reducing to 0.001 since there is none.
Drywell design factors Upper sec. (ft.)= 0.001 Lower sec. (ft.)= 0.001 Ring diam. (ft.) = 0.001 Drywell lower max. (cf)= 0.00 Upper max.(cf)= 0.00 Craver bed width around drywalI= 0.001
Drywall total(cf)= 0.00
Ret. Basin design (area, depth) Top = 3234 s.f. Bot. = 1078 s.f. Max. Depth (d)= 4 Max. storage= 8238.87 (d/3)*(bottomi-topF(bottorriloprO.50) Formulas vol(h/3)*(bottom+top+(bottom*top)A0.50) areaApottor +(h/d)*(top-bottom) h=(vol*3)/(bottom+top+(bottom*top)A0.5) (values must be non -zero or error occurs) Outside input from: N/A 3.25
1 Hour Storm in 5 minute increments Drywall Drywall Drywall Drywall Overflow Basin Basin Basin Tirre Pattem Storm I nos Rate Value Effective Flow Flaw Outside Retention Pedal Storage Storage To Retention Period Storage Storage Overflow Overflow % Rain (ir✓hr Max. Mn. Ran (in/hr Rate (cfs) Vd. (cf) Input (cf) Area (sf) Pam. (cf, Vd. (cf) Depth (ft) Basin (cf) Area (sf) Pero. (cf) Vd. (d) Depth (ft Vol. (d) Rate (cfs) 0:05 3.7 1.0700 0.5628 N/A 0.5072 0.61115 181.04 0.00 a00 0.00 0.00 0.00 181.04 1078.00 0.07 180.97 0.09 0.00 0.00 0:10 4.8 1.18P0 0.5678 N/A 0.8253 0.9820 294.60 0.00 0.00 0.00 0.00 0.00 294.60 1125.36 0.08 475.49 0.23 0.00 0.00 0:15 5.1 1.4749 0.5628 NIA 0.9121 1.(1452 325.57 0.00 a00 0.00 0.00 0.00 325.57 1202.43 0.08 800.97 0.39 0.00 0.00 0:20 4.9 1.4171 0.5678 N/A 0.8542 1.0164 304.92 0.00 0.00 0.00 0.00 0.00 304.92 1287.60 0.09 1106.80 0.54 0.00 0.00 0:25 6.6 1.9087 0.5628 NIA 1.3459 1.6014 480.41 0.00 a00 0.00 0.00 0.00 480.41 1367.37 0.09 1586.11 0.77 0.00 0.00 0:30 7.3 21112 0.5678 N/A 1.5483 1.8422 552.67 0.00 0.00 0.00 0.00 0.00 55267 1493.06 0.10 2138.68 1.04 0.00 0.00 0:35 8.4 2.4293 0.5628 N/A 1.8664 2.2207 666.22 0.00 a00 0.00 0.00 0.00 666.22 1637.66 0.11 2804.79 1.36 0.00 0.00 0:40 9 2.6028 0.5628 N/A 2.0400 2.4272 728.16 0.00 0.00 0.00 0.00 0.00 728.16 1811.98 0.13 3532.83 1.72 0.00 0.00 0:45 12.3 3.5572 0.5628 N/A 2.9943 a5627 1068.82 0.00 0.00 0.00 0.00 0.00 1063.82 200249 0.14 4601.51 2.23 0.00 0.00 0:50 17.6 5.0899 0.5628 N/A 4.5271 5.3865 1615.94 0.00 0.00 0.00 0.00 0.00 1615.94 2282.15 0.16 6217.29 3.02 0.00 0.00 0:55 16.1 4.6561 0.5628 N/A 4.0933 4.8703 1461.09 0.00 0.00 0.00 0.00 0.00 1461.09 2704.98 0.19 7678.20 a73 0.00 0.00 1:00 4.2 1.2146 0.5628 N/A 0.6518 0.7755 232.66 0.00 0.00 0.00 0.00 0.00 232 66 3087.28 0.21 7910.64 3.84 0.00 0.00 MAX DEPTH 0 0.0000 0.5628 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3148.11 0.22 7910.43 3.84 0.00 0.00 0 0.0000 0.5628 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3148.05 0.22 7910.21 3.84 0.00 0.00 1:15 0 0.0000 0.5628 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3147.99 0.22 7909.99 3.84 0.00 0.00 Total volume (cf) 7912.11 Total Overflow(cf) 0.00
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1 of 6
HYDROLOGY CALCULATIONS -
Using the RCFC&V\CD Short Cut Unit Hydrograph Method
Area Designations Prea 1 VERSION 2
Area=1.09ac+0.09ac typ street frontage=1.18ac
57/2024 LOT4
DrainageArea(ac.) 1.1800 JOB NUM3ER22106
Unit tine Minutes) 5 5 5 15
100 Year Storm Duration (hrs) 1 3 6 24
Total Predpitaticn (Plates D -4.4,E-5.2, 5.4, 5.6)(in.) 2.41 3.10 a79 5.05 from NOAA interactive website Soils Group A
MAC index II Runoff Nurrber (plate E-6.1) 32
Rate E-6.2 Pervious Area Lass Rate (Fp)(in(Ir) 0.74 (AMC II) Percentage of Inpervious Cover (A)(%) (plate E-6.3) 26.6 20% per the RCFC Hydrology Manual 1AC LOT -PLATE D 5.6 AND 0.0 1C TYPICAL STREET FRONTAGE V\kighted Average r1Ss Rate (F=Fp(1-.9A))(in./hr.) 0.56 (used for 1, 3, and 6 hour storm the 24 hour storm uses variable maximum loss rate per plate E-1.1 (3 of 6)) Low Loss Rate Percent (%) 90
Retention Basin Peroolation Rate (in/hr) 0.01 (also used for drywall percdation rate) Percolation is taken incrementally.
Basin volume is calculated using the"truncated pyramid" formula, a more conservative estimate than "averaged end areas" sometiute used program updated 4-14-22 LC
(DrywelI can be "zeroed out" by reducing numbers to less than .001, but should not entered as zeros or program chokes.) DrywelI storage indudes 40%of the 1' wide rock bed surrounding the drywall: formula (upperrPftr(diam/2)A2+(lower)*Pft)*((diam/2r2+0.41(diam/2+(grav+0.4166))"2-(diam/2+0.4166)A2)) The drywall wall thickness is assumed at 5" (0.4166) and the gravel bed width is variable "gray" Drywell is zeroed out by reducing to 0.001 since there is none.
Drywell design factors Upper sec. (ft.)= 0.001 Lower sec. (ft.)= 0.001 Ring diam. (ft.) = 0.001 Drywell lower max. (cf)= 0.00 Upper max.(cf)= 0.00 Craver bed width around drywalI= 0.001
Drywall total(cf)= 0.00
Ret. Basin design (area, depth) Top = 3234 s.f. Bot. = 1078 s.f. Max. Depth (d)= 4 Max. storage= 8238.87 (d/3)*(bottomi-topF(bottorriloprO.50) Formulas vol(h/3)*(bottom+top+(bottom*top)A0.50) areaApottor +(h/d)*(top-bottom) h=(vol*3)/(bottom+top+(bottom*top)A0.5) (values must be non -zero or error occurs) Outside input from: N/A 3.25
1 Hour Storm in 5 minute increments Drywall Drywall Drywall Drywall Overflow Basin Basin Basin Tirre Pattem Storm I nos Rate Value Effective Flow Flaw Outside Retention Pedal Storage Storage To Retention Period Storage Storage Overflow Overflow % Rain (ir✓hr Max. Mn. Ran (in/hr Rate (cfs) Vd. (cf) Input (cf) Area (sf) Pam. (cf, Vd. (cf) Depth (ft) Basin (cf) Area (sf) Pero. (cf) Vd. (d) Depth (ft Vol. (d) Rate (cfs) 0:05 3.7 1.0700 0.5628 N/A 0.5072 0.61115 181.04 0.00 a00 0.00 0.00 0.00 181.04 1078.00 0.07 180.97 0.09 0.00 0.00 0:10 4.8 1.18P0 0.5678 N/A 0.8253 0.9820 294.60 0.00 0.00 0.00 0.00 0.00 294.60 1125.36 0.08 475.49 0.23 0.00 0.00 0:15 5.1 1.4749 0.5628 NIA 0.9121 1.(1452 325.57 0.00 a00 0.00 0.00 0.00 325.57 1202.43 0.08 800.97 0.39 0.00 0.00 0:20 4.9 1.4171 0.5678 N/A 0.8542 1.0164 304.92 0.00 0.00 0.00 0.00 0.00 304.92 1287.60 0.09 1106.80 0.54 0.00 0.00 0:25 6.6 1.9087 0.5628 NIA 1.3459 1.6014 480.41 0.00 a00 0.00 0.00 0.00 480.41 1367.37 0.09 1586.11 0.77 0.00 0.00 0:30 7.3 21112 0.5678 N/A 1.5483 1.8422 552.67 0.00 0.00 0.00 0.00 0.00 55267 1493.06 0.10 2138.68 1.04 0.00 0.00 0:35 8.4 2.4293 0.5628 N/A 1.8664 2.2207 666.22 0.00 a00 0.00 0.00 0.00 666.22 1637.66 0.11 2804.79 1.36 0.00 0.00 0:40 9 2.6028 0.5628 N/A 2.0400 2.4272 728.16 0.00 0.00 0.00 0.00 0.00 728.16 1811.98 0.13 3532.83 1.72 0.00 0.00 0:45 12.3 3.5572 0.5628 N/A 2.9943 a5627 1068.82 0.00 0.00 0.00 0.00 0.00 1063.82 200249 0.14 4601.51 2.23 0.00 0.00 0:50 17.6 5.0899 0.5628 N/A 4.5271 5.3865 1615.94 0.00 0.00 0.00 0.00 0.00 1615.94 2282.15 0.16 6217.29 3.02 0.00 0.00 0:55 16.1 4.6561 0.5628 N/A 4.0933 4.8703 1461.09 0.00 0.00 0.00 0.00 0.00 1461.09 2704.98 0.19 7678.20 a73 0.00 0.00 1:00 4.2 1.2146 0.5628 N/A 0.6518 0.7755 232.66 0.00 0.00 0.00 0.00 0.00 232 66 3087.28 0.21 7910.64 3.84 0.00 0.00 MAX DEPTH 0 0.0000 0.5628 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3148.11 0.22 7910.43 3.84 0.00 0.00 0 0.0000 0.5628 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3148.05 0.22 7910.21 3.84 0.00 0.00 1:15 0 0.0000 0.5628 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3147.99 0.22 7909.99 3.84 0.00 0.00 Total volume (cf) 7912.11 Total Overflow(cf) 0.00
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1 of 6
HYDROLOGY CALCULATIONS -
Using the RCFC&V\CD Short Cut Unit Hydrograph Method
Area Designations Prea 1 VERSION 2
Area=1.09ac+0.09ac typ street frontage=1.18ac
57/2024 LOT 5
DrainageArea(ac.) 1.1800 JOB NUM3ER22106
Unit tine Minutes) 5 5 5 15
100 Year Storm Duration (hrs) 1 3 6 24
Total Predpitaticn (Plates D -4.4,E-5.2, 5.4, 5.6)(in.) 2.41 3.10 a79 5.05 from NOAA interactive website Soils Group A
MAC index II Runoff Nurrber (plate E-6.1) 32
Rate E-6.2 Pervious Area Lass Rate (Fp)(in(Ir) 0.74 (AMC II) Percentage of Inpervious Cover (A)(%) (plate E-6.3) 26.6 20% per the RCFC Hydrology Manual 1AC LOT -PLATE D 5.6 AND 0.0 1C TYPICAL STREET FRONTAGE V\kighted Average r1Ss Rate (F=Fp(1-.9A))(in./hr.) 0.56 (used for 1, 3, and 6 hour storm the 24 hour storm uses variable maximum loss rate per plate E-1.1 (3 of 6)) Low Loss Rate Percent (%) 90
Retention Basin Peroolation Rate (in/hr) 0.01 (also used for drywall percdation rate) Percolation is taken incrementally.
Basin volume is calculated using the"truncated pyramid" formula, a more conservative estimate than "averaged end areas" sometiute used program updated 4-14-22 LC
(DrywelI can be "zeroed out" by reducing numbers to less than .001, but should not entered as zeros or program chokes.) DrywelI storage indudes 40%of the 1' wide rock bed surrounding the drywall: formula (upperrPftr(diam/2)A2+(lower)*Pft)*((diam/2r2+0.41(diam/2+(grav+0.4166))"2-(diam/2+0.4166)A2)) The drywall wall thickness is assumed at 5" (0.4166) and the gravel bed width is variable "gray" Drywell is zeroed out by reducing to 0.001 since there is none.
Drywell design factors Upper sec. (ft.)= 0.001 Lower sec. (ft.)= 0.001 Ring diam. (ft.) = 0.001 Drywell lower max. (cf)= 0.00 Upper max.(cf)= 0.00 Craver bed width around drywalI= 0.001
Drywall total(cf)= 0.00
Ret. Basin design (area, depth) Top = 3234 s.f. Bot. = 1078 s.f. Max. Depth (d)= 4 Max. storage= 8238.87 (d/3)*(bottomi-topF(bottorriloprO.50) Formulas vol(h/3)*(bottom+top+(bottom*top)A0.50) areaApottor +(h/d)*(top-bottom) h=(vol*3)/(bottom+top+(bottom*top)A0.5) (values must be non -zero or error occurs) Outside input from: N/A 3.25
1 Hour Storm in 5 minute increments Drywall Drywall Drywall Drywall Overflow Basin Basin Basin Tirre Pattem Storm I nos Rate Value Effective Flow Flaw Outside Retention Pedal Storage Storage To Retention Period Storage Storage Overflow Overflow % Rain (ir✓hr Max. Mn. Ran (in/hr Rate (cfs) Vd. (cf) Input (cf) Area (sf) Pam. (cf, Vd. (cf) Depth (ft) Basin (cf) Area (sf) Pero. (cf) Vd. (d) Depth (ft Vol. (d) Rate (cfs) 0:05 3.7 1.0700 0.5628 N/A 0.5072 0.61115 181.04 0.00 a00 0.00 0.00 0.00 181.04 1078.00 0.07 180.97 0.09 0.00 0.00 0:10 4.8 1.18P0 0.5678 N/A 0.8253 0.9820 294.60 0.00 0.00 0.00 0.00 0.00 294.60 1125.36 0.08 475.49 0.23 0.00 0.00 0:15 5.1 1.4749 0.5628 NIA 0.9121 1.(1452 325.57 0.00 a00 0.00 0.00 0.00 325.57 1202.43 0.08 800.97 0.39 0.00 0.00 0:20 4.9 1.4171 0.5678 N/A 0.8542 1.0164 304.92 0.00 0.00 0.00 0.00 0.00 304.92 1287.60 0.09 1106.80 0.54 0.00 0.00 0:25 6.6 1.9087 0.5628 NIA 1.3459 1.6014 480.41 0.00 a00 0.00 0.00 0.00 480.41 1367.37 0.09 1586.11 0.77 0.00 0.00 0:30 7.3 21112 0.5678 N/A 1.5483 1.8422 552.67 0.00 0.00 0.00 0.00 0.00 55267 1493.06 0.10 2138.68 1.04 0.00 0.00 0:35 8.4 2.4293 0.5628 N/A 1.8664 2.2207 666.22 0.00 a00 0.00 0.00 0.00 666.22 1637.66 0.11 2804.79 1.36 0.00 0.00 0:40 9 2.6028 0.5628 N/A 2.0400 2.4272 728.16 0.00 0.00 0.00 0.00 0.00 728.16 1811.98 0.13 3532.83 1.72 0.00 0.00 0:45 12.3 3.5572 0.5628 N/A 2.9943 a5627 1068.82 0.00 0.00 0.00 0.00 0.00 1063.82 200249 0.14 4601.51 2.23 0.00 0.00 0:50 17.6 5.0899 0.5628 N/A 4.5271 5.3865 1615.94 0.00 0.00 0.00 0.00 0.00 1615.94 2282.15 0.16 6217.29 3.02 0.00 0.00 0:55 16.1 4.6561 0.5628 N/A 4.0933 4.8703 1461.09 0.00 0.00 0.00 0.00 0.00 1461.09 2704.98 0.19 7678.20 a73 0.00 0.00 1:00 4.2 1.2146 0.5628 N/A 0.6518 0.7755 232.66 0.00 0.00 0.00 0.00 0.00 232 66 3087.28 0.21 7910.64 3.84 0.00 0.00 MAX DEPTH 0 0.0000 0.5628 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3148.11 0.22 7910.43 3.84 0.00 0.00 0 0.0000 0.5628 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3148.05 0.22 7910.21 3.84 0.00 0.00 1:15 0 0.0000 0.5628 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3147.99 0.22 7909.99 3.84 0.00 0.00 Total volume (cf) 7912.11 Total Overflow(cf) 0.00
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1 of6
HYDROLOGY CALCULATIONS -
Using the RCFC&V\CD Short Cut Unit Hydrograph Method
Area Designations Area 1 VERSION 2
Area=1.16ac+0.09ac typ street frontage=1.25ar
57/2024 LOT 6
DrainageArea (ac.) 1.2500 JOB NUM3ER22106
Unit tine (rrinutes) 5 5 5 15
100 Year Storm Duration (hrs) 1 3 6 24
Total Precipitation (Plates D -4.4,E-5.2, 5.4, 5.6)(in.) 2.41 3.10 179 5.05 from NOAA interactive website Sals Coup A
MAC index II Runoff Nurrber (plate E-6.1) 32
Rate E-6.2 Pervious Area Lass Rate (Fp)(ir✓Ir) 0.74 (AMC II) Percentage of Inpervious Cover (A)(%) (plate E-6.3) 26.6 20% per the RCFC Hydrology Manual 1AC LOT -PLATE D 5.6 AND 0.09AC TYPICAL STREET FRONTAGE V'ikighted Average toss Rate (F=Fp(1-.9A))(in./hr.) 0.56 (used for 1, 3, and 6 hour storm the 24 hour storm uses variable maximum Ices rate per plate E-1.1 (3 of 6)) Low Loss Rate Percent (%) 90
Retention Basin Peroolation Rate (in/hr) 0.01 (also used for drywall percdation rate) Percolation is taken incrementally.
Basin volume is calculated using the"truncated pyramid" formula, a more conservative estimate than "averaged end areas" sometiute used program updated 4-14-22 LC
(Drywall can be "zeroed out" by reducing numbers to less than .001, but should not entered as zeros or program chokes.) Drywall storage indudes 40%of the 1' wide rock bed surrounding the drywall: formula (upperrPftr(diam/2)A2+(lower)*Pft)*((diam/2r2+0.41(diam/2+(grav+0.4166))"2-(diam/2+0.4166)A2)) The drywall wall thickness is assumed at 5" (0.4166) and the gravel bed width is variable "gray" Drywell is zeroed out by reducing to 0.001 since there is none.
Drywall design factors Upper sec. (ft.)= 0.001 Lower sec. (ft.)= 0.001 Ring diam. (ft.) = 0.001 Drywall lower max. (cf)= 0.00 Upper max.(cf)= 0.00 Gravel bed width around drywall= 0.001
DrywalI total(cf)= 0.00
Ret. Basin design (area, depth) Top = 3304 s.f. Bot. = 1123 s.f. Max. Depth (d)= 4 Max. storage= 8470.98 (d/3)*(bottorm-topF(bottorriloprO.50) Formulas vol(h/3)*(bottom+top+(bottomotop)A0.50) are =bottom+(h/d)*(top-bottom) h=(vol"3)/(bottom+top+(bottomlop)A0.5) (values must be non -zero or error occurs) Outside input from: N/A 125
1 Hour Storm in 5 minute increments Drywall Drywal Drywell Drywall Overflow Basin Basin Basin Tina Pattern Storm I nms Rate Value Effective Rcw Ray Outside Retention Period Storage Storage To Retention Period Storage Storage Overflow Overflow % Rain (inihr Max. Mn. Ran (in/hr Rate (cfs) Vd. (cf) Input (cf) Area (sf) Pero. (cf, Vd. (cf) Depth (ft) Basin (cf) Area (sf) Pero. (cf) Vol. (cf) Depth (ft Vol. (d) Rate (cfs) 0:05 17 1.0700 0.5628 N/A 0.5072 0.6393 191.78 0.00 0.00 0.00 0.00 0.00 191.78 1123.00 0.08 191.71 0.09 0.00 0.00 0:10 4.8 1.18P0 0.5628 N/A 0.8253 1.0402 312.07 0.00 0.00 0.00 0.00 0.00 312.07 1172.36 0.08 503.70 0.24 0.00 0.00 0:15 51 1.4749 0.5628 N/A 0.9121 1.1496 344.88 0.00 0.00 0.00 0.00 0.00 344.88 1252.69 0.09 848.49 0.40 0.00 0.00 0:20 4.9 1.4171 0.5628 N/A 0.8542 1.0767 323.01 0.00 0.00 0.00 0.00 0.00 323.01 1341.46 0.09 1171.40 0.55 0.00 0.00 0:25 6.6 1.9087 0.5628 N/A 1.3459 1.6964 508.91 0.00 0.00 0.00 0.00 0.00 508.91 1424.60 0.10 1680.21 0.79 0.00 0.00 0:30 7.3 21112 0.5628 N/A 1.5483 1.9515 585.46 0.00 0.00 0.00 0.00 0.00 585.46 1555.60 0.11 2265.56 1.07 0.00 0.00 0:35 54 2.4293 0.5628 N/A 1.8664 2.3525 705.75 0.00 0.00 0.00 0.00 0.00 705.75 1706.31 0.12 2971.19 1.40 0.00 0.00 0:40 9 2.6028 0.5628 N/A 2.0400 2.5712 771.36 0.00 0.00 0.00 0.00 0.00 771.36 1887.98 0.13 3742.42 1.77 0.00 0.00 0:45 12.3 15572 0.5628 N/A 2.9943 17741 1132.23 0.00 0.00 0.00 0.00 0.00 1132.23 2086.55 0.14 4874.50 2.30 0.00 0.00 0:50 17.6 5.0899 0.5628 N/A 4.5271 5.7060 1711.80 0.00 0.00 0.00 0.00 0.00 1711.80 2378.02 0.17 6586.13 3.11 0.00 0.00 0:55 16.1 4.6561 0.5628 N/A 4.0933 5.1592 1547.77 0.00 0.00 0.00 0.00 0.00 1547.77 281171 0.20 8133.71 184 0.00 0.00 1:00 4.2 1.2146 0.5628 N/A 0.6518 0.8215 246.46 0.00 0.00 0.00 0.00 0.00 246.46 3217.16 0.22 8379.95 3.96 0.00 0.00 MAX DEPTH 0 0.0000 0.5628 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3280.56 0.23 8379.72 196 0.00 0.00 0 0.0000 0.5628 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3280.50 0.23 8379.49 3.96 0.00 0.00 1:15 0 0.0000 0.5628 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3280.44 0.23 8379.26 196 0.00 0.00 Total volume (of) 8381.47 Total Overflow (of) 0.00
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24 1 -bur Storm in 15 minute increments Drywall Dryweil Drywall Drywell Overflow Basin Basin Basin Time Pattern Storm Loss Rate Value Effective Row Row Outside Retention Paned Storage Storage To Retention Period Storage Storage Overflow Overflow % Rain (irVhr Mex. Mn. Rain (irtrhr Rate (cfs) Vd. (cf) Irput (cf) Area (sf) Pero. (of Vol. (cf) Depth (ft) Basin (cf) Area (sf) Perc. (c) Vd. (d) Depth (ft Vol. (cf) Rate (cfs) 0:15 02 0.04
0:30 (13 0.06
0:45 0.3 0.06
1:03 (14 0.08
1:15 0.3 0.06
1:30 (13 0.06
1:45 0.3 0.06
200 (14 0.08
215 0.4 0.08
230 (14 0.08
2:45 (15 0.10
300 0.5 0.10
3:15 (15 0.10
3:30 0.5 0.10
3:45 (15 0.10
4:00 0.6 (112
4:15 (16 0.12
4:30 0.7 0.14
4:45 (17 0.14
5:00 (18 0.16
5:15 (16 0.12
5:30 0.7 (114
5:45 (18 0.16
6:00 0.8 (116
6:15 (19 0.18
6:30 (19 0.18
6:45 1 0.20
7:00 1 0.20
7:15 1 0.20
7:30 1.1 0.22
7:45 1.2 0.24
8:00 13 026
8:15 1.5 0.30
8:30 1.5 0.30
8:45 1.6 0.32
9:00 1.7 0.34
9:15 1.9 0.38
9:30 2 0.40
9:45 2.1 0.42
10:00 2.2 0.44
10:15 1.5 0.30
10:30 1.5 0.30
10:45 2 0.40
11:00 2 0.40
11:15 1.9 0.38
11:30 1.9 (138
11:45 1.7 0.34
12:00 1.8 0.36
12:15 2.5 0.51
12:30 2.6 0.53
12:45 2.8 0.57
0.99 0.04 (10040 (10051 4.58 (100 0.00 0.00 0.00 0.00 4.58 1123.00 0.23 4.35 0.00 0.00 0.00
0.98 0.05 0.0061 (10376 6.87 0.00 0.00 0.00 0.00 0.00 6.87 1124.12 0.23 10.99 0.01 0.00 (100
0.97 0.05 0.0061 0.0076 6.87 (100 (100 0.00 0.00 (100 6.87 1125.83 0.23 17.63 0.01 0.00 0.00
0.95 0.07 0.0081 (10102 9.17 0.00 (100 0.00 0.00 0.00 9.17 1127.54 0.23 26.56 0.01 0.00 (100
0.94 0.05 0.0061 0.0076 6.87 (100 (100 0.00 0.00 0.00 6.87 1129.84 (124 33.20 (102 0.00 0.00
0.93 0.05 0.0061 (10376 6.87 0.00 0.00 0.00 0.00 0.03 6.87 1131.55 (124 39.84 (102 (100 (100
0.92 0.05 0.0061 (10076 6.87 (100 0.00 0.00 0.00 0.00 6.87 1133.26 (124 46.48 (102 0.00 0.00
0.91 0.07 0.0081 (10102 9.17 0.00 (1(X) 0.00 0.00 0.03 9.17 1134.97 (124 55.40 (103 (100 (100
0.90 (107 0.0081 (10102 9.17 0.00 0.00 0.00 0.00 (100 9.17 1137.26 (124 64.33 0.03 (100 (100
0.89 0.07 0.0081 (10102 9.17 0.00 0.00 0.00 0.00 0.03 9.17 1139.56 (124 73.26 0.03 0.00 (100
0. 0.09 0.0101 (10127 11.46 0.00 0.00 0.00 0.00 0.00 11.46 1141.86 (124 84.48 (104 (100 (1(X)
0.87 0.09 (10101 0.0127 11.46 0.00 0.00 0.00 0.00 0.00 11.46 1144.75 0.24 95.70 (105 (100 (100
0.85 0.09 0.0101 (10127 11.46 0.00 0.00 0.00 0.00 0.00 11.46 1147.64 (124 106.92 (105 (100 (1(X)
0.84 0.09 (10101 0.0127 11.46 0.00 0.00 0.00 0.00 0.00 11.46 1150.53 (124 118.14 0.06 0.00 0.00
0.83 0.09 0.0101 (10127 11.46 0.00 0.00 0.00 0.00 0.00 11.46 1153.42 (124 129.35 (106 (100 0.00
0.82 0.11 (10121 0.0153 1375 0.00 0.00 0.00 0.03 0.03 1375 1156.30 0.24 142.86 (107 0.00 0.00
0.81 0.11 (10121 (10153 13.75 0.00 0.00 0.00 0.03 (100 13.75 1159.78 (124 156.37 (107 (100 0.00
0.80 0.13 (10141 0.0178 16.04 0.00 0.00 0.00 0.00 0.03 16.04 1163.26 0.24 172.16 (108 (10) 0.00
0.79 0.13 (10141 (10178 16.04 0.00 0.00 (100 0.03 (100 16.04 1167.33 (124 187.96 (109 0.00 0.00
0.78 0.15 (10162 0.0204 18.33 0.00 0.00 0.00 0.03 0.03 18.33 1171.39 (124 206.05 (110 (10) 0.00
0.77 (111 (10121 (10153 1375 0.00 0.00 0.00 0.00 (100 1375 1176.05 (125 219.55 (110 (100 0.00
0.76 0.13 (10141 (10178 16.04 0.00 0.00 0.00 0.00 0.00 16.04 1179.53 (125 235.35 (111 0.00 0.00
0.75 (115 (10162 (10204 1833 0.00 0.00 0.00 0.00 0.00 1833 1183.59 (125 253.43 (112 (100 0.00
0.74 0.15 (10162 0.0204 1833 0.00 0.00 0.00 0.00 0.00 18.33 11'x:.25 (125 271.52 (113 0.00 0.00
0.73 0.16 0.0182 (10229 20.62 0.00 0.00 0.00 0.00 0.00 20.62 1192.91 (125 291.89 (114 (100 0.00
0.72 0.16 (10182 (10229 20.62 0.0) 0.00 0.00 0.00 0.00 20.62 1198.15 0.25 312.26 (115 0.00 0.00
0.71 (118 0.0202 (10255 22.91 0.00 0.00 0.00 0.00 0.00 2291 1203.40 (125 334.93 (116 (1(X) 0.00
0.70 0.18 (10202 (10255 22.91 0.0) 0.00 0.00 0.00 0.00 2291 1209.23 0.25 357.59 (117 (1(X) 0.00
0.69 (118 0.02)2 (10255 22.91 0.00 0.00 0.00 0.00 0.00 2291 1215.07 (125 380.25 (118 (1(X) 0.00
0.68 0.20 0.0222 0.0280 25.21 0.00 0.00 0.00 0.00 0.00 25.21 1220.90 0.25 405.20 (119 0.00 0.00
0.67 0.22 (10242 0.0306 27.50 0.00 0.00 0.00 0.00 0.00 27.50 1227.33 (126 432.44 (12) (1(X) 0.00
0.66 0.24 0.0263 (10331 29.79 0.0) 0.00 0.00 0.00 0.00 29.79 1234.34 0.26 461.98 0.22 0.00 0.00
0.66 0.27 0.0303 0.0382 34.37 0.00 0.00 0.00 0.00 0.00 34.37 1241.94 (126 496.09 (123 0.00 0.00
0.65 0.27 0.0303 0.0382 34.37 0.00 0.00 0.00 0.00 0.00 34.37 1250.73 0.26 530.20 (125 0.00 0.00
0.64 0.29 0.0323 (10407 36.66 0.00 (100 0.00 0.00 0.00 36.66 1259.51 (126 566.60 (127 0.0) 0.00
0.63 0.31 0.(134,3 (10433 38.95 0.00 0.00 0.00 0.00 0.00 38.95 1268.88 0.26 605.29 0.29 0.00 0.00
0.62 0.35 0.0384 (10484 43.54 0.00 0.00 0.00 0.00 0.00 43.54 1278.84 (127 648.56 (131 0.00 0.00
0.61 0.36 (10404 (10509 45.83 0.00 0.00 0.00 0.00 0.00 45.83 1289.98 0.27 694.12 0.33 0.00 0.00
0.60 0.38 0.0424 (10535 48.12 0.00 0.00 0.00 0.00 0.00 48.12 1301.71 (127 741.97 (135 (1(X) (100
0.59 0.40 (10444 0.0560 50.41 0.00 0.00 0.00 0.00 0.00 50.41 1314.03 (127 792.11 0.37 0.00 0.00
0.58 0.27 0.0303 (10382 34.37 (100 0.00 0.00 0.00 0.00 34.37 1326.94 (128 826.20 (139 0.00 0.00
0.58 0.27 0.0303 (10382 34.37 0.00 (100 0.00 0.00 0.00 34.37 1335.72 (128 860.30 (141 (200 0.00 (157 0.36 0.0404 0.0509 45.83 0.00 0.00 0.00 0.00 (100 45.83 1344.50 (128 905.84 (143 0.00 0.00
0.56 0.36 (10404 0.0509 45.83 0.00 0.00 0.00 0.00 0.00 45.83 1356.23 (128 951.39 (145 0.00 0.00 (155 0.35 0.0384 0.0484 43.54 0.00 (1(X) (100 0.00 0.00 43.54 1367.95 (128 994.64 (147 0.00 0.00
0.54 0.35 0.0384 0.0484 43.54 0.00 0.00 0.00 0.00 0.00 43.54 1379.09 (129 1037.89 0.49 (200 0.00 (153 0.31 0.0343 0.0433 38.95 (100 (1(X) 0.00 0.00 (100 38.95 1390.22 (129 1076.56 0.51 (100 0.00
0.53 0.33 0.0364 0.0458 41.25 0.00 0.00 0.00 (1(X) 0.00 41.25 1400.18 (129 1117.51 0.53 (200 0.00 (152 0.45 0.0505 0.0637 57.29 0.00 0.00 0.00 0.00 0.00 57.29 1410.72 0.29 1174.50 0.55 0.00 0.00
0.51 0.47 (10525 0.0662 59.58 0.00 0.00 0.00 0.00 0.00 59.58 1425.40 0.30 1233.78 0.58 (100 0.00
0.50 NYA 0.0622 (10784 70.59 0.00 0.00 0.00 0.00 0.00 70.59 1440.66 0.30 1304.08 0.62 0.00 0.00 1490
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1 of6
HYDROLOGY CALCULATIONS -
Using the RCFC&V\CD Short Cut Unit Hydrograph Method
Area Designations Area 1 VERSION 2
Area=1.16ac+0.09ac typ street frontage=1.25ar
57/2024 LOT 7
DrainageArea (ac.) 1.2500 JOB NUM3ER22106
Unit tine (rrinutes) 5 5 5 15
100 Year Storm Duration (hrs) 1 3 6 24
Total Precipitation (Plates D -4.4,E-5.2, 5.4, 5.6)(in.) 2.41 3.10 179 5.05 frcm NOAA interactive website Sals Coup A
MAC index II Runoff Nurrber (plate E-6.1) 32
Rate E-6.2 Pervious Area Lass Rate (Fp)(ir✓Ir) 0.74 (AMC II) Percentage of Inpervious Cover (A)(%) (plate E-6.3) 26.6 20% per the RCFC Hydrology Manual 1AC LOT -PLATE D 5.6 AND 0.09AC TYPICAL STREET FRONTAGE V'ikighted Average r1Ss Rate (F=Fp(1-.9A))(in./hr.) 0.56 (used for 1, 3, and 6 hour storm the 24 hour storm uses variable maximum Ices rate per plate E-1.1 (3 of 6)) Low Loss Rate Percent (%) 90
Retention Basin Peroolation Rate (in/hr) 0.01 (also used for drywall percdation rate) Percolation is taken incrementally.
Basin volume is calculated using the"truncated pyramid" formula, a more conservative estimate than "averaged end areas" sometiute used program updated 4-14-22 LC
(Drywall can be "zeroed out" by reducing numbers to less than .001, but should not entered as zeros or program chokes.) Drywall storage indudes 40%of the 1' wide rock bed surrounding the drywall: formula (upperrPftr(diam/2)A2+(lower)*Pft)*((diam/2r2+0.41(diam/2+(grav+0.4166))"2-(diam/2+0.4166)A2)) The drywall wall thickness is assumed at 5" (0.4166) and the gravel bed width is variable "gray" Drywell is zeroed out by reducing to 0.001 since there is none.
Drywall design factors Upper sec. (ft.)= 0.001 Lower sec. (ft.)= 0.001 Ring diam. (ft.) = 0.001 Drywall lower max. (cf)= 0.00 Upper max.(cf)= 0.00 Gravel bed width around drywall= 0.001
DrywalI total(cf)= 0.00
Ret. Basin design (area, depth) Top = 3304 s.f. Bot. = 1123 s.f. Max. Depth (d)= 4 Max. storage= 8470.98 (d/3)*(bottomi-topF(bottorriloprO.50) Formulas vol(h/3)*(bottom+top+(bottomotop)A0.50) are =bottom+(h/d)*(top-bottom) h=(vol"3)/(bottom+top+(bottomlop)A0.5) (values must be non -zero or error occurs) Outside input from: N/A 125
1 Hour Storm in 5 minute increments Drywall Drywal Drywell Drywall Overflow Basin Basin Basin Tina Pattern Storm I nms Rate Value Effective Rcw Ray Outside Retention Period Storage Storage To Retention Period Storage Storage Overflow Overflow % Rain (inihr Max. Mn. Ran (in/hr Rate (cfs) Vd. (cf) Input (cf) Area (sf) Pero. (cf, Vd. (cf) Depth (ft) Basin (cf) Area (sf) Pero. (cf) Vol. (cf) Depth (ft Vol. (d) Rate (cfs) 0:05 17 1.0700 0.5628 N/A 0.5072 0.6393 191.78 0.00 0.00 0.00 0.00 0.00 191.78 1123.00 0.08 191.71 0.09 0.00 0.00 0:10 4.8 1.18P0 0.5628 N/A 0.8253 1.0402 312.07 0.00 0.00 0.00 0.00 0.00 312.07 1172.36 0.08 503.70 0.24 0.00 0.00 0:15 51 1.4749 0.5628 N/A 0.9121 1.1496 344.88 0.00 0.00 0.00 0.00 0.00 344.88 1252.69 0.09 848.49 0.40 0.00 0.00 0:20 4.9 1.4171 0.5628 N/A 0.8542 1.0767 323.01 0.00 0.00 0.00 0.00 0.00 323.01 1341.46 0.09 1171.40 0.55 0.00 0.00 0:25 6.6 1.9087 0.5628 N/A 1.3459 1.6964 508.91 0.00 0.00 0.00 0.00 0.00 508.91 1424.60 0.10 1680.21 0.79 0.00 0.00 0:30 7.3 21112 0.5628 N/A 1.5483 1.9515 585.46 0.00 0.00 0.00 0.00 0.00 585.46 1555.60 0.11 2265.56 1.07 0.00 0.00 0:35 54 2.4293 0.5628 N/A 1.8664 2.3525 705.75 0.00 0.00 0.00 0.00 0.00 705.75 1706.31 0.12 2971.19 1.40 0.00 0.00 0:40 9 2.6028 0.5628 N/A 2.0400 2.5712 771.36 0.00 0.00 0.00 0.00 0.00 771.36 1887.98 0.13 3742.42 1.77 0.00 0.00 0:45 12.3 15572 0.5628 N/A 2.9943 17741 1132.23 0.00 0.00 0.00 0.00 0.00 1132.23 2086.55 0.14 4874.50 2.30 0.00 0.00 0:50 17.6 5.0899 0.5628 N/A 4.5271 5.7060 1711.80 0.00 0.00 0.00 0.00 0.00 1711.80 2378.02 0.17 6586.13 3.11 0.00 0.00 0:55 16.1 4.6561 0.5628 N/A 4.0933 5.1592 1547.77 0.00 0.00 0.00 0.00 0.00 1547.77 281171 0.20 8133.71 184 0.00 0.00 1:00 4.2 1.2146 0.5628 N/A 0.6518 0.8215 246.46 0.00 0.00 0.00 0.00 0.00 246.46 3217.16 0.22 8379.95 3.96 0.00 0.00 MAX DEPTH 0 0.0000 0.5628 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3280.56 0.23 8379.72 196 0.00 0.00 0 0.0000 0.5628 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3280.50 0.23 8379.49 3.96 0.00 0.00 1:15 0 0.0000 0.5628 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3280.44 0.23 8379.26 196 0.00 0.00 Total volume (of) 8381.47 Total Overflow (of) 0.00
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24 1 -bur Storm in 15 minute increments Drywall Dryweil Drywall Drywell Overflow Basin Basin Basin Time Pattern Storm Loss Rate Value Effective Row Row Outside Retention Paned Storage Storage To Retention Period Storage Storage Overflow Overflow % Rain (irVhr Mex. Mn. Rain (irtrhr Rate (cfs) Vd. (cf) Irput (cf) Area (sf) Pero. (of Vol. (cf) Depth (ft) Basin (cf) Area (sf) Perc. (c) Vd. (d) Depth (ft Vol. (cf) Rate (cfs) 0:15 02 0.04
0:30 (13 0.06
0:45 0.3 0.06
1:03 (14 0.08
1:15 0.3 0.06
1:30 (13 0.06
1:45 0.3 0.06
200 (14 0.08
215 0.4 0.08
230 (14 0.08
2:45 (15 0.10
300 0.5 0.10
3:15 (15 0.10
3:30 0.5 0.10
3:45 (15 0.10
4:00 0.6 (112
4:15 (16 0.12
4:30 0.7 0.14
4:45 (17 0.14
5:00 (18 0.16
5:15 (16 0.12
5:30 0.7 (114
5:45 (18 0.16
6:00 0.8 (116
6:15 (19 0.18
6:30 (19 0.18
6:45 1 0.20
7:00 1 0.20
7:15 1 0.20
7:30 1.1 0.22
7:45 1.2 0.24
8:00 13 026
8:15 1.5 0.30
8:30 1.5 0.30
8:45 1.6 0.32
9:00 1.7 0.34
9:15 1.9 0.38
9:30 2 0.40
9:45 2.1 0.42
10:00 2.2 0.44
10:15 1.5 0.30
10:30 1.5 0.30
10:45 2 0.40
11:00 2 0.40
11:15 1.9 0.38
11:30 1.9 (138
11:45 1.7 0.34
12:00 1.8 0.36
12:15 2.5 0.51
12:30 2.6 0.53
12:45 2.8 0.57
0.99 0.04 (10040 (10051 4.58 (100 0.00 0.00 0.00 0.00 4.58 1123.00 0.23 4.35 0.00 0.00 0.00
0.98 0.05 0.0061 (10376 6.87 0.00 0.00 0.00 0.00 0.00 6.87 1124.12 0.23 10.99 0.01 0.00 (100
0.97 0.05 0.0061 0.0076 6.87 (100 (100 0.00 0.00 (100 6.87 1125.83 0.23 17.63 0.01 0.00 0.00
0.95 0.07 0.0081 (10102 9.17 0.00 (100 0.00 0.00 0.00 9.17 1127.54 0.23 26.56 0.01 0.00 (100
0.94 0.05 0.0061 0.0076 6.87 (100 (100 0.00 0.00 0.00 6.87 1129.84 (124 33.20 (102 0.00 0.00
0.93 0.05 0.0061 (10376 6.87 0.00 0.00 0.00 0.00 0.03 6.87 1131.55 (124 39.84 (102 (100 (100
0.92 0.05 0.0061 (10076 6.87 (100 0.00 0.00 0.00 0.00 6.87 1133.26 (124 46.48 (102 0.00 0.00
0.91 0.07 0.0081 (10102 9.17 0.00 (1(X) 0.00 0.00 0.03 9.17 1134.97 (124 55.40 (103 (100 (100
0.90 (107 0.0081 (10102 9.17 0.00 0.00 0.00 0.00 (100 9.17 1137.26 (124 64.33 0.03 (100 (100
0.89 0.07 0.0081 (10102 9.17 0.00 0.00 0.00 0.00 0.03 9.17 1139.56 (124 73.26 0.03 0.00 (100
0. 0.09 0.0101 (10127 11.46 0.00 0.00 0.00 0.00 0.00 11.46 1141.86 (124 84.48 (104 (100 (1(X)
0.87 0.09 (10101 0.0127 11.46 0.00 0.00 0.00 0.00 0.00 11.46 1144.75 0.24 95.70 (105 (100 (100
0.85 0.09 0.0101 (10127 11.46 0.00 0.00 0.00 0.00 0.00 11.46 1147.64 (124 106.92 (105 (100 (1(X)
0.84 0.09 (10101 0.0127 11.46 0.00 0.00 0.00 0.00 0.00 11.46 1150.53 (124 118.14 0.06 0.00 0.00
0.83 0.09 0.0101 (10127 11.46 0.00 0.00 0.00 0.00 0.00 11.46 1153.42 (124 129.35 (106 (100 0.00
0.82 0.11 (10121 0.0153 1375 0.00 0.00 0.00 0.03 0.03 1375 1156.30 0.24 142.86 (107 0.00 0.00
0.81 0.11 (10121 (10153 13.75 0.00 0.00 0.00 0.03 (100 13.75 1159.78 (124 156.37 (107 (100 0.00
0.80 0.13 (10141 0.0178 16.04 0.00 0.00 0.00 0.00 0.03 16.04 1163.26 0.24 172.16 (108 (10) 0.00
0.79 0.13 (10141 (10178 16.04 0.00 0.00 (100 0.03 (100 16.04 1167.33 (124 187.96 (109 0.00 0.00
0.78 0.15 (10162 0.0204 18.33 0.00 0.00 0.00 0.03 0.03 18.33 1171.39 (124 206.05 (110 (10) 0.00
0.77 (111 (10121 (10153 1375 0.00 0.00 0.00 0.00 (100 1375 1176.05 (125 219.55 (110 (100 0.00
0.76 0.13 (10141 (10178 16.04 0.00 0.00 0.00 0.00 0.00 16.04 1179.53 (125 235.35 (111 0.00 0.00
0.75 (115 (10162 (10204 1833 0.00 0.00 0.00 0.00 0.00 1833 1183.59 (125 253.43 (112 (100 0.00
0.74 0.15 (10162 0.0204 1833 0.00 0.00 0.00 0.00 0.00 18.33 11'x:.25 (125 271.52 (113 0.00 0.00
0.73 0.16 0.0182 (10229 20.62 0.00 0.00 0.00 0.00 0.00 20.62 1192.91 (125 291.89 (114 (100 0.00
0.72 0.16 (10182 (10229 20.62 0.0) 0.00 0.00 0.00 0.00 20.62 1198.15 0.25 312.26 (115 0.00 0.00
0.71 (118 0.0202 (10255 22.91 0.00 0.00 0.00 0.00 0.00 2291 1203.40 (125 334.93 (116 (1(X) 0.00
0.70 0.18 (10202 (10255 22.91 0.0) 0.00 0.00 0.00 0.00 2291 1209.23 0.25 357.59 (117 (1(X) 0.00
0.69 (118 0.02)2 (10255 22.91 0.00 0.00 0.00 0.00 0.00 2291 1215.07 (125 380.25 (118 (1(X) 0.00
0.68 0.20 0.0222 0.0280 25.21 0.00 0.00 0.00 0.00 0.00 25.21 1220.90 0.25 405.20 (119 0.00 0.00
0.67 0.22 (10242 0.0306 27.50 0.00 0.00 0.00 0.00 0.00 27.50 1227.33 (126 432.44 (12) (1(X) 0.00
0.66 0.24 0.0263 (10331 29.79 0.0) 0.00 0.00 0.00 0.00 29.79 1234.34 0.26 461.98 0.22 0.00 0.00
0.66 0.27 0.0303 0.0382 34.37 0.00 0.00 0.00 0.00 0.00 34.37 1241.94 (126 496.09 (123 0.00 0.00
0.65 0.27 0.0303 0.0382 34.37 0.00 0.00 0.00 0.00 0.00 34.37 1250.73 0.26 530.20 (125 0.00 0.00
0.64 0.29 0.0323 (10407 36.66 0.00 (100 0.00 0.00 0.00 36.66 1259.51 (126 566.60 (127 0.0) 0.00
0.63 0.31 0.(134,3 (10433 38.95 0.00 0.00 0.00 0.00 0.00 38.95 1268.88 0.26 605.29 0.29 0.00 0.00
0.62 0.35 0.0384 (10484 43.54 0.00 0.00 0.00 0.00 0.00 43.54 1278.84 (127 648.56 (131 0.00 0.00
0.61 0.36 (10404 (10509 45.83 0.00 0.00 0.00 0.00 0.00 45.83 1289.98 0.27 694.12 0.33 0.00 0.00
0.60 0.38 0.0424 (10535 48.12 0.00 0.00 0.00 0.00 0.00 48.12 1301.71 (127 741.97 (135 (1(X) (100
0.59 0.40 (10444 0.0560 50.41 0.00 0.00 0.00 0.00 0.00 50.41 1314.03 (127 792.11 0.37 0.00 0.00
0.58 0.27 0.0303 (10382 34.37 (100 0.00 0.00 0.00 0.00 34.37 1326.94 (128 826.20 (139 0.00 0.00
0.58 0.27 0.0303 (10382 34.37 0.00 (100 0.00 0.00 0.00 34.37 1335.72 (128 860.30 (141 (200 0.00 (157 0.36 0.0404 0.0509 45.83 0.00 0.00 0.00 0.00 (100 45.83 1344.50 (128 905.84 (143 0.00 0.00
0.56 0.36 (10404 0.0509 45.83 0.00 0.00 0.00 0.00 0.00 45.83 1356.23 (128 951.39 (145 0.00 0.00 (155 0.35 0.0384 0.0484 43.54 0.00 (1(X) (100 0.00 0.00 43.54 1367.95 (128 994.64 (147 0.00 0.00
0.54 0.35 0.0384 0.0484 43.54 0.00 0.00 0.00 0.00 0.00 43.54 1379.09 (129 1037.89 0.49 (200 0.00 (153 0.31 0.0343 0.0433 38.95 (100 (1(X) 0.00 0.00 (100 38.95 1390.22 (129 1076.56 0.51 (100 0.00
0.53 0.33 0.0364 0.0458 41.25 0.00 0.00 0.00 (1(X) 0.00 41.25 1400.18 (129 1117.51 0.53 (200 0.00 (152 0.45 0.0505 0.0637 57.29 0.00 0.00 0.00 0.00 0.00 57.29 1410.72 0.29 1174.50 0.55 0.00 0.00
0.51 0.47 (10525 0.0662 59.58 0.00 0.00 0.00 0.00 0.00 59.58 1425.40 0.30 1233.78 0.58 (100 0.00
0.50 NYA 0.0622 (10784 70.59 0.00 0.00 0.00 0.00 0.00 70.59 1440.66 0.30 1304.08 0.62 0.00 0.00 1496
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1 or6
HYDROLOGY CALCULATIONS -
Using the RCFC&V\CD Short Cut Unit Hydrograph Method
Area Designations Area 1 VERSION 2
Ar .98ac+0.09ac typ street frontage=1.07ac
5/7/2024 LOT 8
Drainage Area (ac.) 1.0700 JOB NUM3ER22106
Unit tine (rrinutes) 5 5 5 15
100 Year Storm Duration (hrs) 1 3 6 24
Total Precipitation (Rates D -4.4,E-5.2, 5.4, 5.6)(in.) 2.41 3.10 179 5.05 frcm NOAA interactive website Sals Coup A
MAC index II Runoff Nurrber (plate E-6.1) 32
Rate E-6.2 Pervious Area Lass Rate (Fp)(irdlr) 0.74 (AMC II) Percentage of Inpervious Cover (A)(%) (plate E-6.3) 26.6 20% per the RCFC Hydrology Manuel 1AC LOT -PLATE D 5.6 AND 0.09AC TYPICAL STREET FRONTAGE V\kighted Average am Rate (F=Fp(1-.9A))(in./hr.) 0.56 (used for 1, 3, and 6 hour storm the 24 hour storm uses variable maximum Ices rate per plate E-1.1 (3 of 6)) Low Loss Rate Percent (%) 90
Retention Basin Peroolation Rate (in/hr) 0.01 (also used for drywall pennlation rate) Percolation is taken incrementally.
Basin volume is calculated using the"truncated pyramid" formula, a more conservative estimate than "averaged end areas" sometiure used program updated 4-14-22 LC
(Dwell can be "zeroed out" by reducing numbers to less than .001, but should not entered as zeros or program chokes.) Drywall storage indudes 40%of the 1' wide rock bed surrounding the drywall: formula (upper)*PIQ*(dia //2)A2+(lower)*PIQ*((diary2)A2+0.4*((diam/2+(grav+0.4166))"2 (diarrd2+0.4166)A2)) The drywall wall thickness is assumed at 5" (0.4166) and the gravel bed width is variable "gray" Drywell is zeroed out by reducing to 0.001 since there is none.
Drywell design factors Upper sec. (ft.)= 0.001 Lower sec. (ft.)= 0.001 Ring diam. (ft.) = 0.001 Drywell lower max. (cf)= 0.00 Upper max.(cf)= 0.00 Craver bed width around drywell= 0.001
Drywall total (cf )= 0.00
Ret. Basin design (area, depth) Top = 3234 s.f. Bot. = 1078 s.f. Max. Depth (d)= 4 Max. storage= 8238.87 (dr3)*(b ttom+top+(bottom*topr0.50) Formulas vol(h/3)*(bottom+top+(bottom*top)A0.50) areaApottom+(h/d)*(top-bottom) h=(vol"3)/(bottom+top+(bottomlop)A0.5) (values must be non -zero or error occurs) Outside input from: N/A 125
1 Hour Storm in 5 minute increments Drywell Drywall Drywall Drywall Overflow Basin Basin Basin Tine Pattern Storm 'nos Rate Value Effective Aces Flow Outside Retention Period Storage Storage To Retention Period Storage Storage Overflow Overflow % Rain (irVhr Max. Mn. Ran (inrhr Rate (cfs) Vd. (cf) Input (d) Area (sf) Parc. (cf, Vd. (cf) Depth (ft) Basin (cf) Area (sf) Pero. (cf) Vd. (cf) Depth (ft Vol. (cf) Rate (cfs) 0:05 17 1.0700 0.5628 N/A 0.5072 0.5472 164.17 0.00 0.00 0.00 0.00 0.00 164.17 1078.00 0.07 164.09 0.08 0.00 0.00 0:10 4.8 1.18P0 0.5628 N/A 0.8253 0.8904 267.13 0.00 0.00 0.00 0.00 0.00 267.13 1120.94 0.08 431.15 0.21 0.00 0.00 0:15 5.1 1.4749 0.5628 N/A 0.9121 0.0541 295.22 0.00 0.00 0.00 0.00 0.00 295.22 1190.83 0.08 726.28 0.35 0.00 0.00 0:20 4.9 1.4171 0.5628 N/A 0.8542 02216 276.49 0.00 0.00 0.00 0.00 0.00 276.49 1268.06 0.09 1002.69 0.49 0.00 0.00 0:25 6.6 1.9087 0.5628 N/A 1.3459 1.4521 435.63 0.00 0.00 0.00 0.00 0.00 435.63 1340.39 0.09 1438.22 0.70 0.00 0.00 0:30 7.3 21112 0.5628 N/A 1.5483 1.6705 501.15 0.00 0.00 0.00 0.00 0.00 501.15 1454.36 0.10 1939.27 0.94 0.00 0.00 0:35 64 2.4293 0.5628 N/A 1.8664 2.0137 604.12 0.00 0.00 0.00 0.00 0.00 604.12 1585.48 0.11 2543.28 1.23 0.00 0.00 0:40 9 2.6028 0.5628 N/A 2.0400 2.2009 660.28 0.00 0.00 0.00 0.00 0.00 660.28 1743.54 0.12 3203.44 1.56 0.00 0.00 0:45 12.3 15572 0.5628 N/A 2.9943 12306 969.19 0.00 0.00 0.00 0.00 0.00 969.19 1916.30 0.13 4172.49 203 0.00 0.00 0:50 17.6 10899 0.5628 N/A 4.5271 4.8B43 1465.30 0.00 0.00 0.00 0.00 0.00 1465.30 2169.89 0.15 5637.64 2.74 0.00 0.00 0:55 16.1 4.6561 0.5628 N/A 4.0933 4.4163 1324.89 0.00 0.00 0.00 0.00 0.00 1324.89 2553.30 0.18 6962.36 138 0.00 0.00 1:00 4.2 1.2146 0.5628 N/A 0.6518 0.7032 210.97 0.00 0.00 0.00 0.00 0.00 210.97 2899.95 0.20 717113 148 0.00 0.00 MAX DEPTH 0 0.0000 0.5628 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2955.11 0.21 7172.92 148 0.00 0.00 0 0.0000 0.5628 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2955.06 0.21 7172.72 148 0.00 0.00 1:15 0 0.0000 0.5628 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2955.00 0.21 7172.51 148 0.00 0.00 Total volume (of) 7174.54 Total Overflow (of) 0.00
1498
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4 of 6
4:20 2 (191 0.56 WA 0.3468 (13741 112.24 0.00 0.00 0.00 0.00 0.00 11224 1339.34 0.09 1110.81 0.54 0.00 0.00 4:25 21 0.96 0.56 N/A (13922 (14232 126.96 0.00 0.00 0.00 0.00 0.03 126.96 1368.68 0.10 1237.67 0.60 0.00 0.00 4:30 2.1 0.96 0.56 WA (13922 (14232 126.96 0.03 0.00 0.00 0.03 0.03 126.96 1401.:: 0.10 1364.53 0.66 (1(X) 0.00 4:35 22 1.00 0.56 N/A 0.4377 (14723 141.68 0.00 0.00 0.00 0.00 0.03 141.68 1435.08 0.10 1506.11 (173 (100 0.00 4:40 23 1.05 0.56 WA (14832 (15213 156.40 0.00 0.00 0.00 0.03 0.03 156.40 147213 0.10 1662.41 0.81 0.00 0.00 4:45 24 1.09 0.56 N/A 0.5287 (15704 171.12 0.00 0.00 0.00 0.00 0.03 171.12 1513.03 0.11 1833.42 (189 (100 0.00 4:50 24 1.09 0.56 WA (15287 0.5704 171.12 0.00 0.00 0.00 0.00 0.03 171.12 1557.78 all 2034.43 0.97 0.00 0.00 4:55 25 1.14 0.56 N/A (15742 0.6195 185.84 0.00 0.00 0.00 0.00 0.00 185.84 160253 0.11 2190.16 1.06 (100 0.00 5:03 26 1.18 0.56 WA 0.6196 (16685 200.56 0.00 0.00 0.00 0.00 0.03 200.56 1651.13 0.11 2390.61 1.16 0.00 0.00 5:05 3.1 1.41 0.56 WA (18470 (19139 274.16 0.00 0.00 0.00 0.00 0.00 274.16 1703.59 (112 2664.65 1.29 0.00 0.00 5:10 3.6 1.64 0.56 WA 1.0744 1.1592 347.77 0.00 0.00 0.00 0.00 0.03 347.77 1775.30 0.12 301230 1.46 0.00 0.00 5:15 3.9 1.77 0.56 WA 1.2109 1.3064 391.93 0.00 0.00 0.00 0.00 0.00 391.93 1866.28 0.13 3404.10 1.65 0.00 0.00 520 4.2 1.91 0.56 WA 1.3473 1.4536 436.09 0.00 0.00 0.00 0.03 0.03 436.09 1968.81 0.14 3840.05 1.86 0.00 0.00 5:25 4.7 214 0.56 WA 1.5747 1.6990 509.70 0.00 0.00 0.00 0.00 0.00 509.70 208289 0.14 4349.60 211 0.00 100 5:30 5.6 255 0.56 WA 1.9840 21406 642.18 0.00 0.00 0.00 0.03 0.00 64218 221623 0.15 4991.63 242 0.00 0.00 5:35 1.9 0.86 0.56 WA (13013 0.3251 97.52 0.00 0.00 0.00 0.00 0.00 97.52 2384.24 0.17 5088.98 247 0.00 0.00 5:40 0.9 0.41 0.56 0.37 0.0409 0.0442 1325 0.00 0.00 0.00 0.00 0.00 1325 2409.72 0.17 5102.06 248 (100 0.00 5:45 (16 0.27 0.56 (125 (10273 0.0294 883 0.00 0.00 0.00 0.00 0.00 as3 241314 0.17 511(173 248 0.00 0.00 5:50 0.5 0.23 0.56 0.20 0.0227 0.0245 7.36 0.00 (100 0.00 0.00 0.00 7.36 2415.41 0.17 5117.92 248 0.00 0.00 5:55 (13 0.14 0.56 0.12 (10136 0.0147 4.42 0.00 0.00 0.00 0.00 0.00 4.42 2417.29 0.17 5122.17 249 (100 0.00 6:00 0.2 0.09 0.56 0.08 0.0091 0.0098 294 0.00 (100 0.00 0.00 0.03 2.94 2418.40 0.17 5124.95 249 0.00 0.00 0 0.00 0.56 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2419.13 0.17 5124.78 249 0.00 0.00 0 0.00 0.56 0.00 0.0000 0.0000 0.00 0.00 (100 0.00 0.00 0.03 0.00 2419.09 0.17 5124.61 249 0.00 0.00 6:15 0 0.00 0.56 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2419.04 0.17 5124.44 249 0.00 0.00 0 0.00 0.56 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.03 (100 2419.00 0.17 5124.27 249 0.00 0.00 0 0.00 0.56 0.00 0.0000 0.0000 (1(X) 0.00 0.00 0.00 0.00 0.00 0.00 241895 0.17 5124.11 249 0.00 0.00 6:30 0 0.00 0.56 0.00 0.0000 0.0000 0.00 0.00 (100 0.00 0.00 0.00 0.00 2418.91 0.17 5123.94 249 0.00 0.00 0 0.00 0.56 0.00 0.0000 0.0000 (1(X) 0.00 0.00 0.00 0.00 0.00 0.00 241887 (117 5123.77 249 0.00 0.00 0 0.00 0.56 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 (100 2418.82 (117 5123.60 249 (1(X) 0.00 6:45 0 0.00 0.56 0.00 0.0000 0.0000 (1(X) 0.00 0.00 0.00 0.00 0.00 0.00 241878 0.17 5123.43 249 0.00 0.00 0 0.00 0.56 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2418.73 (117 5123.27 249 (1(X) 0.00 0 0.00 0.56 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 241869 0.17 5123.10 249 0.00 0.00 7:00 0 0.00 0.56 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2418.65 0.17 5122.93 249 (100 0.00 Total volume (of) 5131.78 Total Overflow (cf) 0.00
1501
5of6
24 1 -bur Storm in 15 minute increments Drywell Drywall Drywall Drw.ell Overflow Basin Basin Basin Time Pattern Storm Loss Rate Value Effective Row Row Outside Retention Paned Storage Storage To Retention Period Storage Storage Overflow Overflow % Rain (irtrhr Mex. Mn. Rain (inrhr Rate (cfs) Vd. (cf) Input (ci) Area (sf) Pero. (cf Vol. (ci) Depth (ft) Basin (cf) Area (sf) Rat. (d) Vd. (cf) Depth (ft Vol. (cf) Rate (cfs) 0:15 02 0.04
0:30 0.3 0.06
0:45 0.3 0.06
1:00 0.4 0.08
1:15 0.3 0.06
1:30 0.3 0.06
1:45 0.3 0.06
200 (14 0.08
215 0.4 0.08
230 0.4 0.08
2:45 0.5 0.10
300 0.5 0.10
3:15 0.5 0.10
3:30 0.5 0.10
3:45 0.5 0.10
4:00 0.6 (112
4:15 0.6 0.12
4:30 0.7 0.14
4:45 0.7 0.14
5:00 (18 0.16
5:15 0.6 0.12
5:30 0.7 (114
5:45 0.8 0.16
6:00 0.8 (116
6:15 0.9 0.18
6:30 0.9 0.18
6:45 1 0.20
7:00 1 0.20
7:15 1 0.20
7:30 1.1 0.22
7:45 1.2 0.24
8:00 13 026
8:15 1.5 0.30
8:30 1.5 0.30
8:45 1.6 0.32
9:00 1.7 0.34
9:15 1.9 0.38
9:30 2 0.40
9:45 2.1 0.42
10:)0 2.2 0.44
10:15 1.5 0.30
10:30 1.5 0.30
10:45 2 0.40
11:00 2 (140
11:15 1.9 0.38
11:30 1.9 0.38
11:45 1.7 0.34
12:00 1.8 0.36
12:15 2.5 0.51
12:30 2.6 0.53
12:45 2.8 0.57
0.99 0.04 0.0040 0.0044 392
0.98 0.05 0.0061 0.0065 5.
0.97 0.05 0.0061 0.0065 5.88
0.95 0.07 0.0081 0.0087 7.85
0.94 0.05 0.0061 0.0065 5.88
0.93 0.05 0.0061 (10365 5.
0.92 0.05 0.0061 0.0065 5.88
0.91 0.07 0.0081 0.0087 7.85
0.90 (107 0.0081 0.0087 7.85
0.89 0.07 0.0081 0.0087 7.85
0.:: 0.09 0.0101 0.0109 9.81
0.87 0.09 0.0101 0.0109 9.81
0.85 0.09 0.0101 (10109 9.81
0.84 0.09 0.0101 0.0109 9.81
0.83 0.09 0.0101 0.0109 9.81
0.82 0.11 0.0121 0.0131 11.77
0.81 0.11 (10121 0.0131 11.77
0.80 0.13 0.0141 0.0153 13.73
0.79 0.13 (10141 (10153 13.73
0.78 0.15 0.0162 0.0174 15.69
0.77 all (10121 0.0131 11.77
0.76 0.13 0.0141 0.0153 1373
0.75 (115 (10162 0.0174 15.69
0.74 0.15 0.0162 0.0174 15.69
0.73 0.16 0.0182 0.0196 17.65
0.72 0.16 (10182 0.0196 17.65
0.71 (118 0.0202 (10218 19.61
0.70 0.18 (10202 0.0218 19.61
0.69 (118 0.0202 (10218 19.61
0.68 0.20 0.0222 0.0240 21.58
0.67 0.22 (10242 (10262 23.54
0.66 0.24 (10263 0.0283 25.50
0.66 0.27 0.0303 (10327 29.42
0.65 0.27 0.0303 0.0327 29.42
0.64 0.29 0.0323 0.0349 31.38
0.63 0.31 (134,3 0.0370 33.34
0.62 0.35 0.0384 (10414 37.27
0.61 0.36 (10404 (10436 39.23
0.60 0.38 0.0424 (10458 41.19
0.59 0.40 (10444 (10479 43.15
0.58 0.27 0.0303 0.0327 29.42
0.58 0.27 0.0303 0.0327 29.42
0.57 0.36 0.0404 0.0436 39.23
0.56 0.36 0.0404 0.0436 39.23
0.55 0.35 0.0384 0.0414 37.27
0.54 0.35 (10384 0.0414 37.27
0.53 0.31 0.0343 0.0370 3334
0.53 0.33 0.0364 0.0392 35.31
(152 0.45 0.0505 (10545 49.04
0.51 0.47 0.0525 0.0567 51.00
0.50 NIA 0.0622 0.0671 60.43
0.00 0.00 0.00 0.00 (100 3.92
0.00 0.00 0.00 0.00 0.00 5.88
0.00 0m 0.00 0.00 0.00 5.
0.00 (100 0.00 0.00 0.00 7.85
(100 0.00 0.00 0.00 (100 5.
0.00 0.00 0.00 0.00 0.00 5.88
(100 0.00 0.00 0.00 (100 5.
0.00 0.00 0.00 0.00 0.00 7.85
0.00 0.00 0.00 0.00 (100 7.85
0.00 0.00 0.00 0.00 0.00 7.85
(1(X) 0.00 (100 0.00 0.00 9.81
0.00 0.00 0.00 0.00 0.00 9.81
0.00 0.0) (100 0.00 0.00 9.81
0.00 0.00 0.00 0.00 0.00 9.81
0.00 0.0) (100 0.00 0.00 9.81
0.00 0.00 0.00 0.00 0.00 11.77
0.00 0.00 0.00 0.00 0.00 11.77
0.00 0.00 0.00 0.00 0.00 1373
0.00 0.00 0.00 0.00 0.00 1373
0.00 0.00 0.00 0.00 0.00 15.69
0.00 0.00 0.00 0.00 0.00 11.77
0.00 0.00 0.00 0.00 0.00 1373
0.00 0.00 (100 0.00 0.00 15.69
0.00 0.00 0.00 0.00 0.00 15.69
0.00 0.0) (100 0.00 0.00 17.65
0.00 0.00 0.00 0.00 0.00 17.65
0.00 0.00 0.00 0.00 0.00 19.61
0.00 0.00 0.00 0.00 0.00 19.61
0.00 0.00 (100 0.00 0.00 19.61
0.00 0.00 0.00 0.00 0.00 21.58
0.00 0.00 0.00 0.00 0.00 23.54
0.00 0.00 0.00 0.00 0.00 25.50
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1085.40 (123 33.95 (102 0.00 0.00
1086.89 (123 39.61 0.02 0.00 0.00
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1 or6
HYDROLOGY CALCULATIONS -
Using the RCFC&V\CD Short Cut Unit Hydrograph Method
Area Designations Area 1 VERSION 2
Ar .98ac+0.09ac typ street frontage=1.07ac
5/7/2024 LOT 9
DralnageArea (ac.) 1.0700 JOB NUM3ER22106
Unit tine (rrinutes) 5 5 5 15
100 Year Storm Duration (hrs) 1 3 6 24
Total Precipitation (Plates D -4.4,E-5.2, 5.4, 5.6)(in.) 2.41 3.10 179 5.05 from NQ"A interactive website Sals Gaup A
MAC index II Runoff Nurri er (plate E-6.1) 32
Rate E-6.2 Pervious Area Lass Rate (Fp)(ir✓Ir) 0.74 (AMC II) Percentage of Inpervious Cover (A)(%) (plate E-6.3) 26.6 20% per the RCFC Hydrology Manuel 1AC LOT -PLATE D 5.6 AND 0.09AC TYPICAL STREET FRONTAGE V',kighted Average toss Rate (F=Fp(1-.9A))(in./hr.) 0.56 (used for 1, 3, and 6 hour storm the 24 hour storm uses variable maximum Ices rate per plate E-1.1 (3 of 6)) Low Loss Rate Percent (%) 90
Retention Basin Peroolation Rate (in/hr) 0.01 (also used for drywell percdation rate) Percolation is taken incrementally.
Basin volume is calculated using the"truncated pyramid" formula, a more conservative estimate than "averaged end areas" sometiute used program updated 4-14-22 LC
(Drywell can be "zeroed out" by reducing numbers to less than .001, but should not entered as zeros or program chokes.) Drywell storage indudes 40%of the 1' wide rock bed surrounding the drywall: formula (upperrPftr(diam/2)A2+(lower)*Pft)*((diam/2r2+0.41(diam/2+(grav+0.4166))"2-(diam/2+0.4166)A2)) The drywall wall thickness is assumed at 5" (0.4166) and the gravel bed width is variable "gray" Drywell is zeroed out by reducing to 0.001 since there is none.
Drywell design factors Upper sec. (ft.)= 0.001 Lower sec. (ft.)= 0.001 Ring diam. (ft.) = 0.001 Drywell lower max. (cf)= 0.00 Upper max.(cf)= 0.00 Gravel bed width around drywell= 0.001
Drywall total (cf )= 0.00
Ret. Basin design (area, depth) Top = 3234 s.f. Bot. = 1078 s.f. Max. Depth (d)= 4 Max. storage= 8238.87 (d/3)*(bottorni-topF(bottorrilopr0.50) Formulas vol(h/3)*(bottom+top+(bottomotop)A0.50) areaApottom+(h/d)*(top-bottom) h=(vol"3)/(bottom+top+(bottomlop)A0.5) (values must be non -zero or error occurs) Outside input from: N/A 125
1 Hour Storm in 5 minute increments Drywell Drywall Drywall Drywall Overflow Basin Basin Basin Tine Pattern Storm Ices Rate Value Effective Aces Row Outside Retention Period Storage Storage To Retention Period Storage Storage Overflow Overflow % Rain (inihr Max. Mn. Ran (in/hr Rate (cfs) Vd. (cf) Input (cf) Area (sf) Parc. (cf, Vd. (cf) Depth (ft) Basin (cf) Area (sf) Pero. (cf) Vol. (cf) Depth (ft Vol. (cf) Rate (cfs) 0:05 17 1.0700 0.5628 N/A 0.5072 0.5472 164.17 0.00 0.00 0.00 0.00 0.00 164.17 1078.00 0.07 164.09 0.08 0.00 0.00 0:10 4.8 1.18P0 0.5628 N/A 0.8253 0.8904 267.13 0.00 0.00 0.00 0.00 0.00 267.13 1120.94 0.08 431.15 0.21 0.00 0.00 0:15 5.1 1.4749 0.5628 N/A 0.9121 0.0541 295.22 0.00 0.00 0.00 0.00 0.00 295.22 1190.83 0.08 726.28 0.35 0.00 0.00 0:20 4.9 1.4171 0.5628 N/A 0.8542 02216 276.49 0.00 0.00 0.00 0.00 0.00 276.49 1268.06 0.09 1002.69 0.49 0.00 0.00 0:25 6.6 1.9087 0.5628 N/A 1.3459 1.4521 435.63 0.00 0.00 0.00 0.00 0.00 435.63 1340.39 0.09 1438.22 0.70 0.00 0.00 0:30 7.3 21112 0.5628 N/A 1.5483 1.6705 501.15 0.00 0.00 0.00 0.00 0.00 501.15 1454.36 0.10 1939.27 0.94 0.00 0.00 0:35 64 2.4293 0.5628 N/A 1.8664 2.0137 604.12 0.00 0.00 0.00 0.00 0.00 604.12 1585.48 0.11 2543.28 1.23 0.00 0.00 0:40 9 2.6028 0.5628 N/A 2.0400 2.2009 660.28 0.00 0.00 0.00 0.00 0.00 660.28 1743.54 0.12 3203.44 1.56 0.00 0.00 0:45 12.3 15572 0.5628 N/A 2.9943 12306 969.19 0.00 0.00 0.00 0.00 0.00 969.19 1916.30 0.13 4172.49 2.03 0.00 0.00 0:50 17.6 10899 0.5628 N/A 4.5271 4.8B43 1465.30 0.00 0.00 0.00 0.00 0.00 1465.30 2169.89 0.15 5637.64 2.74 0.00 0.00 0:55 16.1 4.6561 0.5628 N/A 4.0933 4.4163 1324.89 0.00 0.00 0.00 0.00 0.00 1324.89 2553.30 0.18 6962.36 138 0.00 0.00 1:00 4.2 1.2146 0.5628 N/A 0.6518 0.7032 210.97 0.00 0.00 0.00 0.00 0.00 210.97 2899.95 0.20 717113 3.48 0.00 0.00 MAX DEPTH 0 0.0000 0.5628 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2955.11 0.21 7172.92 148 0.00 0.00 0 0.0000 0.5628 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2955.06 0.21 7172.72 148 0.00 0.00 1:15 0 0.0000 0.5628 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2955.00 0.21 7172.51 148 0.00 0.00 Total volume (of) 7174.54 Total Overflow (of) 0.00
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4:20 2 (191 0.56 WA 0.3468 (13741 112.24 0.00 0.00 0.00 0.00 0.00 11224 1339.34 0.09 1110.81 0.54 0.00 0.00 4:25 21 0.96 0.56 N/A (13922 (14232 126.96 0.00 0.00 0.00 0.00 0.03 126.96 1368.68 0.10 1237.67 0.60 0.00 0.00 4:30 2.1 0.96 0.56 WA (13922 (14232 126.96 0.03 0.00 0.00 0.03 0.03 126.96 1401.:: 0.10 1364.53 0.66 (1(X) 0.00 4:35 22 1.00 0.56 N/A 0.4377 (14723 141.68 0.00 0.00 0.00 0.00 0.03 141.68 1435.08 0.10 1506.11 (173 (100 0.00 4:40 23 1.05 0.56 WA (14832 (15213 156.40 0.00 0.00 0.00 0.03 0.03 156.40 147213 0.10 1662.41 0.81 0.00 0.00 4:45 24 1.09 0.56 N/A 0.5287 (15704 171.12 0.00 0.00 0.00 0.00 0.03 171.12 1513.03 0.11 1833.42 (189 (100 0.00 4:50 24 1.09 0.56 WA (15287 0.5704 171.12 0.00 0.00 0.00 0.00 0.03 171.12 1557.78 all 2034.43 0.97 0.00 0.00 4:55 25 1.14 0.56 N/A (15742 0.6195 185.84 0.00 0.00 0.00 0.00 0.00 185.84 160253 0.11 2190.16 1.06 (100 0.00 5:03 26 1.18 0.56 WA 0.6196 (16685 200.56 0.00 0.00 0.00 0.00 0.03 200.56 1651.13 0.11 2390.61 1.16 0.00 0.00 5:05 3.1 1.41 0.56 WA (18470 (19139 274.16 0.00 0.00 0.00 0.00 0.00 274.16 1703.59 (112 2664.65 1.29 0.00 0.00 5:10 3.6 1.64 0.56 WA 1.0744 1.1592 347.77 0.00 0.00 0.00 0.00 0.03 347.77 1775.30 0.12 301230 1.46 0.00 0.00 5:15 3.9 1.77 0.56 WA 1.2109 1.3064 391.93 0.00 0.00 0.00 0.00 0.00 391.93 1866.28 0.13 3404.10 1.65 0.00 0.00 520 4.2 1.91 0.56 WA 1.3473 1.4536 436.09 0.00 0.00 0.00 0.03 0.03 436.09 1968.81 0.14 3840.05 1.86 0.00 0.00 5:25 4.7 214 0.56 WA 1.5747 1.6990 509.70 0.00 0.00 0.00 0.00 0.00 509.70 208289 0.14 4349.60 211 0.00 100 5:30 5.6 255 0.56 WA 1.9840 21406 642.18 0.00 0.00 0.00 0.03 0.00 64218 221623 0.15 4991.63 242 0.00 0.00 5:35 1.9 0.86 0.56 WA (13013 0.3251 97.52 0.00 0.00 0.00 0.00 0.00 97.52 2384.24 0.17 5088.98 247 0.00 0.00 5:40 0.9 0.41 0.56 0.37 0.0409 0.0442 1325 0.00 0.00 0.00 0.00 0.00 1325 2409.72 0.17 5102.06 248 (100 0.00 5:45 (16 0.27 0.56 (125 (10273 0.0294 883 0.00 0.00 0.00 0.00 0.00 as3 241314 0.17 511(173 248 0.00 0.00 5:50 0.5 0.23 0.56 0.20 0.0227 0.0245 7.36 0.00 (100 0.00 0.00 0.00 7.36 2415.41 0.17 5117.92 248 0.00 0.00 5:55 (13 0.14 0.56 0.12 (10136 0.0147 4.42 0.00 0.00 0.00 0.00 0.00 4.42 2417.29 0.17 5122.17 249 (100 0.00 6:00 0.2 0.09 0.56 0.08 0.0091 0.0098 294 0.00 (100 0.00 0.00 0.03 2.94 2418.40 0.17 5124.95 249 0.00 0.00 0 0.00 0.56 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2419.13 0.17 5124.78 249 0.00 0.00 0 0.00 0.56 0.00 0.0000 0.0000 0.00 0.00 (100 0.00 0.00 0.03 0.00 2419.09 0.17 5124.61 249 0.00 0.00 6:15 0 0.00 0.56 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2419.04 0.17 5124.44 249 0.00 0.00 0 0.00 0.56 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.03 (100 2419.00 0.17 5124.27 249 0.00 0.00 0 0.00 0.56 0.00 0.0000 0.0000 (1(X) 0.00 0.00 0.00 0.00 0.00 0.00 241895 0.17 5124.11 249 0.00 0.00 6:30 0 0.00 0.56 0.00 0.0000 0.0000 0.00 0.00 (100 0.00 0.00 0.00 0.00 2418.91 0.17 5123.94 249 0.00 0.00 0 0.00 0.56 0.00 0.0000 0.0000 (1(X) 0.00 0.00 0.00 0.00 0.00 0.00 241887 (117 5123.77 249 0.00 0.00 0 0.00 0.56 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 (100 2418.82 (117 5123.60 249 (1(X) 0.00 6:45 0 0.00 0.56 0.00 0.0000 0.0000 (1(X) 0.00 0.00 0.00 0.00 0.00 0.00 241878 0.17 5123.43 249 0.00 0.00 0 0.00 0.56 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2418.73 (117 5123.27 249 (1(X) 0.00 0 0.00 0.56 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 241869 0.17 5123.10 249 0.00 0.00 7:00 0 0.00 0.56 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2418.65 0.17 5122.93 249 (100 0.00 Total volume (of) 5131.78 Total Overflow (cf) 0.00
1507
5of6
24 1 -bur Storm in 15 minute increments Drywell Drywall Drywall Drw.ell Overflow Basin Basin Basin Time Pattern Storm Loss Rate Value Effective Row Row Outside Retention Paned Storage Storage To Retention Period Storage Storage Overflow Overflow % Rain (irtrhr Mex. Mn. Rain (inrhr Rate (cfs) Vd. (cf) Input (ci) Area (sf) Pero. (cf Vol. (ci) Depth (ft) Basin (cf) Area (sf) Rat. (d) Vd. (cf) Depth (ft Vol. (cf) Rate (cfs) 0:15 02 0.04
0:30 0.3 0.06
0:45 0.3 0.06
1:00 0.4 0.08
1:15 0.3 0.06
1:30 0.3 0.06
1:45 0.3 0.06
200 (14 0.08
215 0.4 0.08
230 0.4 0.08
2:45 0.5 0.10
300 0.5 0.10
3:15 0.5 0.10
3:30 0.5 0.10
3:45 0.5 0.10
4:00 0.6 (112
4:15 0.6 0.12
4:30 0.7 0.14
4:45 0.7 0.14
5:00 (18 0.16
5:15 0.6 0.12
5:30 0.7 (114
5:45 0.8 0.16
6:00 0.8 (116
6:15 0.9 0.18
6:30 0.9 0.18
6:45 1 0.20
7:00 1 0.20
7:15 1 0.20
7:30 1.1 0.22
7:45 1.2 0.24
8:00 13 026
8:15 1.5 0.30
8:30 1.5 0.30
8:45 1.6 0.32
9:00 1.7 0.34
9:15 1.9 0.38
9:30 2 0.40
9:45 2.1 0.42
10:)0 2.2 0.44
10:15 1.5 0.30
10:30 1.5 0.30
10:45 2 0.40
11:00 2 (140
11:15 1.9 0.38
11:30 1.9 0.38
11:45 1.7 0.34
12:00 1.8 0.36
12:15 2.5 0.51
12:30 2.6 0.53
12:45 2.8 0.57
0.99 0.04 0.0040 0.0044 392
0.98 0.05 0.0061 0.0065 5.
0.97 0.05 0.0061 0.0065 5.88
0.95 0.07 0.0081 0.0087 7.85
0.94 0.05 0.0061 0.0065 5.88
0.93 0.05 0.0061 (10365 5.
0.92 0.05 0.0061 0.0065 5.88
0.91 0.07 0.0081 0.0087 7.85
0.90 (107 0.0081 0.0087 7.85
0.89 0.07 0.0081 0.0087 7.85
0.:: 0.09 0.0101 0.0109 9.81
0.87 0.09 0.0101 0.0109 9.81
0.85 0.09 0.0101 (10109 9.81
0.84 0.09 0.0101 0.0109 9.81
0.83 0.09 0.0101 0.0109 9.81
0.82 0.11 0.0121 0.0131 11.77
0.81 0.11 (10121 0.0131 11.77
0.80 0.13 0.0141 0.0153 13.73
0.79 0.13 (10141 (10153 13.73
0.78 0.15 0.0162 0.0174 15.69
0.77 all (10121 0.0131 11.77
0.76 0.13 0.0141 0.0153 1373
0.75 (115 (10162 0.0174 15.69
0.74 0.15 0.0162 0.0174 15.69
0.73 0.16 0.0182 0.0196 17.65
0.72 0.16 (10182 0.0196 17.65
0.71 (118 0.0202 (10218 19.61
0.70 0.18 (10202 0.0218 19.61
0.69 (118 0.0202 (10218 19.61
0.68 0.20 0.0222 0.0240 21.58
0.67 0.22 (10242 (10262 23.54
0.66 0.24 (10263 0.0283 25.50
0.66 0.27 0.0303 (10327 29.42
0.65 0.27 0.0303 0.0327 29.42
0.64 0.29 0.0323 0.0349 31.38
0.63 0.31 (134,3 0.0370 33.34
0.62 0.35 0.0384 (10414 37.27
0.61 0.36 (10404 (10436 39.23
0.60 0.38 0.0424 (10458 41.19
0.59 0.40 (10444 (10479 43.15
0.58 0.27 0.0303 0.0327 29.42
0.58 0.27 0.0303 0.0327 29.42
0.57 0.36 0.0404 0.0436 39.23
0.56 0.36 0.0404 0.0436 39.23
0.55 0.35 0.0384 0.0414 37.27
0.54 0.35 (10384 0.0414 37.27
0.53 0.31 0.0343 0.0370 3334
0.53 0.33 0.0364 0.0392 35.31
(152 0.45 0.0505 (10545 49.04
0.51 0.47 0.0525 0.0567 51.00
0.50 NIA 0.0622 0.0671 60.43
0.00 0.00 0.00 0.00 (100 3.92
0.00 0.00 0.00 0.00 0.00 5.88
0.00 0m 0.00 0.00 0.00 5.
0.00 (100 0.00 0.00 0.00 7.85
(100 0.00 0.00 0.00 (100 5.
0.00 0.00 0.00 0.00 0.00 5.88
(100 0.00 0.00 0.00 (100 5.
0.00 0.00 0.00 0.00 0.00 7.85
0.00 0.00 0.00 0.00 (100 7.85
0.00 0.00 0.00 0.00 0.00 7.85
(1(X) 0.00 (100 0.00 0.00 9.81
0.00 0.00 0.00 0.00 0.00 9.81
0.00 0.0) (100 0.00 0.00 9.81
0.00 0.00 0.00 0.00 0.00 9.81
0.00 0.0) (100 0.00 0.00 9.81
0.00 0.00 0.00 0.00 0.00 11.77
0.00 0.00 0.00 0.00 0.00 11.77
0.00 0.00 0.00 0.00 0.00 1373
0.00 0.00 0.00 0.00 0.00 1373
0.00 0.00 0.00 0.00 0.00 15.69
0.00 0.00 0.00 0.00 0.00 11.77
0.00 0.00 0.00 0.00 0.00 1373
0.00 0.00 (100 0.00 0.00 15.69
0.00 0.00 0.00 0.00 0.00 15.69
0.00 0.0) (100 0.00 0.00 17.65
0.00 0.00 0.00 0.00 0.00 17.65
0.00 0.00 0.00 0.00 0.00 19.61
0.00 0.00 0.00 0.00 0.00 19.61
0.00 0.00 (100 0.00 0.00 19.61
0.00 0.00 0.00 0.00 0.00 21.58
0.00 0.00 0.00 0.00 0.00 23.54
0.00 0.00 0.00 0.00 0.00 25.50
0.00 0.00 0.00 0.00 0.03 29.42
0.00 0.00 0.00 0.00 0.00 29.42
0.00 0.00 0.00 0.00 0.00 31.38
0.00 0.00 0.00 0.00 0.00 33.34
0.00 0.00 0.00 0.00 0.00 37.27
0.00 0.00 0.00 0.00 0.00 39.23
0.00 0.00 0.00 0.00 0.00 41.19
0.00 0.00 0.00 0.00 0.00 43.15
0.00 0.00 0.00 0.00 0.00 29.42
0.00 0.00 0.00 0.00 0.00 29.42
0.00 0.00 0.00 0.00 0.00 39.23
0.00 0.00 0.00 0.00 0.00 39.23
0.00 (1(X) 0.00 0.00 0.00 37.27
0.00 0.00 0.00 0.00 0.00 37.27
0.00 0.00 0.00 0.00 0.00 33.34
0.00 0.00 0.00 (1(X) 0.00 35.31
0.00 0.00 0.00 0.00 0.00 49.04
0.00 0.00 0.00 0.00 0.00 51.00
0.00 0.00 (10) 0.00 0.00 8143
1078.00 (122 3.70 0.00 0.00 0.00
1078.97 (122 9.36 (100 0.00 0.00
1080.45 (123 15.02 0.01 0.00 0.00
1081.93 (123 22.64 (101 0.00 0.00
1083.92 (123 28.30 0.01 0.00 0.00
1085.40 (123 33.95 (102 0.00 0.00
1086.89 (123 39.61 0.02 0.00 0.00
1088.37 (123 47.23 (102 0.00 0.00
1090.36 (123 54.85 0.03 0.00 0.00
1092.35 (123 62.47 (103 (100 0.00
1094.35 (123 72.05 (103 0.00 100
1096.85 (123 81.63 (104 0.00 (100
1099.36 (123 91.21 (104 0.00 0.00
1101.87 (123 100.78 (105 0.00 0.00
1104.37 (123 11(136 (105 0.00 0.00
1106.88 (123 121.90 (106 0.00 0.00
1109.90 (123 133.44 0.06 0.00 0.00
1112.92 (123 146.93 (107 0.00 0.00
1116.45 (123 160.43 0.08 0.00 0.00
1119.98 (123 175.89 0.09 0.00 0.00
1124.03 (123 187.43 (109 0.00 0.00
1127.05 (123 20192 (110 0.00 0.00
1130.58 (124 216.38 (111 0.00 0.00
1134.62 (124 231.83 (111 0.00 0.00
1138.67 (124 249.25 (112 0.00 0.00
114322 (124 266.66 (113 0.00 0.00
1147.78 (124 286.04 (114 0.00 0.00
115285 0.24 305.41 (115 0.00 0.00
1157.92 (124 324.79 (116 (1(X) 0.00
1162.99 (124 346.12 (117 0.00 0.00
1168.58 (124 369.42 (118 (1(X) 0.00
1174.67 (124 394.67 (119 0.00 0.00
1181.28 (125 423.85 (121 0.00 0.00
11::.91 (125 453.02 (122 0.00 0.00
1196.55 (125 484.15 (124 0.00 0.00
1204.70 (125 517.25 (125 0.00 0.00
121336 (125 554.26 (127 0.00 0.00
1223.04 (125 593.24 (129 0.00 0.00
123324 (126 634.17 (131 (1(X) 0.00
1243.95 (126 677.07 (133 0.00 0.00
1255.18 (126 706.23 (134 0.00 0.00
126281 (126 735.38 (136 0.00 0.00
1270.44 (126 774.35 (138 0.00 0.00
1280.64 (127 81331 (139 (1(X) 0.00
1290.83 (127 850.31 (141 0.00 0.00
1300.51 (127 887.31 0.43 0.00 0.00
1310.20 (127 920.38 (145 0.00 0.00
1318.85 (127 955.41 0.46 0.00 0.00
1328.02 0.28 1004.17 (149 0.00 0.00
1340.78 0.28 1054.89 0.51 0.00 0.00
1354.05 0.28 1115.04 0.54 0.00 0.00
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1 of6
HYDROLOGY CALCULATIONS -
Using the RCFC&V\CD Short Cut Unit Hydrograph Method
Area Designations Area 1 VERSION 2
Area0.41ac+0.09ac typ street frontage 0.°
1.14 5/7/2024 LOT 10 -FRONT
Dai nage Area (ac.) 0.5000 JOB NUM3ER22106
Unit tine (rrinutes) 5 5 5 15
100 Year Storm Duration (hrs) 1 3 6 24
Total Precipitation (Plates D -4.4,E-5.2, 5.4, 5.6)(in.) 2.41 3.10 179 5.05 from NOAA interactive website Soils Gaup A
MAC index II Runoff Nurrber (plate E-6.1) 32
Rate E-6.2 Pervious Area Lass Rate (Fp)(ir✓Ir) 0.74 (AMC II) Percentage of Inpervious Cover (A)(%) (plate E-6.3) 26.6 20% per the RCFC Hydrology Manuel 1AC LOT -PLATE D 5.6 AND 0.09AC TYPICAL STREET FRONTAGE V\kighted Average toss Rate (F=Fp(1-.9A))(in./hr.) 0.56 (used for 1, 3, and 6 hour storm the 24 hour storm uses variable maximum Ices rate per plate E-1.1 (3 of 6)) Low Loss Rate Percent (%) 90
Retention Basin Peroolation Rate (in/hr) 0.01 (also used for drywall pennlation rate) Percolation is taken incrementally.
Basin volume is calculated using the"truncated pyramid" formula, a more conservative estimate than "averaged end areas" sometiute used program updated 4-14-22 LC
(Drywell can be "zeroed out" by reducing numbers to less than .001, but should not entered as zeros or program chokes.) Drywall storage indudes 40%of the 1' wide rock bed surrounding the drywall: formula (upperrPftr(diam/2)"2-F(lower)*Pft)*((diam/2r2+0.41(diam/2+(grav+0.4166))"2-(diam/2+0.4166)A2)) The drywall wall thickness is assumed at 5" (0.4166) and the gravel bed width is variable "gray" Drywell iS zeroed out by reducing to 0.001 since there is none.
Drywall design factors Upper sec. (ft.)= 0.001 Lower sec. (ft.)= 0.001 Ring diam. (ft.) = 0.001 Drywall lower max. (cf)= 0.00 Upper max.(cf)= 0.00 Gravel bed width around drywall= 0.001
Drywall total (cf )= 0.00
Ret. Basin design (area, depth) Top = 2118 s.f. Bot. = 756 s.f. Max. Depth (d)= 3 Max. storage= 4139.39 (cl/3)*(bottorni-tcpF(bottorrfltcpr0.50) Formulas vol(h/3)*(bottom+top+(bottomotop)A0.50) areaApottom+(h/d)*(top-bottom) h=(vol"3)/(bottom+top+(bottomlop)A0.5) (values must be non -zero or error occurs) Outside input from: N/A 125
1 Hour Storm in 5 minute increments Drywell Drywall Dyell Drywall Overflow Basin Basin Basin Tine Pattern Storm I nms Rate Value Effective Flow Flow Outside Retention Period Storage Storage To Retention Period Storage Storage Overflow Overflow % Rain (inihr Max. Mn. Ran (in/hr Rate (cfs) Vd. (cf) Input (o) Area (sf) Parc. (cf, Vol. (cf) Depth (ft) Basin (cf) Area (sf) Pero. (cf) Vol. (of) Depth (ft Vol. (cf) Rate (cfs) 0:05 17 1.0700 0.5628 N/A 0.5072 0.2557 76.71 0.00 0.00 0.00 0.00 0.00 76.71 756.00 0.05 76.66 0.06 0.00 0.00 0:10 4.8 1.18P9 0.5628 N/A 0.8253 0.4161 124.83 0.00 0.00 0.00 0.00 0.00 124.83 781.22 0.05 201.44 0.15 0.00 0.00 0:15 51 1.4749 0.5628 N/A 0.9121 0.4598 137.95 0.00 0.00 0.00 0.00 0.00 137.95 822.28 0.06 339.33 0.25 0.00 0.00 0:20 4.9 1.4171 0.5628 N/A 0.8542 0.4307 129.20 0.00 0.00 0.00 0.00 0.00 129.20 867.65 0.06 468.47 0.34 0.00 0.00 0:25 6.6 1.9087 0.5628 N/A 1.3459 0.6785 203.56 0.00 0.00 0.00 0.00 0.00 203.56 910.14 0.06 671.97 0.49 0.00 0.00 0:30 7.3 21112 0.5628 N/A 1.5483 0.7806 234.18 0.00 0.00 0.00 0.00 0.00 234.18 977.10 0.07 906.09 0.66 0.00 0.00 0:35 54 2.4293 0.5628 N/A 1.8664 0.9410 282.30 0.00 0.00 0.00 0.00 0.00 282.30 1054.13 0.07 1188.31 0.86 0.00 0.00 0:40 9 2.6028 0.5628 N/A 2.0400 1.0285 308.54 0.00 0.00 0.00 0.00 0.00 308.54 1147.00 0.08 1496.78 1.08 0.00 0.00 0:45 12.3 15572 0.5628 N/A 2.9943 1.5096 452.89 0.00 0.00 0.00 0.00 0.00 452.89 1248.49 0.09 1949.58 1.41 0.00 0.00 0:50 17.6 10899 0.5628 N/A 4.5271 2.2824 684.72 0.00 0.00 0.00 0.00 0.00 684.72 1397.48 0.10 2634.20 1.91 0.00 0.00 0:55 16.1 4.6561 0.5628 N/A 4.0933 2.0637 619.11 0.00 0.00 0.00 0.00 0.00 619.11 1629 74 0.11 3253.20 2.36 0.00 0.00 1:00 4.2 1.2146 0.5628 N/A 0.6518 0.3286 98.58 0.00 0.00 0.00 0.00 0.00 98.58 1826.41 0.13 3351.66 2.43 0.00 0.00 MAX DEPTH 0 0.0000 0.5628 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1858.81 0.13 3351.53 243 0.00 0.00 0 0.0000 0.5628 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1858.77 0.13 3351.40 2.43 0.00 0.00 1:15 0 0.0000 0.5628 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1858.72 0.13 3351.27 2.43 0.00 0.00 Total volume (cf) 3352.59 Total Overflow(cf) 0.00
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24 1 -bur Storm in 15 minute increments Drywall Dryweil Drywall Drywell Overflow Basin Basin Basin Time Pattern Storm Loss Rate Value Effective Row Row Outside Retention Paned Storage Storage To Retention Period Storage Storage Overflow Overflow % Rain (irVhr MEx. Mn. Rain (irtrhr Rate (cfs) Vd. (cf) Irput (cf) Area (sf) Pero. (of Vol. (cf) Depth (ft) Basin (cf) Area (sf) Perc. (d) Vd. (d) Depth (ft Vol. (cf) Rate (cfs) 0:15 02 0.04
0:30 (13 0.06
0:45 0.3 0.06
1:00 (14 0.08
1:15 0.3 0.06
1:30 (13 0.06
1:45 0.3 0.06
200 (14 0.08
215 0.4 0.08
230 0.4 0.08
2:45 (15 0.10
300 0.5 0.10
3:15 (15 0.10
3:30 0.5 0.10
3:45 (15 0.10
4:00 0.6 (112
4:15 0.6 0.12
4:30 0.7 0.14
4:45 0.7 0.14
5:00 (18 0.16
5:15 (16 0.12
5:30 0.7 (114
5:45 (18 0.16
6:00 0.8 (116
6:15 (19 0.18
6:30 (19 0.18
6:45 1 0.20
7:03 1 0.20
7:15 1 0.20
7:30 1.1 0.22
7:45 1.2 0.24
8:00 13 026
8:15 1.5 0.30
8:30 1.5 0.30
8:45 1.6 0.32
9:00 1.7 0.34
9:15 1.9 0.38
9:30 2 0.40
9:45 2.1 0.42
10:00 2.2 0.44
10:15 1.5 0.30
10:30 1.5 0.30
10:45 2 0.40
11:03 2 (140
11:15 1.9 0.38
11:30 1.9 (138
11:45 1.7 0.34
12:00 1.8 0.36
12:15 25 0.51
12:30 2.6 0.53
12:45 28 0.57
0.99 0.04 0.0040 0.0020 1.83 (100 0.00 0.00 0.00 0.00 1.83 756.00 (116 1.68 (1(X) 0.00 0.00
0.98 0.05 0.0061 0.0031 2.75 0.00 0.00 0.00 0.00 0.03 2.75 756.55 (116 4.27 0.00 (100 0.00
0.97 0.05 0.0061 (10031 2.75 (100 0.00 0.00 0.00 (103 275 757.40 0.16 6.86 0.00 0.00 0.00
0.95 0.07 0.0081 0.0041 3.67 0.00 (100 0.00 0.03 0.00 3.67 758.26 (116 1(137 0.01 (100 0.00
0.94 0.05 0.0061 0.0031 2.75 (100 0.00 0.00 0.00 (103 2.75 759.41 (116 12.96 (101 0.00 (100
0.93 0.05 0.0061 0.0031 2.75 0.00 0.00 0.00 0.00 0.03 275 760.26 0.16 15.55 (101 (100 (100
0.92 0.05 0.0061 0.0031 2.75 (100 0.00 0.00 0.00 (100 2.75 761.12 (116 18.14 (101 0.00 0.00
0.91 0.07 0.0081 0.0041 3.67 0.00 0.00 0.00 0.03 0.03 3.67 761.97 (116 21.65 (102 (100 0.00
0.90 (107 0.0081 (10041 3.67 0.03 0.00 0.00 0.00 (100 3.67 763.12 0.16 25.16 0.02 0.00 0.00
0.89 0.07 0.0081 0.0041 3.67 0.00 0.00 0.00 0.03 0.00 367 76425 (116 28.66 (102 0.00 0.00
0.:: 0.09 0.0101 0.0051 4.58 0.00 0.00 (100 0.00 0.00 4.58 765.43 (116 33.09 (102 0.00 0.00
0.87 0.09 (10101 0.0051 4.58 0.00 0.00 0.00 0.00 0.00 4.58 766.89 (116 37.51 0.03 0.00 (100
0.85 0.09 0.0101 0.0051 4.58 0.00 0.00 0.00 0.00 0.00 4.58 768.34 (116 41.93 (103 0.00 0.00
0.84 0.09 (10101 0.0051 4.58 0.00 0.00 0.00 0.00 0.00 4.58 769.80 (116 46.36 (103 0.00 0.00
0.83 0.09 0.0101 0.0051 4.58 0.00 0.00 0.00 0.00 0.00 4.58 77125 (116 50.78 (104 (100 0.00
0.82 0.11 (10121 0.0061 5.50 0.00 0.03 0.00 0.00 0.00 5.50 77271 (116 56.12 (104 0.00 0.00
0.81 0.11 (10121 0.0061 5.50 0.00 0.00 0.00 0.00 0.00 5.50 774.46 (116 61.45 (104 (100 0.00
0.80 0.13 (10141 0.0071 6.42 0.00 0.00 0.00 0.00 0.03 6.42 776.22 (116 67.71 (105 0.00 0.00
0.79 0.13 (10141 (10071 6.42 0.00 0.00 0.00 0.00 0.00 6.42 778.28 (116 73.96 (105 0.00 0.00
0.78 0.15 0.0162 0.0081 7.33 0.00 0.00 0.00 0.00 0.00 7.33 780.34 (116 81.13 (106 0.00 0.00
0.77 (111 (10121 0.0061 5.50 0.00 0.00 (100 0.00 0.00 5.50 78270 (116 86.47 0.06 0.00 0.00
0.76 0.13 (10141 0.0071 6.42 0.00 0.00 0.00 0.00 0.03 6.42 784.45 (116 92.72 (107 0.00 0.00
0.75 (115 (10162 0.0081 7.33 0.00 0.00 0.00 0.00 0.00 7.33 786.51 (116 99.89 (107 0.00 0.00
0.74 0.15 0.0162 (10081 7.33 0.00 0.00 0.00 0.00 0.00 7.33 788.87 (116 107.06 0.08 0.00 0.00
0.73 0.16 0.0182 0.0092 8.25 0.00 0.00 (100 0.00 0.00 8.25 791.23 (116 115.14 0.08 0.00 0.00
0.72 0.16 (10182 0.0092 8.25 0.00 0.00 0.00 0.00 0.00 8.25 793.89 (117 123.23 0.09 0.00 0.00
0.71 (118 0.0202 (10102 9.17 0.00 0.00 0.00 0.00 (100 9.17 796.55 0.17 132.23 (110 0.00 0.00
0.70 0.18 (10202 (10102 9.17 0.00 0.00 0.00 0.00 0.00 9.17 799.51 (117 141.23 (110 0.00 0.00
0.69 (118 0.0202 (10102 9.17 0.00 0.00 0.00 0.00 (1W 9.17 80247 0.17 150.22 (111 0.00 0.00
0.68 0.20 (10222 (10112 10.08 0.00 0.00 0.00 0.00 0.00 10.08 805.43 (117 160.14 (112 (100 0.00
0.67 0.22 (10242 0.0122 11.00 0.00 0.00 0.00 0.00 0.00 11.00 808.69 0.17 170.97 (112 0.00 0.00
0.66 0.24 0.0263 (10132 11.92 0.00 0.00 0.00 0.00 0.00 11.92 81225 (117 182.72 0.13 0.00 0.00
0.66 0.27 (10303 (10153 13.75 0.00 0.00 0.00 0.00 (1W 13.75 816.12 0.17 196.29 (114 0.00 0.00
0.65 0.27 0.0303 (10153 13.75 0.00 0.00 0.00 0.00 (1(X) 13.75 820.59 (117 209.87 (115 (100 0.00
0.64 0.29 (10323 (10163 14.67 0.00 0.00 0.00 0.00 0.00 14.67 825.06 0.17 224.37 (116 0.00 0.00
0.63 0.31 0.(1343 (10173 15.58 0.00 0.00 0.00 0.00 0.00 15.58 829.82 (117 239.77 (117 0.00 0.00
0.62 0.35 (10384 (10193 17.41 0.00 0.00 0.00 0.00 0.00 17.41 834.89 0.17 257.02 (119 0.00 0.00
0.61 0.36 (10404 (10204 18.33 0.00 0.00 0.00 0.00 0.00 18.33 840.57 (118 275.17 0.20 (100 0.00
0.60 0.38 (10424 (10214 19.25 0.00 0.00 0.00 0.00 (1W 1925 846.54 0.18 294.24 (121 0.00 0.00
0.59 0.40 (10444 (10224 20.16 0.00 0.00 0.00 0.00 0.00 20.16 85782 (118 314.23 (123 (100 0.00 (158 0.27 0.0303 0.0153 1375 (100 0.00 0.00 0.00 0.00 13.75 859.39 (118 327.80 0.24 0.00 0.00
0.58 0.27 0.0303 (10153 1375 0.00 (100 0.00 0.00 0.00 13.75 863.86 (118 341.37 0.25 0.00 0.00 (157 0.36 0.0404 0.0204 18.33 0.00 0.00 0.00 0.00 0.00 1833 868.32 0.18 359.52 (126 0.00 0.00
0.56 0.36 (10404 (10204 18.33 0.00 (100 0.00 0.00 0.00 18.33 874.29 (118 377.67 (127 0.00 0.00
0.55 0.35 0.0384 0.0193 17.41 0.00 0.00 0.00 0.00 0.00 17.41 88027 0.18 394.90 (129 0.00 0.00
0.54 0.35 (10384 (10193 17.41 0.00 (100 0.00 0.00 0.00 17.41 885.94 (118 41213 (130 0.00 0.00
0.53 0.31 0.0343 (10173 15.58 0.00 0.00 0.00 0.00 0.00 15.58 891.60 0.19 427.53 (131 0.00 0.00
0.53 0.33 (10364 (10183 16.50 0.00 (100 0.00 0.00 0.00 16.50 896.67 (119 443.84 0.32 0.00 0.00 (152 0.45 0.0505 0.0255 22.91 0.00 0.00 0.00 0.00 0.00 2291 gm 04 0.19 466.56 0.34 0.00 0.00
0.51 0.47 0.0525 (10265 23.83 0.00 0.00 0.00 0.00 0.00 23.83 909.52 (119 490.21 0.36 0.00 0.00
0.50 NYA 0.0672 0.0314 28.24 0.00 0.00 0.00 0.00 0.00 28.24 917.29 0.19 518.25 0.38 0.00 0.00 1514
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1 of6
HYDROLOGY CALCULATIONS -
Using the RCFC&V\CD Short Cut Unit Hydrograph Method
Area Designations Area 1 VERSION 2 Area0.73ac
57/2024 LOT 10 -BACK
DranageArea (ac.) 0.7300 JOB NUM3ER22106
Unit tine (rrinutes) 5 5 5 15
100 Year Storm Duration (hrs) 1 3 6 24
Total Precipitation (Plates D -4.4,E-5.2, 5.4, 5.6)(in.) 2.41 3.10 3.79 5.05 from NOAA interactive website Sills Gaup A
MAC index II Runoff Nurrber (plate E-6.1) 32
Rate E-6.2 Pervious Area Lass Rate (Fp)(ir✓Ir) 0.74 (AMC II) Percentage of Inpervious Cover (A)(%) (plate E-6.3) 26.6 20% per the RCFC Hydrology Manua 1AC LOT -PLATED 5.6 V'ikighted Average r1Ss Rate (F=Fp(1-.9A))(in./hr.) 0.56 (used for 1, 3, and 6 hour storm the 24 hour storm uses variable maximum Ices rate per plate E-1.1 (3 of 6)) Low Loss Rate Percent (%) 90
Retention Basin Peroolation Rate (in/hr) 0.01 (also used for drywell pennlation rate) Percolation is taken incrementally.
Basin volume is calculated using the"truncated pyramid" formula, a more conservative estimate than "averaged end areas" sometiute used program updated 4-14-22 LC
(Drywell can be "zeroed out" by reducing numbers to less than .001, but should not entered as zeros or program chokes.) Drywell storage indudes 40%of the 1' wide rock bed surrounding the drywall: formula (upperrPftr(diam/2)A2+(lower)*Pft)*((diam/2r2+0.41(diam/2+(grav+0.4166))"2-(diam/2+0.4166)A2)) The drywall wall thickness is assumed at 5" (0.4166) and the gravel bed width is variable "gray" Drywell is zeroed out by reducing to 0.001 since there is none.
Drywell design factors Upper sec. (ft.)= 0.001 Lower sec. (ft.)= 0.001 Ring diam. (ft.) = 0.001 Crywell lower max. (cf)= 0.00 Upper max.(cf)= 0.00 Gravel bed width around drywell= 0.001
Drywall total (cf )= 0.00
Ret. Basin design (area, depth) Top = 2400 s.f. Bot. = 623 s.f. Max. Depth (d)= 4 MEX. storage= 5661.04 (d/3)*(bottorn+top+(botttxn*topr0.50) Formulas vol(h/3)*(bottom+top+(bottomotop)A0.50) are =bottom+(h/d)*(top-bottom) h=(vol*3)/(bottom+top+(bottom*top)A0.5) (values must be non -zero or error occurs) Outside input from: N/A 3.25
1 Hour Storm in 5 minute increments Drywell Drywall Drywall Drywall Overflow Basin Basin Basin Tine Pattern Storm I nss Rate Value Effective Aces Flow Outside Retention Period Storage Storage To Retention Period Storage Storage Overflow Overflow % Rain (inihr Max. Mn. Ran (in/hr Rate (cfs) Vd. (cf) Input (cf) Area (sf) Pero. (cf, Vd. (cf) Depth (ft) Basin (cf) Area (sf) Pero. (cf) Vol. (cf) Depth (ft Vol. (cf) Rate (cfs) 0:05 3.7 1.0700 0.5628 N/A 0.5072 0.3733 112.00 0.00 0.00 0.00 0.00 0.00 112.00 623.00 0.04 111.96 (108 0.00 0.00 0:10 4.8 1.18P0 0.5628 N/A 0.8253 0.6075 182.25 0.00 0.00 0.00 0.00 0.00 182.25 658.14 0.05 294.16 0.21 0.00 0.00 0:15 5.1 1.4749 0.5628 N/A 0.9121 0.6714 201.41 0.00 0.00 0.00 0.00 0.00 201.41 715.34 0.05 495.52 (135 0.00 0.00 0:20 4.9 1.4171 0.5628 N/A 0.8542 0.6288 188.64 0.00 0.00 0.00 0.00 0.00 188.64 778.54 0.05 684.11 0.48 0.00 0.00 0:25 6.6 1.9087 0.5628 N/A 1.3459 0.9907 297.20 0.00 0.00 0.00 0.00 0.00 297.20 837.74 0.06 981.25 0.69 0.00 0.00 0:30 7.3 21112 0.5628 N/A 1.5483 1.1397 341.91 0.00 0.00 0.00 0.00 0.00 341.91 931.01 0.06 1323.09 0.93 0.00 0.00 0:35 8.4 2.4293 0.5628 N/A 1.8664 1.3739 412.16 0.00 0.00 0.00 0.00 0.00 412.16 1038.32 0.07 1735.18 1.23 0.00 0.00 0:40 9 2.6028 0.5628 N/A 2.0400 1.5016 450.47 0.00 0.00 0.00 0.00 0.00 450.47 1167.67 (108 2185.57 1.54 0.00 0.00 0:45 12.3 3.5572 0.5628 N/A 2.9943 2.2041 661.22 0.00 0.00 0.00 0.00 0.00 661.22 1309.05 (109 2846.70 2.01 0.00 0.00 0:50 17.6 50899 0.5628 N/A 4.5271 33323 999.69 0.00 0.00 0.00 0.00 0.00 999.69 1516.58 (111 3846.28 2.72 0.00 0.00 0:55 16.1 4.6561 0.5628 N/A 4.0933 3.0130 903.90 0.00 0.00 0.00 0.00 0.00 903.90 1830.35 (113 4750.05 3.36 0.00 0.00 1:00 4.2 1.2146 0.5628 N/A 0.6518 0.4798 143.93 0.00 0.00 0.00 0.00 0.00 143.93 2114.04 (115 4893.84 3A6 0.00 0.00 MAX DEPTH 0 0.0000 0.5628 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2159.17 (115 4893.69 3.46 0.00 0.00 0 0.0000 0.5628 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2159.13 (115 4893.54 146 0.00 0.00 1:15 0 0.0000 0.5628 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2159.08 0.15 4893.39 3.46 0.00 0.00 Total volume (of) 4894.78 Total Overflow (of) 0.00
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24 1 -bur Storm in 15 minute increments Drywell Drywall Drywall Drywall Overflow Basin Basin Basin Time Pattern Storm Loss Rate Value Effective Row Row Outside Retention Penod Storage Storage To Retention Period Storage Storage Overflow Overflow % Rain (irVhr Mex. Mn. Rain (inrhr Rate (cfs) Vd. (cf) Input (ci) Area (sf) Pero. (cf Vol. (ci) Depth (ft) Basin (cf) Area (sf) Pest. (d) Vol. (cf) Depth (ft Vol. (cf) Rate (cfs) 0:15 02 0.04
0:30 (13 0.06
0:45 0.3 0.06
1:00 (14 0.08
1:15 0.3 0.06
1:30 (13 0.06
1:45 0.3 0.06
200 (14 0.08
215 0.4 0.08
230 0.4 0.08
2:45 (15 0.10
a00 0.5 0.10
3:15 (15 0.10
3:30 0.5 0.10
3:45 (15 0.10
4:00 0.6 (112
4:15 (16 0.12
4:30 0.7 0.14
4:45 0.7 0.14
5:00 (18 0.16
5:15 (16 0.12
5:30 0.7 (114
5:45 (18 0.16
6:00 0.8 (116
6:15 (19 0.18
6:30 (19 0.18
6:45 1 0.20
7:00 1 0.20
7:15 1 0.20
7:30 1.1 0.22
7:45 1.2 0.24
8:00 13 026
8:15 1.5 0.30
8:30 1.5 0.30
8:45 1.6 0.32
9:00 1.7 0.34
9:15 1.9 0.38
9:30 2 0.40
9:45 2.1 0.42
10:00 2.2 0.44
10:15 1.5 0.30
10:30 1.5 0.30
10:45 2 0.40
11:00 2 (140
11:15 1.9 0.38
11:30 1.9 0.38
11:45 1.7 0.34
12:05 1.8 0.36
12:15 25 0.51
12:30 2.6 0.53
12:45 28 0.57
0.99 0.04 (10040 (10030 2.68 0.00 0.00 0.00 0.00 (103 268 623.00 (113 255 (1(X) 0.00 0.00
0.98 0.05 0.0061 (10045 4.01 0.00 (100 0.00 0.00 0.00 4.01 623.80 (113 6.43 0.00 0.00 (100
0.97 0.05 0.0061 (10045 4.01 (100 0.00 0.00 0.00 (103 4.01 625.02 (113 1(132 (101 0.00 0.00
0.95 0.07 0.0081 0.0059 5.35 0.00 OW 0.00 0.00 0.00 5.35 626.24 (113 15.54 (101 0.00 (100
0.94 0.05 0.0061 (10045 4.01 (100 (100 0.00 0.00 (103 4.01 627.88 (113 19.42 0.01 0.00 0.00
0.93 0.05 0.0061 0.0045 4.01 0.00 0.00 0.00 0.00 0.03 4.01 629.10 0.13 23.31 (102 0.00 (100
0.92 0.05 0.0061 0.0045 4.01 (100 0.00 0.00 0.00 (103 4.01 630.32 (113 27.19 0.02 0.00 0.00
0.91 0.07 0.0081 0.0059 5.35 0.00 0.00 0.00 0.00 0.03 5.35 631.53 0.13 32.41 (102 0.00 (100
0.90 (107 0.0081 (10059 5.35 0.00 0.00 0.00 0.00 (103 5.35 633.17 (113 37.63 0.03 (100 0.00
0.89 0.07 0.0081 0.0059 5.35 0.00 0.00 0.00 0.00 0.00 5.35 634.81 0.13 42.85 (103 (100 0.00
0.:: 0.09 0.0101 0.0074 6.69 0.00 0.00 0.00 0.00 0.00 6.69 636.45 (113 49.41 (103 (100 0.00
0.87 0.09 (10101 0.0074 6.69 0.00 0.00 0.00 0.00 0.00 6.69 638.51 (113 55.97 (104 (10) (100
0.85 0.09 0.0101 0.0074 6.69 0.00 0.00 0.00 0.00 (100 6.69 640.57 0.13 62.53 (104 0.00 (1(X)
0.84 0.09 (10101 0.0074 6.69 0.00 0.00 0.00 0.00 0.00 6.69 64263 (113 69.08 (105 (10) 0.00
0.83 0.09 0.0101 (10074 6.69 0.00 0.00 0.00 0.00 0.00 6.69 644.68 0.13 75.64 (105 (100 0.00
0.82 0.11 (10121 0.0089 8.03 0.00 0.00 0.00 0.00 0.00 8.03 646.74 (113 83.53 (106 0.0) 0.00
0.81 0.11 (10121 0.0089 8.03 0.00 0.00 0.00 0.00 (100 8.03 649.22 0.14 91.43 (106 (100 0.00
0.80 0.13 (10141 (10104 9.37 0.00 0.00 0.00 0.00 0.03 9.37 651.70 (114 103.66 (107 (10) 0.00
0.79 0.13 (10141 (10104 9.37 0.00 0.00 0.00 0.00 (100 9.37 654.60 0.14 109.89 (108 0.00 0.00
0.78 0.15 (10162 (10119 10.71 0.00 0.00 0.00 0.00 0.00 1(171 657.49 (114 120.46 (109 (100 0.00
0.77 (111 (10121 0.0089 8.03 0.00 0.00 0.00 0.00 (100 8.03 660.81 (114 128.35 (109 0.00 0.00
0.76 0.13 (10141 (10104 9.37 0.00 0.00 0.00 0.00 0.00 9.37 663.29 (114 137.58 (110 0.00 0.00
0.75 (115 (10162 (10119 10.71 0.00 0.00 0.00 0.00 (100 1(171 666.19 (114 148.15 (110 0.00 0.00
0.74 0.15 (10162 0.0119 10.71 0.00 0.00 0.00 0.00 0.00 1(171 669.50 (114 158.71 (111 0.00 0.00
0.73 0.16 0.0182 (10134 1204 0.00 0.00 0.00 0.00 0.00 1204 67282 0.14 170.62 (112 (100 0.00
0.72 0.16 (10182 (10134 1204 0.00 0.00 0.00 0.00 0.00 1204 676.56 0.14 182.52 (113 0.00 0.00
0.71 (118 0.0202 (10149 13.38 0.00 0.00 0.00 0.00 0.W 13.38 680.29 0.14 195.76 (114 0.00 0.00
0.70 0.18 (10202 (10149 13.38 0.0) 0.00 0.00 0.00 0.00 13.38 684.45 0.14 209.00 (115 (1(X) 0.00
0.69 (118 (10202 (10149 13.38 0.00 0.00 0.00 0.00 0.00 13.38 688.60 0.14 222.24 (116 (1(X) 0.00
0.68 0.20 (10222 (10164 14.72 0.0) 0.00 0.00 0.0) 0.00 14.72 69276 0.14 236.81 (117 (100 0.00
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1 of6
HYDROLOGY CALCULATIONS -
Using the RCFC&V\CD Short Cut Unit Hydrograph Method
Area Designations Area 1 VERSION 2
Area0.41ac+0.09ac typ street frontage 0.°
1.14 57/2024 LOT 11-FRCNT
DralnageArea (ac.) 0.5000 JOB NUM3ER22106
Unit tine (rrinutes) 5 5 5 15
100 Year Storm Duration (hrs) 1 3 6 24
Total Precipitation (Plates D -4.4,E-5.2, 5.4, 5.6)(in.) 2.41 3.10 179 5.05 from NOAA interactive website Soils Croup A
MAC index II Runoff Nurrber (plate E-6.1) 32
Rate E-6.2 Pervious Area Lass Rate (Fp)(ir✓Ir) 0.74 (AMC II) Percentage of Inpervious Cover (A)(%) (plate E-6.3) 26.6 20% per the RCFC Hydrology Manuel 1AC LOT -PLATE D 5.6 AND 0.09AC TYPICAL STREET FRONTAGE V\kighted Average r1Ss Rate (F=Fp(1-.9A))(in./hr.) 0.56 (used for 1, 3, and 6 hour storm the 24 hour storm uses variable maximum Ices rate per plate E-1.1 (3 of 6)) Low Loss Rate Percent (%) 90
Retention Basin Peroolation Rate (in/hr) 0.01 (also used for drywall pennlation rate) Percolation is taken incrementally.
Basin volume is calculated using the"truncated pyramid" formula, a more conservative estimate than "averaged end areas" sometiute used program updated 4-14-22 LC
(Drywell can be "zeroed out" by reducing numbers to less than .001, but should not entered as zeros or program chokes.) Drywall storage indudes 40%of the 1' wide rock bed surrounding the drywall: formula (upperrPftr(diam/2)"2-F(lower)*Pft)*((diam/2r2+0.41(diam/2+(grav+0.4166))"2-(diam/2+0.4166)A2)) The drywall wall thickness is assumed at 5" (0.4166) and the gravel bed width is variable "gray" Drywell iS zeroed out by reducing to 0.001 since there is none.
Drywall design factors Upper sec. (ft.)= 0.001 Lower sec. (ft.)= 0.001 Ring diam. (ft.) = 0.001 Drywall lower max. (cf)= 0.00 Upper max.(cf)= 0.00 Gavel bed width around drywall= 0.001
Drywall total (cf )= 0.00
Ret. Basin design (area, depth) Top = 2118 s.f. Bot. = 756 s.f. Max. Depth (d)= 3 Max. storage= 4139.39 (cl/3)*(bottorni-tcpF(bottorrfltcpr0.50) Formulas vol(h/3)*(bottom+top+(bottomotop)A0.50) areaApottom+(h/d)*(top-bottom) h=(vol"3)/(bottom+top+(bottomlop)A0.5) (values must be non -zero or error occurs) Outside input from: N/A 125
1 Hour Storm in 5 minute increments Drywell Drywall Dyell Drywall Overflow Basin Basin Basin Tine Pattern Storm I nms Rate Value Effective Flow Flow Outside Retention Period Storage Storage To Retention Period Storage Storage Overflow Overflow % Rain (inihr Max. Mn. Ran (in/hr Rate (cfs) Vd. (cf) Input (o) Area (sf) Parc. (cf, Vol. (cf) Depth (ft) Basin (cf) Area (sf) Pero. (cf) Vol. (of) Depth (ft Vol. (cf) Rate (cfs) 0:05 17 1.0700 0.5628 N/A 0.5072 0.2557 76.71 0.00 0.00 0.00 0.00 0.00 76.71 756.00 0.05 76.66 0.06 0.00 0.00 0:10 4.8 1.18P9 0.5628 N/A 0.8253 0.4161 124.83 0.00 0.00 0.00 0.00 0.00 124.83 781.22 0.05 201.44 0.15 0.00 0.00 0:15 5.1 1.4749 0.5628 N/A 0.9121 0.4598 137.95 0.00 0.00 0.00 0.00 0.00 137.95 822.28 0.06 339.33 0.25 0.00 0.00 0:20 4.9 1.4171 0.5628 N/A 0.8542 0.4307 129.20 0.00 0.00 0.00 0.00 0.00 129.20 867.65 0.06 468.47 0.34 0.00 0.00 0:25 6.6 1.9087 0.5628 N/A 1.3459 0.6785 203.56 0.00 0.00 0.00 0.00 0.00 203.56 910.14 0.06 671.97 0.49 0.00 0.00 0:30 7.3 21112 0.5628 N/A 1.5483 0.7806 234.18 0.00 0.00 0.00 0.00 0.00 234.18 977.10 0.07 906.09 0.66 0.00 0.00 0:35 54 2.4293 0.5628 N/A 1.8664 0.9410 282.30 0.00 0.00 0.00 0.00 0.00 282.30 1054.13 0.07 1188.31 0.86 0.00 0.00 0:40 9 2.6028 0.5628 N/A 2.0400 1.0285 308.54 0.00 0.00 0.00 0.00 0.00 308.54 1147.00 0.08 1496.78 1.08 0.00 0.00 0:45 12.3 15572 0.5628 N/A 2.9943 1.5096 452.89 0.00 0.00 0.00 0.00 0.00 452.89 1248.49 0.09 1949.58 1.41 0.00 0.00 0:50 17.6 10899 0.5628 N/A 4.5271 2.2824 684.72 0.00 0.00 0.00 0.00 0.00 684.72 1397.48 0.10 2634.20 1.91 0.00 0.00 0:55 16.1 4.6561 0.5628 N/A 4.0933 2.0637 619.11 0.00 0.00 0.00 0.00 0.00 619.11 1629 74 0.11 3253.20 2.36 0.00 0.00 1:00 4.2 1.2146 0.5628 N/A 0.6518 0.3286 98.58 0.00 0.00 0.00 0.00 0.00 98.58 1826.41 0.13 3351.66 2.43 0.00 0.00 MAX DEPTH 0 0.0000 0.5628 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1858.81 0.13 3351.53 243 0.00 0.00 0 0.0000 0.5628 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1858.77 0.13 3351.40 2.43 0.00 0.00 1:15 0 0.0000 0.5628 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1858.72 0.13 3351.27 2.43 0.00 0.00 Total volume (cf) 3352.59 Total Overflow(cf) 0.00
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1:30 (13 0.06
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200 (14 0.08
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230 0.4 0.08
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300 0.5 0.10
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3:30 0.5 0.10
3:45 (15 0.10
4:00 0.6 (112
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4:30 0.7 0.14
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5:00 (18 0.16
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1 of6
HYDROLOGY CALCULATIONS -
Using the RCFC&V\CD Short Cut Unit Hydrograph Method
Area Designations Area 1 VERSION 2
Area=0.95ac
5/7/2024 LOT 11 BACK
DralnageArea (ac.) 0.9500 JOB NUM3ER22106
Unit tine (rrinutes) 5 5 5 15
100 Year Storm Duration (hrs) 1 3 6 24
Total Precipitation (Plates D -4.4,E-5.2, 5.4, 5.6)(in.) 2.41 3.10 3.79 5.05 from NOAA interactive website Shcs Gaup A
MAC index II Runoff Nurrber (plate E-6.1) 32
Rate E-6.2 Pervious Area Lass Rate (Fp)(irdlr) 0.74 (AMC II) Percentage of Inpervious Cover (A)(%) (plate E-6.3) 26.6 20% per the RCFC Hydrology Manual 1AC LOT -PLATED 5.6 V'ikighted Average r1Ss Rate (F=Fp(1-.9A))(in./hr.) 0.56 (used for 1, 3, and 6 hour storm the 24 hour storm uses variable maximum Ices rate per plate E-1.1 (3 of 6)) Low Loss Rate Percent (%) 90
Retention Basin Peroolation Rate (inthr) 0.01 (also used for drywall pennlation rate) Percolation is taken incrementally.
Basin volume is calculated using the"truncated pyramid" formula, a more conservative estimate than "averaged end areas" sometiute used program updated 4-14-22 LC
(Drywall can be "zeroed out" by reducing numbers to less than .001, but should not entered as zeros or program chokes.) Drywall storage indudes 40%of the 1' wide rock bed surrounding the drywall: formula (upper)*PIQ*(dianY2)`2+(lower)*PIQ*((diazr✓2r2+0.4*((diarr(2+(grav+0.4166))`2-(diarrd2+0.4166)A2)) The drywall wall thickness is assumed at 5" (0.4166) and the gravel bed width is variable "gray" Drywell iS zeroed out by reducing to 0.001 since there is none.
Drywall design factors Upper sec. (ft.)= 0.001 Lower sec. (ft.)= 0.001 Ring diam. (ft.) = 0.001 Drywall lower max. (cf)= 0.00 Upper max.(cf)= 0.00 Gravel bed width around drywall= 0.001
Drywall total(cf)= 0.00
Ret. Basin design (area, depth) Top = 2788 s.f. Bot. = 794 s.f. Max. Depth (d)= 4 MEX. storage= 6759.79 (dr3)*(bottorn+top+(botttxn*topr0.50) Formulas vol(h/3)*(bottom+top+(bottomotop)^0.50) are =bottom+(h/d)*(top-bottom) h=(vol*3)/(bottom+top+(bottom*top)`0.5) (values must be non -zero or error occurs) Outside input from: N/A 125
1 Hour Storm in 5 minute increments Drywell Drywall Dyell Drywall Overflow Basin Basin Basin Tine Pattern Stan I nss Rate Value Effective Aces Row Outside Retention Period Storage Storage To Retention Period Storage Storage Overflow Overflow % Rain (in/hr Max. Mn. Ran (irVhr Rate (cfs) Vd. (cf) Input (cf) Area (sf) Parc. (cf, Vd. (cf) Depth (ft) Basin (cf) Area (sf) Pero. (cf) Vol. (cf) Depth (ft Vol. (cf) Rate (cfs) 0:05 17 1.0700 0.5628 N/A 0.5072 0.4859 145.76 0.00 0.00 0.00 0.00 0.00 145.76 794.00 0.06 145.70 (109 ()CO 0.00 0:10 4.8 1.18P0 0.5628 N/A 0.8253 0.7906 237.18 0.00 0.00 0.00 0.00 0.00 237.18 836.98 0.06 382.82 0.23 0.00 0.00 0:15 51 1.4749 0.5628 N/A 0.9121 0.8737 262.11 0.00 0.00 0.00 0.00 0.00 262.11 906.92 0.06 644.86 (138 0.00 0.00 0:20 4.9 1.4171 0.5628 N/A 0.8542 (18183 245.49 0.00 0.00 0.00 0.00 0.00 245.49 984.22 0.07 890.28 0.53 0.00 0.00 0:25 6.6 1.9087 0.5628 N/A 1.3459 1.2892 386.77 0.00 0.00 0.00 0.00 0.00 386.77 1056.61 0.07 1276.98 (176 0.00 0.00 0:30 7.3 21112 0.5628 N/A 1.5483 1.4832 444.95 0.00 0.00 0.00 0.00 0.00 444.95 1170.68 0.08 1721.84 1.02 0.00 0.00 0:35 64 2.4293 0.5628 N/A 1.8664 1.7879 536.37 0.00 0.00 0.00 0.00 0.00 536.37 1301.91 0.09 2258.12 1.34 0.00 0.00 0:40 9 2.6028 0.5628 N/A 2.0400 1.9541 586.23 0.00 0.00 0.00 0.00 0.00 586.23 1460.10 (110 2844.25 1.68 0.00 0.00 0:45 12.3 15572 0.5628 N/A 2.9943 2.8683 860.49 0.00 0.00 0.00 0.00 0.00 860.49 1633.00 (111 3704.63 2.19 0.00 0.00 0:50 17.6 10899 0.5628 N/A 4.5271 4.3366 1300.97 0.00 0.00 0.00 0.00 0.00 1300.97 1886.79 (113 5005.47 2.96 0.00 0.00 0:55 16.1 4.6561 0.5628 Ni/A 4.0933 19210 1176.31 0.00 0.00 0.00 0.00 0.00 1176.31 2270.51 (116 6181.61 166 0.00 0.00 1:00 4.2 1.2146 0.5628 N/A 0.6518 0.6244 187.31 0.00 0.00 0.00 0.00 0.00 187.31 2617.45 0.18 6368.74 3.77 0.00 0.00 MAX DEPTH 0 0.0000 0.5628 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2672.65 (119 6368.56 177 0.00 0.00 0 0.0000 0.5628 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.03 2672.59 (119 6368.37 3.77 0.00 0.00 1:15 0 0.0000 0.5628 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2672.54 (119 6368.19 177 0.00 0.00 Total volume (of) 6369.92 Total Overflow (of) 0.00
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24 1 -bur Storm in 15 minute increments Drywall Drywall Drywall Drywall Overflow Basin Basin Basin Time Pattern Storm Loss Rate Value Effective Row Row Outside Retention Paned Storage Storage To Retention Period Storage Storage Overflow Overflow % Rain (irVhr 1Mex. Mn. Rain (inrhr Rate (ds) Vd. (d) Input (cf) Area (sf) Pero. (of, Vd. (d) Depth (ft) Basin (cf) Area (sf) Perc. (d) Vd. (cf) Depth (ft Vd. (cf) Rate (cfs) 0:15 02 0.04
0:30 (13 0.06
0:45 (13 0.06
1:00 (14 0.08
1:15 (13 0.06
1:30 (13 0.06
1:45 (13 0.06
200 (14 0.08
215 (14 0.08
230 0.4 0.08
2:45 (15 0.10
300 0.5 0.10
3:15 (15 0.10
3:30 0.5 0.10
3:45 (15 0.10
4:00 0.6 (112
4:15 (16 0.12
4:30 0.7 0.14
4:45 (17 0.14
5:00 (18 0.16
5:15 (16 0.12
5:30 0.7 (114
5:45 (18 0.16
6:00 0.8 (116
6:15 (19 0.18
6:30 (19 0.18
6:45 1 0.20
7:00 1 0.20
7:15 1 0.20
7:30 1.1 0.22
7:45 1.2 0.24
8:00 13 026
8:15 1.5 0.30
8:30 1.5 0.30
8:45 1.6 0.32
9:00 1.7 0.34
9:15 1.9 0.38
9:30 2 0.40
9:45 2.1 0.42
10:00 2.2 0.44
10:15 1.5 0.30
10:30 1.5 0.30
10:45 2 0.40
11:03 2 (140
11:15 1.9 0.38
11:30 1.9 (138
11:45 1.7 0.34
12:00 1.8 0.36
12:15 25 0.51
12:30 2.6 0.53
12:45 28 0.57
0.99 0.04 (10040 0.0039 3.48 0.00 0.00 0.00 0.00 (100 3.48 794.00 (117 3.32 0.00 0.00 0.00
0.98 0.05 0.0061 (10058 5.22 0.00 0.00 0.00 0.00 0.00 5.22 794.98 (117 8.38 0.00 0.00 (100
0.97 0.05 0.0061 0.0058 5.22 (100 0.00 0.00 0.00 0.00 5.22 796.47 (117 13.43 0.01 0.00 0.00
0.95 0.07 (10081 0.0077 6.97 0.00 (100 0.00 0.00 0.00 6.97 797.96 0.17 20.23 0.01 (100 (100
0.94 0.05 0.0061 0.0058 5.22 (100 0.00 0.00 0.00 (100 5.22 799.97 (117 25.29 0.01 0.00 0.00
0.93 0.05 0.0061 0.0058 5.22 0.00 0.00 0.00 0.00 0.00 5.22 801.46 0.17 30.35 (102 0.00 (100
0.92 0.05 0.0061 0.0058 5.22 (100 0.00 0.00 0.00 0.00 5.22 80295 (117 35.41 0.02 (100 0.00
0.91 0.07 0.0081 0.0077 6.97 0.00 0.00 0.00 0.00 0.00 6.97 804.44 0.17 42.21 (102 0.00 (100
0.90 (107 0.0081 0.0077 6.97 0.00 0.00 0.00 0.00 (100 6.97 806.45 (117 49.00 0.03 (100 (100
0.89 0.07 (10081 0.0077 6.97 0.00 0.00 0.00 0.00 0.00 6.97 808.46 0.17 55.80 (103 0.00 0.00
0.:: 0.09 0.0101 0.0097 8.71 0.00 0.00 (100 0.00 0.00 8.71 81(146 (117 64.34 0.04 (100 0.00
0.87 0.09 (10101 0.0097 8.71 0.00 0.00 0.00 0.00 0.00 8.71 81298 (117 72.88 (104 0.0) (100
0.85 0.09 0.0101 0.0097 8.71 0.00 0.00 (100 0.00 0.00 8.71 815.50 (117 81.42 (105 (100 0.00
0.84 0.09 (10101 0.0097 8.71 0.00 0.00 0.00 0.00 0.00 8.71 818.02 (117 89.95 (105 (100 0.00
0.83 0.09 0.0101 0.0097 8.71 0.00 0.00 0.00 0.00 0.00 8.71 820.53 0.17 98.49 (106 (100 0.00
0.82 0.11 (10121 0.0116 10.45 0.00 0.00 0.00 0.00 0.00 1(145 823.05 0.17 108.77 (106 0.00 0.00
0.81 0.11 (10121 (10116 10.45 0.00 0.00 (100 0.00 0.00 10.45 826.08 0.17 119.04 0.07 0.00 0.00
0.80 0.13 (10141 0.0135 1219 0.00 0.00 0.00 0.00 0.00 1219 829.12 0.17 131.06 (108 0.00 0.00
0.79 0.13 (10141 0.0135 1219 0.00 0.00 0.00 0.00 (100 1219 83266 0.17 143.08 (108 0.00 0.00
0.78 0.15 (10162 0.0155 1393 0.00 0.00 0.00 0.00 0.00 13.93 836.21 0.17 156.84 (109 0.00 0.00
0.77 (111 (10121 (10116 10.45 0.00 0.00 0.00 0.00 (100 10.45 840.26 0.18 167.11 0.10 0.00 0.00
0.76 0.13 (10141 0.0135 1219 0.00 0.00 0.00 0.00 0.00 1219 843.29 0.18 179.12 0.11 0.00 0.00
0.75 (115 (10162 0.0155 1393 0.00 0.00 0.00 0.00 0.00 13.93 846.84 (118 192.88 (111 0.00 0.00
0.74 0.15 (10162 0.0155 1393 0.00 0.00 0.00 0.00 0.00 13.93 850.90 0.18 206.63 0.12 0.00 0.00
0.73 0.16 0.0182 0.0174 15.67 0.00 0.00 0.00 0.00 0.00 15.67 854.95 (118 22213 0.13 0.00 0.00
0.72 0.16 (10182 (10174 15.67 0.00 (100 0.00 0.00 (1(X) 1567 859.52 0.18 237.62 (114 0.00 0.00
0.71 (118 0.0202 (10193 17.41 0.00 0.00 0.00 0.00 0.00 17.41 864.09 0.18 254.86 (115 0.00 0.00
0.70 0.18 (10202 0.0193 17.41 0.00 (100 0.00 0.00 0.00 17.41 869.18 0.18 272.09 (116 (1(X) 0.00
0.69 (118 0.0202 (10193 17.41 0.00 0.00 0.00 0.00 0.00 17.41 874.26 0.18 289.33 (117 0.00 0.00
0.68 0.20 (10222 (10213 19.16 0.00 (100 0.00 0.00 0.00 19.16 879.35 0.18 308.30 0.18 0.00 0.00
0.67 0.22 (10242 (10232 20.90 0.00 0.00 (100 0.00 0.00 20.90 884.94 0.18 329.01 0.19 0.00 0.00
0.66 0.24 (10263 (10252 22.64 0.00 0.00 0.00 0.00 0.00 2264 891.05 0.19 351.47 (121 0.00 0.00
0.66 0.27 0.0303 (10290 26.12 0.00 0.00 0.00 0.00 0.00 26.12 897.68 0.19 377.40 (122 (1(X) 0.00
0.65 0.27 0.0303 0.0290 26.12 0.00 (100 0.00 0.00 0.00 26.12 905.33 0.19 403.34 (124 (100 0.00
0.64 0.29 (10323 (10310 27.86 0.00 0.00 0.00 0.00 0.03 27.86 91298 0.19 431.01 (126 0.00 0.00
0.63 0.31 0.(1343 0.0329 29.61 0.00 0.00 0.00 0.00 0.00 29.61 921.14 0.19 460.42 (127 (100 0.00
0.62 0.35 0.0384 (10368 33.09 0.00 0.00 0.00 0.00 0.00 33.09 929.82 0.19 493.32 (129 0.00 0.00
0.61 0.36 (10404 (10387 34.83 0.00 (100 0.00 0.00 0.00 34.83 939.52 0.20 527.95 (131 0.00 0.00
0.60 0.38 0.0424 (10406 36.57 0.00 0.00 (100 0.00 0.00 36.57 949.73 (120 564.32 (133 0.00 0.00
0.59 0.40 (10444 0.0426 38.31 0.00 0.00 0.00 0.00 0.00 38.31 960.46 0.20 602.44 (136 (100 0.00 (158 0.27 0.0303 0.0290 26.12 0.00 0.00 0.00 0.00 0.00 26.12 971.71 (120 628.36 (137 0.00 0.00
0.58 0.27 (10303 0.0290 26.12 0.00 (100 0.00 0.00 0.00 26.12 979.35 0.20 654.28 0.39 (100 0.00 (157 0.36 0.0404 0.0387 34.83 0.00 0.00 0.00 0.00 0.00 34.83 987.00 (121 688.90 (141 (100 0.00
0.56 0.36 (10404 0.0387 34.83 0.00 0.00 0.00 0.00 0.00 34.83 997.21 0.21 723.52 0.43 0.00 0.00 (155 0.35 0.0384 (10368 33.09 0.00 (1(X) (100 0.00 0.00 33.09 1037.42 (121 756.40 (145 0.00 0.00
0.54 0.35 0.0384 0.0368 33.09 0.00 0.00 0.00 0.00 0.00 33.09 1017.12 0.21 789.28 0.47 (100 0.00 (153 0.31 0.0343 0.0329 29.61 0.00 0.00 0.00 0.00 0.00 29.61 1026.82 (121 818.67 (148 (100 0.00
0.53 0.33 0.0364 0.0348 31.35 0.00 (100 0.00 (1(X) 0.00 31.35 1035.49 0.22 849.80 0.50 (100 0.00 (152 0.45 0.0505 0.0484 43.54 0.00 0.00 0.00 0.00 (1W 43.54 1044.67 0.22 893.12 0.53 0.00 0.00
0.51 0.47 (10525 (10503 45.28 0.00 0.00 0.00 0.00 0.00 45.28 1057.45 0.22 938.18 0.56 (100 0.00
0.50 NIA 0.0671 0.0596 53.65 0.00 0.00 0.00 0.00 0.00 53.65 1070.74 (122 991.61 0.59 0.00 0.00 1532
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1 of6
HYDROLOGY CALCULATIONS -
Using the RCFC&V\CD Short Cut Unit Hydrograph Method
Area Designations Area 1 VERSION 2
Area0.41ac+0.09ac typ street frontage 0.°
1.14 57/2024 LOT 12-FRCNT
DralnageArea (ac.) 0.5000 JOB NUM3ER22106
Unit tine (rrinutes) 5 5 5 15
100 Year Storm Duration (hrs) 1 3 6 24
Total Precipitation (Plates D -4.4,E-5.2, 5.4, 5.6)(in.) 2.41 3.10 179 5.05 from NOAA interactive website Soils Croup A
MAC index II Runoff Nurrber (plate E-6.1) 32
Rate E-6.2 Pervious Area Lass Rate (Fp)(ir✓Ir) 0.74 (AMC II) Percentage of Inpervious Cover (A)(%) (plate E-6.3) 26.6 20% per the RCFC Hydrology Manuel 1AC LOT -PLATE D 5.6 AND 0.09AC TYPICAL STREET FRONTAGE V\kighted Average r1Ss Rate (F=Fp(1-.9A))(in./hr.) 0.56 (used for 1, 3, and 6 hour storm the 24 hour storm uses variable maximum Ices rate per plate E-1.1 (3 of 6)) Low Loss Rate Percent (%) 90
Retention Basin Peroolation Rate (in/hr) 0.01 (also used for drywall pennlation rate) Percolation is taken incrementally.
Basin volume is calculated using the"truncated pyramid" formula, a more conservative estimate than "averaged end areas" sometiute used program updated 4-14-22 LC
(Dwell can be "zeroed out" by reducing numbers to less than .001, but should not entered as zeros or program chokes.) Drywall storage indudes 40%of the 1' wide rock bed surrounding the drywall: formula (upperrPftr(diam/2)"2-F(lower)*Pft)*((diam/2r2+0.41(diam/2+(grav+0.4166))"2-(diam/2+0.4166)A2)) The drywall wall thickness is assumed at 5" (0.4166) and the gravel bed width is variable "gray" Drywell iS zeroed out by reducing to 0.001 since there is none.
Drywall design factors Upper sec. (ft.)= 0.001 Lower sec. (ft.)= 0.001 Ring diam. (ft.) = 0.001 Drywall lower max. (cf)= 0.00 Upper max.(cf)= 0.00 Gavel bed width around drywall= 0.001
Drywall total (cf )= 0.00
Ret. Basin design (area, depth) Top = 2118 s.f. Bot. = 756 s.f. Max. Depth (d)= 3 Max. storage= 4139.39 (cl/3)*(bottorni-tcpF(bottorrilcpr0.50) Formulas vol(h/3)*(bottom+top+(bottomotop)A0.50) areaApottom+(h/d)*(top-bottom) h=(vol"3)/(bottom+top+(bottomlop)A0.5) (values must be non -zero or error occurs) Outside input from: N/A 125
1 Hour Storm in 5 minute increments Drywell Drywall Dyell Drywall Overflow Basin Basin Basin Tine Pattern Storm I nms Rate Value Effective Flow Flow Outside Retention Period Storage Storage To Retention Period Storage Storage Overflow Overflow % Rain (inihr Max. Mn. Ran (in/hr Rate (cfs) Vd. (cf) Input (o) Area (sf) Parc. (cf, Vol. (cf) Depth (ft) Basin (cf) Area (sf) Pero. (cf) Vol. (of) Depth (ft Vol. (cf) Rate (cfs) 0:05 17 1.0700 0.5628 N/A 0.5072 0.2557 76.71 0.00 0.00 0.00 0.00 0.00 76.71 756.00 0.05 76.66 0.06 0.00 0.00 0:10 4.8 1.18P9 0.5628 N/A 0.8253 0.4161 124.83 0.00 0.00 0.00 0.00 0.00 124.83 781.22 0.05 201.44 0.15 0.00 0.00 0:15 5.1 1.4749 0.5628 N/A 0.9121 0.4598 137.95 0.00 0.00 0.00 0.00 0.00 137.95 822.28 0.06 339.33 0.25 0.00 0.00 0:20 4.9 1.4171 0.5628 N/A 0.8542 0.4307 129.20 0.00 0.00 0.00 0.00 0.00 129.20 867.65 0.06 468.47 0.34 0.00 0.00 0:25 6.6 1.9087 0.5628 N/A 1.3459 0.6785 203.56 0.00 0.00 0.00 0.00 0.00 203.56 910.14 0.06 671.97 0.49 0.00 0.00 0:30 7.3 21112 0.5628 N/A 1.5483 0.7806 234.18 0.00 0.00 0.00 0.00 0.00 234.18 977.10 0.07 906.09 0.66 0.00 0.00 0:35 54 2.4293 0.5628 N/A 1.8664 0.9410 282.30 0.00 0.00 0.00 0.00 0.00 282.30 1054.13 0.07 1188.31 0.86 0.00 0.00 0:40 9 2.6028 0.5628 N/A 2.0400 1.0285 308.54 0.00 0.00 0.00 0.00 0.00 308.54 1147.00 0.08 1496.78 1.08 0.00 0.00 0:45 12.3 15572 0.5628 N/A 2.9943 1.5096 452.89 0.00 0.00 0.00 0.00 0.00 452.89 1248.49 0.09 1949.58 1.41 0.00 0.00 0:50 17.6 10899 0.5628 N/A 4.5271 2.2824 684.72 0.00 0.00 0.00 0.00 0.00 684.72 1397.48 0.10 2634.20 1.91 0.00 0.00 0:55 16.1 4.6561 0.5628 N/A 4.0933 2.0637 619.11 0.00 0.00 0.00 0.00 0.00 619.11 1629 74 0.11 3253.20 2.36 0.00 0.00 1:00 4.2 1.2146 0.5628 N/A 0.6518 0.3286 98.58 0.00 0.00 0.00 0.00 0.00 98.58 1826.41 0.13 3351.66 2.43 0.00 0.00 MAX DEPTH 0 0.0000 0.5628 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1858.81 0.13 3351.53 243 0.00 0.00 0 0.0000 0.5628 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1858.77 0.13 3351.40 2.43 0.00 0.00 1:15 0 0.0000 0.5628 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 1858.72 0.13 3351.27 2.43 0.00 0.00 Total volume (cf) 3352.59 Total Overflow(cf) 0.00
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24 1 -bur Storm in 15 minute increments Drywall Dryweil Drywall Drywell Overflow Basin Basin Basin Time Pattern Storm Loss Rate Value Effective Row Row Outside Retention Paned Storage Storage To Retention Period Storage Storage Overflow Overflow % Rain (irVhr MEx. Mn. Rain (irtrhr Rate (cfs) Vd. (cf) Irput (cf) Area (sf) Pero. (of Vol. (cf) Depth (ft) Basin (cf) Area (sf) Perc. (d) Vd. (d) Depth (ft Vol. (cf) Rate (cfs) 0:15 02 0.04
0:30 (13 0.06
0:45 0.3 0.06
1:00 (14 0.08
1:15 0.3 0.06
1:30 (13 0.06
1:45 0.3 0.06
200 (14 0.08
215 0.4 0.08
230 0.4 0.08
2:45 (15 0.10
300 0.5 0.10
3:15 (15 0.10
3:30 0.5 0.10
3:45 (15 0.10
4:00 0.6 (112
4:15 0.6 0.12
4:30 0.7 0.14
4:45 0.7 0.14
5:00 (18 0.16
5:15 (16 0.12
5:30 0.7 (114
5:45 (18 0.16
6:00 0.8 (116
6:15 (19 0.18
6:30 (19 0.18
6:45 1 0.20
7:03 1 0.20
7:15 1 0.20
7:30 1.1 0.22
7:45 1.2 0.24
8:00 13 026
8:15 1.5 0.30
8:30 1.5 0.30
8:45 1.6 0.32
9:00 1.7 0.34
9:15 1.9 0.38
9:30 2 0.40
9:45 2.1 0.42
10:00 2.2 0.44
10:15 1.5 0.30
10:30 1.5 0.30
10:45 2 0.40
11:03 2 (140
11:15 1.9 0.38
11:30 1.9 (138
11:45 1.7 0.34
12:00 1.8 0.36
12:15 25 0.51
12:30 2.6 0.53
12:45 28 0.57
0.99 0.04 0.0040 0.0020 1.83 (100 0.00 0.00 0.00 0.00 1.83 756.00 (116 1.68 (1(X) 0.00 0.00
0.98 0.05 0.0061 0.0031 2.75 0.00 0.00 0.00 0.00 0.03 2.75 756.55 (116 4.27 0.00 (100 0.00
0.97 0.05 0.0061 (10031 2.75 (100 0.00 0.00 0.00 (103 275 757.40 0.16 6.86 0.00 0.00 0.00
0.95 0.07 0.0081 0.0041 3.67 0.00 (100 0.00 0.03 0.00 3.67 758.26 (116 1(137 0.01 (100 0.00
0.94 0.05 0.0061 0.0031 2.75 (100 0.00 0.00 0.00 (103 2.75 759.41 (116 12.96 (101 0.00 (100
0.93 0.05 0.0061 0.0031 2.75 0.00 0.00 0.00 0.00 0.03 275 760.26 0.16 15.55 (101 (100 (100
0.92 0.05 0.0061 0.0031 2.75 (100 0.00 0.00 0.00 (100 2.75 761.12 (116 18.14 (101 0.00 0.00
0.91 0.07 0.0081 0.0041 3.67 0.00 0.00 0.00 0.03 0.03 3.67 761.97 (116 21.65 (102 (100 0.00
0.90 (107 0.0081 (10041 3.67 0.03 0.00 0.00 0.00 (100 3.67 763.12 0.16 25.16 0.02 0.00 0.00
0.89 0.07 0.0081 0.0041 3.67 0.00 0.00 0.00 0.03 0.00 367 76425 (116 28.66 (102 0.00 0.00
0.:: 0.09 0.0101 0.0051 4.58 0.00 0.00 (100 0.00 0.00 4.58 765.43 (116 33.09 (102 0.00 0.00
0.87 0.09 (10101 0.0051 4.58 0.00 0.00 0.00 0.00 0.00 4.58 766.89 (116 37.51 0.03 0.00 (100
0.85 0.09 0.0101 0.0051 4.58 0.00 0.00 0.00 0.00 0.00 4.58 768.34 (116 41.93 (103 0.00 0.00
0.84 0.09 (10101 0.0051 4.58 0.00 0.00 0.00 0.00 0.00 4.58 769.80 (116 46.36 (103 0.00 0.00
0.83 0.09 0.0101 0.0051 4.58 0.00 0.00 0.00 0.00 0.00 4.58 77125 (116 50.78 (104 (100 0.00
0.82 0.11 (10121 0.0061 5.50 0.00 0.03 0.00 0.00 0.00 5.50 77271 (116 56.12 (104 0.00 0.00
0.81 0.11 (10121 0.0061 5.50 0.00 0.00 0.00 0.00 0.00 5.50 774.46 (116 61.45 (104 (100 0.00
0.80 0.13 (10141 0.0071 6.42 0.00 0.00 0.00 0.00 0.03 6.42 776.22 (116 67.71 (105 0.00 0.00
0.79 0.13 (10141 (10071 6.42 0.00 0.00 0.00 0.00 0.00 6.42 778.28 (116 73.96 (105 0.00 0.00
0.78 0.15 0.0162 0.0081 7.33 0.00 0.00 0.00 0.00 0.00 7.33 780.34 (116 81.13 (106 0.00 0.00
0.77 (111 (10121 0.0061 5.50 0.00 0.00 (100 0.00 0.00 5.50 78270 (116 86.47 0.06 0.00 0.00
0.76 0.13 (10141 0.0071 6.42 0.00 0.00 0.00 0.00 0.03 6.42 784.45 (116 92.72 (107 0.00 0.00
0.75 (115 (10162 0.0081 7.33 0.00 0.00 0.00 0.00 0.00 7.33 786.51 (116 99.89 (107 0.00 0.00
0.74 0.15 0.0162 (10081 7.33 0.00 0.00 0.00 0.00 0.00 7.33 788.87 (116 107.06 0.08 0.00 0.00
0.73 0.16 0.0182 0.0092 8.25 0.00 0.00 (100 0.00 0.00 8.25 791.23 (116 115.14 0.08 0.00 0.00
0.72 0.16 (10182 0.0092 8.25 0.00 0.00 0.00 0.00 0.00 8.25 793.89 (117 123.23 0.09 0.00 0.00
0.71 (118 0.0202 (10102 9.17 0.00 0.00 0.00 0.00 (100 9.17 796.55 0.17 132.23 (110 0.00 0.00
0.70 0.18 (10202 (10102 9.17 0.00 0.00 0.00 0.00 0.00 9.17 799.51 (117 141.23 (110 0.00 0.00
0.69 (118 0.0202 (10102 9.17 0.00 0.00 0.00 0.00 (1W 9.17 80247 0.17 150.22 (111 0.00 0.00
0.68 0.20 (10222 (10112 10.08 0.00 0.00 0.00 0.00 0.00 10.08 805.43 (117 160.14 (112 (100 0.00
0.67 0.22 (10242 0.0122 11.00 0.00 0.00 0.00 0.00 0.00 11.00 808.69 0.17 170.97 (112 0.00 0.00
0.66 0.24 0.0263 (10132 11.92 0.00 0.00 0.00 0.00 0.00 11.92 81225 (117 182.72 0.13 0.00 0.00
0.66 0.27 (10303 (10153 13.75 0.00 0.00 0.00 0.00 (1W 13.75 816.12 0.17 196.29 (114 0.00 0.00
0.65 0.27 0.0303 (10153 13.75 0.00 0.00 0.00 0.00 (1(X) 13.75 820.59 (117 209.87 (115 (100 0.00
0.64 0.29 (10323 (10163 14.67 0.00 0.00 0.00 0.00 0.00 14.67 825.06 0.17 224.37 (116 0.00 0.00
0.63 0.31 0.(1343 (10173 15.58 0.00 0.00 0.00 0.00 0.00 15.58 829.82 (117 239.77 (117 0.00 0.00
0.62 0.35 (10384 (10193 17.41 0.00 0.00 0.00 0.00 0.00 17.41 834.89 0.17 257.02 (119 0.00 0.00
0.61 0.36 (10404 (10204 18.33 0.00 0.00 0.00 0.00 0.00 18.33 840.57 (118 275.17 0.20 (100 0.00
0.60 0.38 (10424 (10214 19.25 0.00 0.00 0.00 0.00 (1W 1925 846.54 0.18 294.24 (121 0.00 0.00
0.59 0.40 (10444 (10224 20.16 0.00 0.00 0.00 0.00 0.00 20.16 85782 (118 314.23 (123 (100 0.00 (158 0.27 0.0303 0.0153 1375 (100 0.00 0.00 0.00 0.00 13.75 859.39 (118 327.80 0.24 0.00 0.00
0.58 0.27 0.0303 (10153 1375 0.00 (100 0.00 0.00 0.00 13.75 863.86 (118 341.37 0.25 0.00 0.00 (157 0.36 0.0404 0.0204 18.33 0.00 0.00 0.00 0.00 0.00 1833 868.32 0.18 359.52 (126 0.00 0.00
0.56 0.36 (10404 (10204 18.33 0.00 (100 0.00 0.00 0.00 18.33 874.29 (118 377.67 (127 0.00 0.00
0.55 0.35 0.0384 0.0193 17.41 0.00 0.00 0.00 0.00 0.00 17.41 88027 0.18 394.90 (129 0.00 0.00
0.54 0.35 (10384 (10193 17.41 0.00 (100 0.00 0.00 0.00 17.41 885.94 (118 41213 (130 0.00 0.00
0.53 0.31 0.0343 (10173 15.58 0.00 0.00 0.00 0.00 0.00 15.58 891.60 0.19 427.53 (131 0.00 0.00
0.53 0.33 (10364 (10183 16.50 0.00 (100 0.00 0.00 0.00 16.50 896.67 (119 443.84 0.32 0.00 0.00 (152 0.45 0.0505 0.0255 22.91 0.00 0.00 0.00 0.00 0.00 2291 gm 04 0.19 466.56 0.34 0.00 0.00
0.51 0.47 0.0525 (10265 23.83 0.00 0.00 0.00 0.00 0.00 23.83 909.52 (119 490.21 0.36 0.00 0.00
0.50 NYA 0.0672 0.0314 28.24 0.00 0.00 0.00 0.00 0.00 28.24 917.29 0.19 518.25 0.38 0.00 0.00 1538
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1 of6
HYDROLOGY CALCULATIONS -
Using the RCFC&V\LD Short Cut Unit Hydrograph Method
Area Designations Area 1 VERSION 2 Area=1.14ac
57/2024 LOT 12 -BACK
DralnageArea (ac.) 1.1400 JOB NUM3ER22106
Unit tine (rrinutes) 5 5 5 15
100 Year Storm Duration (hrs) 1 3 6 24
Total Precipitation (Plates D -4.4,E-5.2, 5.4, 5.6)(in.) 2.41 3.10 3.79 5.05 from NOAA interactive website Sills Gaup A
MAC index II Runoff Nurrber (plate E-6.1) 32
Rate E-6.2 Pervious Area Lass Rate (Fp)(ir✓Ir) 0.74 (AMC II) Percentage of Inpervious Cover (A)(%) (plate E-6.3) 26.6 20% per the RCFC Hydrology Manual 1AC LOT -PLATED 5.6 V'ikighted Average r1Ss Rate (F=Fp(1-.9A))(in./hr.) 0.56 (used for 1, 3, and 6 hour storm the 24 hour storm uses variable maximum Ices rate per plate E-1.1 (3 of 6)) Low Loss Rate Percent (%) 90
Retention Basin Peroolation Rate (in/hr) 0.01 (also used for drywell pennlation rate) Percolation is taken incrementally.
Basin volume is calculated using the"truncated pyramid" formula, a more conservative estimate than "averaged end areas" sometiute used program updated 4-14-22 LC
(Drywell can be "zeroed out" by reducing numbers to less than .001, but should not entered as zeros or program chokes.) Drywell storage indudes 40%of the 1' wide rock bed surrounding the drywall: formula (upperrPftr(diam/2)A2+(lower)*Pft)*((diam/2r2+0.41(diam/2+(grav+0.4166))"2-(diam/2+0.4166)A2)) The drywall wall thickness is assumed at 5" (0.4166) and the gravel bed width is variable "gray" Drywell is zeroed out by reducing to 0.001 since there is none.
Drywell design factors Upper sec. (ft.)= 0.001 Lower sec. (ft.)= 0.001 Ring diam. (ft.) = 0.001 Drywall lower max. (cf)= 0.00 Upper max.(cf)= 0.00 Gravel bed width around drywell= 0.001
Drywall total(cf)= 0.00
Ret. Basin design (area, depth) Top = 3132 s.f. Bot. = 947 s.f. Max. Depth (d)= 4 MEX. storage= 7734.95 (d(3)*(bottorn+top+(bottorrrtcpr0.50) Formulas vol(h/3)*(bottom+top+(bottomotop)A0.50) are =bottom+(h/d)*(top-bottom) h=(vol*3)/(bottom+top+(bottom*top)A0.5) (values must be non -zero or error occurs) Outside input from: N/A 3.25
1 Hour Storm in 5 minute increments Drywell Drywall Dyell Drywall Overflow Basin Basin Basin Tine Pattern Storm I nss Rate Value Effective Flom Flaw Outside Retention Period Storage Storage To Retention Period Storage Storage Overflow Overflow % Rain (inihr Max. Mn. Ran (in/hr Rate (cfs) Vd. (cf) Input (cf) Area (sf) Parc. (cf, Vd. (cf) Depth (ft) Basin (cf) Area (sf) Pero. (cf) Vol. (cf) Depth (ft Vol. (cf) Rate (cfs) 0:05 3.7 1.0700 0.5628 N/A 0.5072 0.5830 174.91 0.00 0.00 0.00 0.00 0.00 174.91 947.00 0.07 174.84 (109 ()CO 0.00 0:10 4.8 1.18P0 0.5628 N/A 0.8253 0.9487 284.61 0.00 0.00 0.00 0.00 0.00 284.61 996.39 0.07 459.38 0.24 0.00 0.00 0:15 51 1.4749 0.5628 N/A 0.9121 1.0484 314.53 0.00 0.00 0.00 0.00 0.00 314.53 1076.77 0.07 773.84 0.40 0.00 0.00 0:20 4.9 1.4171 0.5628 N/A 0.8542 0.9819 294.58 0.00 0.00 0.00 0.00 0.00 294.58 1165.60 0.08 1068.34 0.55 0.00 0.00 0:25 6.6 1.9087 0.5628 N/A 1.3459 1.5471 464.13 0.00 0.00 0.00 0.00 0.00 464.13 1248.79 0.09 1532.38 (179 0.00 0.00 0:30 7.3 21112 0.5628 N/A 1.5483 1.7798 533.94 0.00 0.00 0.00 0.00 0.00 533.94 1379.87 0.10 2066.22 1.07 0.00 0.00 0:35 8.4 2.4293 0.5628 N/A 1.8664 2.1455 643.64 0.00 0.00 0.00 0.00 0.00 643.64 1530.67 0.11 2709.75 1.40 0.00 0.00 0:40 9 2.6028 0.5628 N/A 2.0400 2.3449 703.48 0.00 0.00 0.00 0.00 0.00 703.48 1712.46 (112 3413.11 1.77 0.00 0.00 0:45 12.3 3.5572 0.5628 N/A 2.9943 3A420 1032.59 0.00 0.00 0.00 0.00 0.00 1032.59 1911.15 (113 4445.57 230 0.00 0.00 0:50 17.6 5.0899 0.5628 N/A 4.5271 5.2039 1561.16 0.00 0.00 0.00 0.00 0.00 1561.16 2202.80 0.15 6006.58 3.11 0.00 0.00 0:55 16.1 4.6561 0.5628 N/A 4.0933 4.7052 1411.57 0.00 0.00 0.00 0.00 0.00 1411.57 2643.76 (118 7417.96 3.84 0.00 0.00 1:00 4.2 1.2146 0.5628 N/A 0.6518 0.7492 224.77 0.00 0.00 0.00 0.00 0.00 224.77 3042.46 (121 7642.52 3.95 0.00 0.00 MAX DEPTH 0 0.0000 0.5628 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3105.89 (122 7642.31 3.95 0.00 0.00 0 0.0000 0.5628 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3105.83 (122 7642.09 3.95 0.00 0.00 1:15 0 0.0000 0.5628 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3105.77 (122 7641.87 3.95 0.00 0.00 Total volume (of) 7643.90 Total Overflow (of) 0.00
1540
3 Fbur Storm in 5 m nute increments Drywall Drywall Drywall Drywall Overflow Basin Basin Basin Tine Pattern Storm I ms Rate Value Effective Flow Row Outside Retention Period Storage Storage To Retention Period Storage Storage Overflow Overflow % Rain (irYhr Max Mn. Rain (inihr Rate (ds) Vd. (d) Input (cf) Area (sf) Pero. (of, Vol. (cf) Depth (ft) Basin (cf) Area (sf) Perc. (cf) Vd. (cf) Depth (ft Vol. (d) Rate (cfs) 0:05 13 0.48 0.56 0.44 0.0484 (10556 16.68 0.00 0.00 0.00 0.03 0.00 16.68 947.00 (107 16.61 0.01 0.00 0.00 0:10 13 0.48 0.56 0.44 (10484 (10556 16.68 0.00 (100 0.00 0.00 0.03 16.68 951.69 (107 33.22 0.02 0.00 0.00 0:15 1.1 0.41 0.56 0.37 0.0409 (10470 14.11 0.00 0.00 0.00 0.00 0.00 14.11 956.38 (107 47.27 0.02 0.00 (100 0:20 1.5 0.56 0.56 0.50 (10558 0.0641 19.24 0.00 0.00 0.00 0.00 0.03 19.24 960.35 (107 66.44 (103 (100 0.00 0:25 1.5 0.56 0.56 0.50 (10558 0.0641 1924 0.00 0.00 0.00 0.00 0.00 19.24 935.77 (107 85.62 0.04 0.00 0.00 0:30 1.8 (167 0.56 N/A (11068 (11227 36.81 0.00 0.00 0.00 0.00 0.03 36.81 971.19 0.07 122.37 0.06 0.00 0.00 0:35 1.5 0.56 0.56 0.50 (10558 0.0641 19.24 0.03 (1(X) 0.00 0.00 0.03 19.24 931.57 0.07 141.54 (107 0.00 0.00 0:40 1.8 0.67 0.56 N/A (11068 (11227 36.81 0.00 0.00 0.00 0.00 0.03 36.81 986.98 0.07 178.29 0.09 0.00 (100 0:45 1.8 0.67 0.56 NYA (11068 (11227 36.81 0.00 0.00 0.00 0.00 0.03 36.81 997.36 0.07 215.03 (111 0.00 0.00 0:50 1.5 0.56 0.56 0.50 (10558 0.0641 19.24 0.00 0.00 0.00 0.00 0.00 19.24 1007.74 (107 234.20 0.12 0.0) (100 0:55 1.6 0.60 0.56 0.54 0.05,95 0.0684 20.53 0.00 0.00 0.00 0.00 0.00 20.53 1013.16 0.07 254.66 0.13 0.00 0.00 1:00 1.8 (167 0.56 NYA 0.1068 0.1227 36.81 0.00 0.00 0.00 0.00 0.00 36.81 101094 (107 291.40 0.15 0.00 0.00 1:05 22 0.82 0.56 NYA (12556 0.2938 ::.13 0.00 0.00 0.00 0.00 0.03 ::.13 1029.32 0.07 379.46 0.20 (100 0.00 1:10 2.2 (182 0.56 NYA 0.2556 0.2938 88.13 0.00 (103 0.00 0.00 0.00 88.13 1054.19 (107 467.52 (124 0.00 0.00 1:15 2.2 0.82 0.56 NYA (12556 0.2938 ::.13 0.00 0.00 0.00 0.0) 0.00 ::.13 1079.07 0.07 555.57 0.29 0.00 0.00 1:20 2 0.74 0.56 NYA 0.1812 0.2082 62.47 0.00 (100 0.00 0.00 0.0) 6247 1103.94 (108 617.96 (132 0.0) 0.00 1:25 2.6 0.97 0.56 NYA 0.4044 (14648 139.44 0.00 0.00 0.00 0.00 0.00 139.44 1121.57 0.08 757.33 (139 0.00 0.00 1:30 2.7 1.00 0.56 NYA (14416 0.5076 152.27 0.00 (100 0.00 0.00 0.0) 15227 1160.93 0.08 909.52 (147 0.0) 0.00 1:35 2.4 0.89 0.56 NYA 0.3300 0.3/W3 113.79 0.00 0.00 0.00 0.00 0.00 113.79 1203.92 0.08 1023.22 (153 (100 0.00 1:40 2.7 1.00 0.56 NA 0.4416 0.5076 152.27 0.00 (10) 0.00 0.00 0.00 15227 1236.04 (109 1175.41 (161 0.0) 0.00 1:45 3.3 1.23 0.56 NA (16648 (17641 229.24 0.00 0.00 0.00 0.00 (1O) 229.24 1279.03 0.09 1404.56 (173 (100 0.00 1:50 3.1 1.15 0.56 N/A 0.5904 0.6786 203.58 0.00 (100 0.00 0.00 0.00 203.58 1343.77 (109 1608.05 0.83 0.0) 0.00 1:55 29 1.08 0.56 NA 0.5160 0.5931 177.93 0.00 0.00 (100 0.00 0.00 177.93 1401.25 (110 1785.88 (192 (100 0.00 2:00 3 1.12 0.56 NA (15537 (16359 193.76 0.00 0.00 0.00 0.00 (1(X) 190.76 1451.48 (110 1976.53 1.02 0.00 0.0 2:05 31 1.15 0.56 NYA (15904 (16786 203.58 0.00 0.00 0.00 0.00 0.03 203.58 1505.34 0.10 2180.01 1.13 0.00 0.00 2:10 4.2 1.56 0.56 NA (19996 1.1490 344.70 0.0) 0.03 0.00 0.00 0.00 344.70 156282 (111 2524.60 1.31 0.00 0.0 2:15 5 1.86 0.56 NA 1.2972 1A911 447.32 0.00 0.00 0.00 0.00 0.03 447.32 1660.16 (112 2971.81 1.54 0.00 0.00 2O 3.5 1.30 0.56 NA (17392 (18497 254.90 0.00 0.00 0.00 0.00 0.00 254.90 1786.49 (112 3226.58 1.67 0.00 0.0 2:25 6.8 253 0.56 NYA 1.9669 22608 678.24 0.00 0.00 (100 0.00 0.00 678.24 1858.46 0.13 3904.69 202 0.00 0.00 2:30 73 272 0.56 NA 2.1528 24746 742.38 0.0) 0.00 0.00 0.00 0.00 742.38 2050.01 (114 4646.93 2.40 0.00 0.0 2:35 8.2 305 0.56 NYA 2.4876 28594 857.83 0.00 0.00 0.00 0.00 0.00 857.83 2259.69 0.16 5504.60 285 0.W 0.00 2:40 5.9 219 0.56 NA 1.6320 1.8759 562.78 0.00 0.00 0.00 0.00 0.03 56278 2501.96 (117 0067.21 314 0.00 0.0 2:45 2 0.74 0.56 NA (11812 (12082 62.47 0.00 0.00 0.00 0.00 0.0) 6247 266().89 0.18 6129.50 317 0.00 0.00 2:50 1.8 0.67 0.56 NA (11068 (11227 36.81 0.00 0.03 0.00 0.00 (103 36.81 2678.49 (119 6166.13 3.19 0.00 0.00 2:55 1.8 0.67 0.56 NYA (11068 (11227 36.81 0.00 0.00 0.00 0.00 0.00 36.81 2688.83 0.19 6202.75 3.21 0.W 0.00 3:00 (16 0.22 0.56 0.20 0.0223 0.0257 7.70 0.00 0.00 0.00 0.00 0.00 7.70 2699.18 (119 6210.26 3.21 0.00 0.00 0 0.00 0.56 0.00 0.0000 0.0000 0.00 0.00 0.00 (100 0.00 0.00 0.00 2701.30 0.19 6210.08 3.21 (1(X) (100 0 0.00 0.56 0.00 0.0000 0.0000 0.00 0.0) 0.00 0.00 0.00 0.00 0.00 2701.25 (119 6209.89 3.21 0.00 0.00 3:15 0 0.00 0.56 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2701.20 0.19 6209.70 3.21 0.00 0.00 0 0.00 0.56 0.00 0.W00 0.0000 0.00 0.00 0.W 0.00 0.00 0.00 0.00 2701.14 (119 6209.51 321 0.00 0.00 0 0.00 0.56 0.00 0.0000 0.0000 0.00 0.00 0.00 (103 0.00 0.00 0.00 2701.09 0.19 6209.33 3.21 0.00 0.00 3:30 0 0.00 0.56 0.W 0.W00 0.0000 0.00 0.00 (103 0.00 0.00 0.00 0.00 2701.04 (119 6209.14 321 0.00 0.00 0 0.00 0.56 0.00 0.0000 0.0000 0.00 0.00 0.03 (100 0.00 (103 0.00 2700.98 0.19 6208.95 321 0.00 0.00 0 0.00 0.56 0.W 0.W00 0.0000 0.00 0.00 (103 0.00 0.00 0.00 0.00 2'W.93 (119 6208.76 321 0.00 0.00 Total volume (d) 6213.88 Total Overflow (cf) O00
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24 1 -bur Storm in 15 minute increments Drywall Dryweil Drywall Drywell Overflow Basin Basin Basin Time Pattern Storm Loss Rate Value Effective Row Row Outside Retention Paned Storage Storage To Retention Period Storage Storage Overflow Overflow % Rain (irtrhr 1M}ax. Mn. Rain (irtrhr Rate (ds) Vd. (d) Irput (d) Area (sf) Pero. (of, Vd. (d) Depth (ft) Basin (cf) Area (sf) Rat. (d) Vd. (d) Depth (ft Vd. (cf) Rate (cfs) 0:15 02 0.04
0:30 (13 0.06
0:45 0.3 0.06
1:00 (14 0.08
1:15 0.3 0.06
1:30 (13 0.06
1:45 0.3 0.06
200 (14 0.08
215 0.4 0.08
230 0.4 0.08
2:45 (15 0.10
a00 0.5 0.10
3:15 (15 0.10
3:30 0.5 0.10
3:45 (15 0.10
4:00 0.6 (112
4:15 (16 0.12
4:30 0.7 0.14
4:45 0.7 0.14
5:00 (18 0.16
5:15 0.6 0.12
5:30 0.7 (114
5:45 (18 0.16
6:00 0.8 (116
6:15 (19 0.18
6:30 0.9 0.18
6:45 1 0.20
7:00 1 0.20
7:15 1 0.20
7:30 1.1 0.22
7:45 1.2 0.24
8:00 13 026
8:15 1.5 0.30
8:30 1.5 0.30
8:45 1.6 0.32
9:00 1.7 0.34
9:15 1.9 0.38
9:30 2 0.40
9:45 2.1 0.42
10:00 2.2 0.44
10:15 1.5 0.30
10:30 1.5 0.30
10:45 2 0.40
11:03 2 0.40
11:15 1.9 0.38
11:30 1.9 0.38
11:45 1.7 0.34
12:03 1.8 0.36
12:15 25 0.51
12:30 2.6 0.53
12:45 28 0.57
0.99 0.04 (10040 (10046 4.18 (1(X) 0.00 0.00 0.00 (100 4.18 947.00 (120 3.98 0.00 0.00 0.00
0.98 0.05 0.0061 (10070 6.27 0.00 0.00 0.00 0.00 0.00 6.27 948.12 0.20 1(105 (101 0.00 0.00
0.97 0.05 0.0061 0.0070 6.27 0.00 0.00 0.00 0.00 (103 6.27 949.84 (120 16.13 0.01 0.00 0.00
0.95 0.07 (10381 (10093 8.36 0.00 (100 0.00 0.03 0.03 8.36 951.56 0.20 24.29 0.01 0.00 0.00
0.94 0.05 0.0061 0.0070 6.27 0.00 0.00 0.00 0.00 (103 6.27 953.86 0.20 30.36 0.02 0.00 0.00
0.93 0.05 0.0061 0.0070 6.27 0.00 0.00 0.00 0.00 0.03 6.27 955.58 0.20 36.43 (102 0.00 0.00
0.92 0.05 0.0061 0.0070 6.27 0.00 0.00 0.00 0.00 (103 6.27 957.29 (120 42.50 0.02 0.00 0.00
0.91 0.07 0.0081 0.0093 8.36 0.00 (100 0.00 0.03 0.03 8.36 959.03 0.20 50.66 (103 0.00 0.00
0.90 (107 0.0081 0.0093 8.36 0.00 0.00 0.00 0.00 (103 8.36 961.31 (120 58.82 (103 (100 (100
0.89 0.07 0.0081 (10093 8.36 0.00 (100 0.00 0.00 0.00 8.36 963.61 0.20 66.97 (103 0.00 (100
0.:: 0.09 0.0101 (10116 10.45 0.00 0.00 (100 0.00 0.00 1(145 965.92 0.20 77.22 (104 (100 (1(X)
0.87 0.09 0.0101 0.0116 10.45 0.00 0.00 0.00 0.00 0.00 1(145 968.81 (120 87.47 (105 (100 (100
0.85 0.09 0.0101 (10116 10.45 0.00 0.00 0.00 0.00 0.00 1(145 971.71 0.20 97.72 (105 (100 (1(X)
0.84 0.09 0.0101 0.0116 10.45 0.00 (100 0.00 0.00 0.00 1(145 974.60 0.20 107.96 (106 (100 (100
0.83 0.09 0.0101 (10116 10.45 0.00 0.0) (100 0.00 0.00 1(145 977.50 0.20 118.21 (106 (100 0.00
0.82 0.11 0.0121 0.0139 12.54 0.00 0.00 0.00 0.00 0.00 1254 980.39 0.20 130.54 (107 0.00 0.00
0.81 0.11 (10121 (10139 12.54 0.00 0.00 (100 0.00 (100 1254 983.88 0.20 142.87 (107 (100 0.00
0.80 0.13 0.0141 (10163 14.63 0.00 (103 0.00 0.00 0.00 14.63 987.36 (121 157.30 (108 (100 0.00
0.79 0.13 (10141 (10163 14.63 0.00 0.00 0.00 0.00 (100 14.63 991.43 (121 171.72 (109 0.00 0.00
0.78 0.15 0.0162 (10186 16.72 0.00 0.00 0.00 0.00 0.00 16.72 995.51 (121 188.23 (110 (100 0.00
0.77 (111 (10121 (10139 12.54 0.00 0.00 0.00 0.00 (100 12.54 1000.17 (121 200.56 (110 0.00 0.00
0.76 0.13 0.0141 0.0163 14.63 0.00 0.00 0.00 0.00 0.00 14.63 1003.66 (121 214.98 (111 0.00 0.00
0.75 (115 (10162 (10186 16.72 0.00 0.00 (100 0.00 0.00 16.72 1007.73 (121 231.49 (112 0.00 0.00
0.74 0.15 0.0162 0.0186 16.72 0.00 0.00 0.00 0.00 0.00 16.72 101239 (121 248.03 (113 0.00 0.00
0.73 0.16 0.0182 (10209 18.81 0.00 0.00 (100 0.00 0.00 18.81 1017.06 (121 266.59 (114 0.00 0.00
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1 or6
HYDROLOGY CALCULATIONS -
Using the RCFC&V\CD Short Cut Unit Hydrograph Method
Area Designations Area 1 VERSION 2
Area=1.03ac+0.09ac typ street frontagem1.12ac
57/2024 LOTs 13-15
DralnageArea (ac.) 1.1200 JOB NUM3ER22106
Unit tine (rrinutes) 5 5 5 15
100 Year Storm Duration (hrs) 1 3 6 24
Total Precipitation (Plates D -4.4,E-5.2, 5.4, 5.6)(in.) 2.41 3.10 3.79 5.05 from NOAA interactive website Soils Gaup A
MAC index II Runoff Nurrber (plate E-6.1) 32
Rate E-6.2 Pervious Area Lass Rate (Fp)(ir✓Ir) 0.74 (AMC II) Percentage of Inper Aous Cover (A)(%) (plate E-6.3) 26.6 20% per the RCFC Hydrology Manuel 1AC LOT -PLATE D 5.6 AND 0.09AC TYPICAL STREET FRONTAGE V'ikighted Average toss Rate (F=Fp(1-.9A))(in./hr.) 0.56 (used for 1, 3, and 6 hour storm the 24 hour storm uses variable maximum Ices rate per plate E-1.1 (3 of 6)) Low Loss Rate Percent (%) 90
Retention Basin Peroolation Rate (in/hr) 0.01 (also used for drywall pennlation rate) Percolation is taken incrementally.
Basin volume is calculated using the"truncated pyramid" formula, a more conservative estimate than "averaged end areas" sometiure used program updated 4-14-22 LC
(Dwell can be "zeroed out" by reducing numbers to less than .001, but should not entered as zeros or program chokes.) Drywall storage indudes 40%of the 1' wide rock bed surrounding the drywall: formula (upperrPftr(diam/2)A2+(lower)*Pft)*((diam/2r2+0.41(diam/2+(grav+0.4166))"2-(diam/2+0.4166)A2)) The drywall wall thickness is assumed at 5" (0.4166) and the gravel bed width is variable "gray" Drywell is zeroed out by reducing to 0.001 since there is none.
Drywall design factors Upper sec. (ft.)= 0.001 Lower sec. (ft.)= 0.001 Ring diam. (ft.) = 0.001 Drywall lower max. (cf)= 0.00 Upper max.(cf)= 0.00 Craver bed width around drywall= 0.001
Drywall total (cf )= 0.00
Ret. Basin design (area, depth) Top = 3234 s.f. Bot. = 1078 s.f. Max. Depth (d)= 4 Max. storage= 8238.87 (d/3)*(bottorni-tcpF(bottorrilopr0.50) Formulas vol(h/3)*(bottom+top+(bottomotop)A0.50) are =bottom+(h/d)*(top-bottom) h=(vol"3)/(bottom+top+(bottomlop)A0.5) (values must be non -zero or error occurs) Outside input from: N/A 3.25
1 Hour Storm in 5 minute increments Drywell Drywall Dyell Drywall Overflow Basin Basin Basin Tina Pattern Storm I nss Rate Value Effective Rcw Flow Outside Retention Period Storage Storage To Retention Period Storage Storage Overflow Overflow % Rain (inihr Max. Mn. Ran (in/hr Rate (cfs) Vd. (cf) Input (of) Area (sf) Parc. (cf, Vol (cf) Depth (ft) Basin (cf) Area (sf) Pero. (cf) Vol. (cf) Depth (ft Vol. (d) Rate (cfs) 0:05 3.7 1.0700 0.5628 N/A 0.5072 0.5728 171.84 0.00 0.00 0.00 0.00 0.00 171.84 1078.00 0.07 171.76 0.08 0.00 0.00 0:10 4.8 1.18P0 0.5628 N/A 0.8253 0.9321 279.62 0.00 0.00 0.00 0.00 0.00 279.62 1122.95 0.08 451.30 0.22 0.00 0.00 0:15 5.1 1.4749 0.5628 N/A 0.9121 1.0300 309.01 0.00 0.00 0.00 0.00 0.00 309.01 1196.10 0.08 760.23 0.37 0.00 0.00 0:20 4.9 1.4171 0.5628 N/A 0.8542 0.9647 289.42 0.00 0.00 0.00 0.00 0.00 289.42 1276.94 0.09 1049.56 0.51 0.00 0.00 0:25 6.6 1.9087 0.5628 N/A 1.3459 1.5199 455.98 0.00 0.00 0.00 0.00 0.00 455.98 1352.65 0.09 1505.45 0.73 0.00 0.00 0:30 7.3 21112 0.5628 N/A 1.5483 1.7486 524.57 0.00 0.00 0.00 0.00 0.00 524.57 1471.95 0.10 2029.91 0.99 0.00 0.00 0:35 54 2.4293 0.5628 N/A 1.8664 2.1078 632.35 0.00 0.00 0.00 0.00 0.00 632.35 1609.20 0.11 2662.15 1.29 0.00 0.00 0:40 9 2.6028 0.5628 N/A 2.0400 2.3038 691.14 0.00 0.00 0.00 0.00 0.00 691.14 1774.65 (112 3353.16 1.63 0.00 0.00 0:45 12.3 3.5572 0.5628 N/A 2.9943 3.3816 1014.47 0.00 0.00 0.00 0.00 0.00 1014.47 1955.48 0.14 4367.50 2.12 0.00 0.00 0:50 17.6 5.0899 0.5628 N/A 4.5271 5.1126 1533.77 0.00 0.00 0.00 0.00 0.00 1533.77 2&1U.92 (115 5901.12 2.87 0.00 0.00 0:55 16.1 4.6561 0.5628 N/A 4.0933 4.6227 1386.80 0.00 0.00 0.00 0.00 0.00 1386.80 262224 0.18 7287.74 3.54 0.00 0.00 1:00 4.2 1.2146 0.5628 N/A 0.6518 0.7361 220.83 0.00 0.00 0.00 0.00 0.00 220.83 2X)5.10 (121 7508.36 3.65 0.00 0.00 MAX DEPTH 0 0.0000 0.5628 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 304284 0.21 7508.15 3.65 0.00 0.00 0 0.0000 0.5628 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3042.78 (121 7507.94 3.65 0.00 0.00 1:15 0 0.0000 0.5628 0.00 0.0000 01)33) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3042.73 0.21 7507.73 3.65 0.00 0.00 Total volume (of) 7509.80 Total Overflow (of) 0.00
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24 1 -bur Storm in 15 minute increments Drywall Drywall Drywall Drywell Overflow Basin Basin Basin Time Pattern Storm Loss Rate Value Effective Row Rau Outside Retention Paned Storage Storage To Retention Period Storage Storage Overflow Overflow % Rain (irVhr Mex. Mn. Rain (inrhr Rate (cfs) Vol. (cf) Input (cf) Area (sf) Pero. (d; Vol. (d) Depth (ft) Basin (cf) Area (sf) Pero. (d) Vd. (cf) Depth (ft Vol. (cf) Rate (cfs) 0:15 02 0.04
0:30 0.3 0.06
0:45 0.3 0.06
1:00 0.4 0.08
1:15 0.3 0.06
1:30 0.3 0.06
1:45 0.3 0.06
200 0.4 0.08
215 0.4 0.08
230 (14 0.08
2:45 0.5 0.10
a00 0.5 0.10
3:15 0.5 0.10
3:30 0.5 0.10
3:45 0.5 0.10
4:00 0.6 (112
4:15 0.6 0.12
4:30 0.7 0.14
4:45 (17 0.14
5:00 0.8 0.16
5:15 0.6 0.12
5:30 0.7 (114
5:45 0.8 0.16
6:00 0.8 (116
6:15 0.9 0.18
6:30 0.9 0.18
6:45 1 0.20
7:00 1 0.20
7:15 1 0.20
7:30 1.1 0.22
7:45 1.2 0.24
8:00 13 026
8:15 1.5 0.30
8:30 1.5 0.30
8:45 1.6 0.32
9:00 1.7 0.34
9:15 1.9 0.38
9:30 2 0.40
9:45 2.1 0.42
10:00 2.2 0.44
10:15 1.5 0.30
10:30 1.5 0.30
10:45 2 0.40
11:03 2 0.40
11:15 1.9 0.38
11:30 1.9 (138
11:45 1.7 0.34
12:03 1.8 0.36
12:15 2.5 0.51
12:30 2.6 0.53
12:45 2.8 0.57
0.99 0.04 (10040 (10046 4.11 0.00 0.00 0.00 0.00 0.00 4.11 1078.00 (122 3.88 (100 0.00 0.00
0.98 0.05 0.0061 (10068 6.16 0.00 0.00 0.00 0.00 0.00 6.16 1079.02 0.22 9.82 (100 (100 (100
0.97 0.05 0.0061 0.0068 6.16 0.00 (100 0.00 0.00 (100 6.16 1080.57 0.23 15.75 0.01 (100 0.00
0.95 0.07 0.0081 0.0091 8.21 0.00 0.00 0.00 0.00 0.00 8.21 1082.12 0.23 23.74 0.01 (100 (100
0.94 0.05 0.0061 0.0068 6.16 0.00 (100 0.00 0.00 0.00 6.16 1084.21 (123 29.67 0.01 (100 0.00
0.93 0.05 0.0061 0.0068 6.16 0.00 0.00 0.00 0.00 0.00 6.16 1085.76 0.23 35.60 (102 (100 (100
0.92 0.05 0.0061 0.0068 6.16 0.00 (1(X) 0.00 0.00 (100 6.16 1087.32 (123 41.54 0.02 (100 0.00
0.91 0.07 0.0081 0.0091 8.21 0.00 0.00 0.00 0.00 0.00 8.21 1088.87 0.23 49.52 (102 (100 (100
0.90 (107 0.0081 0.0091 821 0.00 (1(X) 0.00 0.00 0.00 8.21 1090.96 (123 57.51 0.03 (100 0.00
0.89 0.07 0.0081 0.0091 8.21 0.00 0.00 0.00 0.00 0.00 8.21 1093.05 0.23 65.49 (103 (100 (100
0.:: 0.09 0.0101 (10114 10.27 0.00 0.00 (100 0.00 0.00 10.27 1095.14 0.23 75.53 0.04 (100 (1(X)
0.87 0.09 (10101 0.0114 10.27 0.00 0.00 0.00 0.00 0.00 1(127 1097.77 0.23 85.57 (104 (100 (100
0.85 0.09 0.0101 (10114 10.27 0.00 0.00 0.00 0.00 0.00 10.27 1100.39 0.23 95.60 (105 (100 (1(X)
0.84 0.09 (10101 0.0114 10.27 (1(X) 0.00 0.00 0.00 0.00 1(127 1103.02 0.23 105.64 (105 (100 0.00
0.83 0.09 0.0101 (10114 10.27 0.00 0.00 (100 0.00 0.00 10.27 1105.64 0.23 115.67 (106 (100 0.00
0.82 0.11 (10121 0.0137 12.32 (103 0.00 0.00 0.00 0.00 1232 1108.27 0.23 127.76 (106 0.00 0.00
0.81 0.11 (10121 (10137 12.32 0.00 0.00 (100 0.00 (100 1232 1111.43 0.23 139.85 (107 (100 0.00
0.80 0.13 (10141 (10160 14.37 0.00 0.00 0.00 0.00 0.00 14.37 1114.60 0.23 153.99 (107 (100 0.00
0.79 0.13 (10141 (10160 14.37 0.00 0.00 0.00 0.00 (100 14.37 1118.30 (123 168.13 (108 (100 0.00
0.78 0.15 0.0162 0.0183 16.43 (100 0.00 0.0) 0.00 0.00 16.43 112200 0.23 184.32 (109 (100 0.00
0.77 all (10121 (10137 12.32 0.00 0.00 (100 0.00 (100 12.32 1126.23 (123 196.40 (110 (100 0.00
0.76 0.13 (10141 0.0160 14.37 0.00 0.00 0.00 0.00 0.00 14.37 1129.40 (124 21(154 (110 (1(X) 0.00
0.75 (115 (10162 (10183 16.43 0.00 0.00 (100 0.00 0.00 16.43 1133.10 (124 226.73 (111 (100 0.00
0.74 0.15 0.0162 0.0183 16.43 0.00 0.00 0.00 0.00 0.00 16.43 1137.33 (124 242.92 (112 (1(X) 0.00
0.73 0.16 0.0182 (10205 18.48 0.00 0.00 0.00 0.00 0.00 18.48 1141.57 (124 261.16 (113 0.00 0.00
0.72 0.16 0.0182 (10205 18.48 0.00 0.00 0.00 0.00 (1(X) 18.48 1146.34 0.24 279.40 (114 (1(X) 0.00
0.71 (118 0.0202 (10228 20.53 0.00 0.00 0.00 0.00 (1W 20.53 1151.11 (124 299.69 (115 0.00 0.00
0.70 0.18 (10202 0.0228 20.53 0.0) 0.00 0.00 0.00 0.00 20.53 1156.42 0.24 319.98 (116 0.00 0.00
0.69 (118 0.02)2 (10228 20.53 0.00 0.00 (1(X) (100 (1W 20.53 1161.73 (124 340.27 (117 (1(X) 0.00
0.68 0.20 (10222 (10251 22.58 0.0) 0.00 0.00 0.00 (1(X) 22.58 1167.04 0.24 362.61 (118 (100 0.00
0.67 0.22 (10242 (10274 24.64 0.00 0.00 (1(X) (100 (1W 24.64 117289 (124 387.00 (119 (1(X) 0.00
0.66 0.24 0.0263 0.0297 26.69 0.00 0.00 0.00 0.00 (1(X) 26.69 1179.27 (125 413.45 0.20 (100 0.00
0.66 0.27 0.0303 (10342 30.80 0.00 0.00 0.00 0.00 (1W 30.80 1186.19 (125 444.00 (122 0.0) 0.00
0.65 0.27 0.0303 (10342 30.80 0.00 0.00 0.00 0.00 (1(X) 30.80 1194.19 (125 474.55 (123 (100 0.00
0.64 0.29 0.0323 (10065 32.85 0.00 0.00 (1(X) 0.00 (1W 32.85 120218 (125 507.15 (125 (10) 0.00
0.63 0.31 0.(134,3 (10388 34.90 0.00 0.00 0.00 0.00 0.00 34.90 121(171 0.25 541.80 (126 (100 0.00
0.62 0.35 0.0384 (10433 39.01 0.00 0.00 (1(X) (100 (1W 39.01 1219.78 (125 580.55 (128 0.00 0.00
0.61 0.36 (10404 (10456 41.06 0.00 0.00 0.00 0.00 0.00 41.06 1229.92 0.26 621.36 0.30 (100 0.00
0.60 0.38 0.0424 (10479 43.12 0.00 0.00 (1(X) (100 (1W 43.12 1240.60 (126 664.22 (132 (1(X) 0.00
0.59 0.40 (10444 (10502 45.17 0.00 0.00 0.00 0.00 0.00 45.17 1251.82 (126 709.12 (134 0.00 0.00 (158 0.27 0.0303 0.0342 30.80 0.00 0.00 0.00 0.00 0.00 30.80 1263.57 (126 739.66 (136 0.00 0.00
0.58 0.27 0.0303 0.0342 30.80 0.00 0.00 0.00 0.00 0.00 30.80 1271.56 (126 770.19 (137 (100 0.00 (157 0.36 0.0404 0.0456 41.06 0.00 0.00 0.00 0.00 (1(X) 41.06 1279.55 (127 810.98 (139 0.00 0.00
0.56 0.36 0.0404 0.0456 41.06 0.00 0.00 0.00 0.00 0.00 41.06 1290.22 (127 851.78 0.41 (100 0.00 (155 0.35 0.0384 0.0433 39.01 0.00 (1(X) (100 0.00 0.00 39.01 1330.90 (127 890.52 0.43 0.00 0.00
0.54 0.35 (10384 0.0433 39.01 0.00 0.00 0.00 0.00 0.00 39.01 1311.04 (127 929.25 0.45 (100 0.00 (153 0.31 0.0343 (10388 34.90 0.00 0.00 0.00 0.00 (1(X) 34.90 1321.17 (128 963.88 (147 (100 0.00
0.53 0.33 0.0364 0.0411 36.96 0.00 0.00 0.00 (1(X) 0.00 36.96 133023 (128 1000.56 0.49 (100 0.00 (152 0.45 0.0505 0.0570 51.33 0.00 0.00 0.00 0.00 (1W 51.33 1339.83 (128 1051.61 0.51 0.00 0.00
0.51 0.47 (10525 (10593 53.38 0.00 0.00 0.00 0.00 0.00 53.38 1353.19 (128 1104.71 0.54 (100 0.00
0.50 NIA 0.0672 0.0703 63.25 0.00 0.00 0.00 0.00 0.00 63.25 1367.09 0.28 1167.67 0.57 0.00 0.00 1550
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1 or6
HYDROLOGY CALCULATIONS -
Using the RCFC&V\LD Short Cut Unit Hydrograph Method
Area Designations Area 1 VERSION 2
Area=1.02ac+0.09ac typ street frontagem1.11 ac
57/2024 LOT 16
DralnageArea (ac.) 1.11(X) JOB NUM3ER22106
Unit tine (rrinutes) 5 5 5 15
100 Year Storm Duration (hrs) 1 3 6 24
Total Precipitation (Rates D -4.4,E-5.2, 5.4, 5.6)(in.) 2.41 3.10 3.79 5.05 from NOAA interactive website Soils Gaup A
MAC index II Runoff Nurrber (plate E-6.1) 32
Rate E-6.2 Pervious Area Lass Rate (Fp)(ir✓IT) 0.74 (AMC II) Percentage of Inper Aous Cover (A)(%) (plate E-6.3) 26.6 20% per the RCFC Hydrology Manuel 1AC LOT -PLATE D 5.6 AND 0.09AC TYPICAL STREET FRONTAGE V\kighted Average toss Rate (F=Fp(1-.9A))(in./hr.) 0.56 (used for 1, 3, and 6 hour storm the 24 hour storm uses variable maximum Ices rate per plate E-1.1 (3 of 6)) Low Loss Rate Percent (%) 90
Retention Basin Peroolation Rate (in/hr) 0.01 (also used for drywall pennlation rate) Percolation is taken incrementally.
Basin volume is calculated using the"truncated pyramid" formula, a more conservative estimate than "averaged end areas" sometiure used program updated 4-14-22 LC
(Dwell can be "zeroed out" by reducing numbers to less than .001, but should not entered as zeros or program chokes.) Drywall storage indudes 40%of the 1' wide rock bed surrounding the drywall: formula (upperrPftr(diam/2)A2+(lower)*Pft)*((diam/2r2+0.41(diam/2+(grav+0.4166))"2-(diam/2+0.4166)A2)) The drywall wall thickness is assumed at 5" (0.4166) and the gravel bed width is variable "gray" Drywell is zeroed out by reducing to 0.001 since there is none.
Drywall design factors Upper sec. (ft.)= 0.001 Lower sec. (ft.)= 0.001 Ring diam. (ft.) = 0.001 Drywall lower max. (cf)= 0.00 Upper max.(cf)= 0.00 Craver bed width around drywall= 0.001
Drywall total (cf )= 0.00
Ret. Basin design (area, depth) Top = 3234 s.f. Bot. = 1078 s.f. Max. Depth (d)= 4 Max. storage= 8238.87 (d/3)*(bottorm-topF(bottorriltcprO.50) Formulas vol(h/3)*(bottom+top+(bottomotop)A0.50) areadmottom+(h/d)*(top-bottom) h=(vol*3)/(bottom+top+(bottom*top)A0.5) (values must be non -zero or error occurs) Outside input from: N/A 3.25
1 Hour Storm in 5 minute increments Drywall Drywall Dyell Drywall Overflow Basin Basin Basin Tina Pattern Storm 'nos Rate Value Effective Flow Flow Outside Retention Period Storage Storage To Retention Period Storage Storage Overflow Overflow % Rain (inihr Max. Mn. Ran (in/hr Rate (cfs) Vd. (cf) Input (of) Area (sf) Parc. (cf, Vol (cf) Depth (ft) Basin (cf) Area (sf) Pero. (cf) Vol. (cf) Depth (ft Vol. (cf) Rate (cfs) 0:05 3.7 1.0700 0.5628 N/A 0.5072 0.5677 170.30 0.00 0.00 0.00 0.00 0.00 17(130 1078.00 0.07 170.23 (108 ()CO 0.00 0:10 4.8 1. 0.5628 N/A 0.8253 02237 277.12 0.00 0.00 0.00 0.00 0.00 277.12 1122.55 0.08 447.27 0.22 0.00 0.00 0:15 5.1 1.4749 0.5628 N/A 0.9121 1.0208 306.25 0.00 0.00 0.00 0.00 0.00 306.25 1195.04 0.08 753.44 (137 0.00 0.00 0:20 4.9 1.4171 0.5628 N/A 0.8542 0.9561 286.83 0.00 0.00 0.00 0.00 0.00 286.83 1275.17 0.09 1040.18 0.51 0.00 0.00 0:25 6.6 1.9087 0.5628 N/A 1.3459 1.5064 451.91 0.00 0.00 0.00 0.00 0.00 451.91 1350.20 0.09 1492.00 (172 0.00 0.00 0:30 7.3 21112 0.5628 N/A 1.5483 1.7330 519.89 0.00 0.00 0.00 0.00 0.00 519.89 1468.44 0.10 2011.78 0.98 0.00 0.00 0:35 54 2.4293 0.5628 N/A 1.8664 2.0890 626.70 0.00 0.00 0.00 0.00 0.00 626.70 1604.46 0.11 2638.38 1.28 0.00 0.00 0:40 9 2.6028 0.5628 N/A 2.0400 2.2F32 684.97 0.00 0.00 0.00 0.00 0.00 684.97 1768.43 (112 3323.22 1.61 0.00 0.00 0:45 12.3 3.5572 0.5628 N/A 2.9943 3.3514 1005.42 0.00 0.00 0.00 0.00 0.00 1005.42 1947.64 (114 4328.50 2.10 0.00 0.00 0:50 17.6 5.0899 0.5628 N/A 4.5271 5.0669 1520.08 0.00 0.00 0.00 0.00 0.00 1520.08 2210.71 (115 5848.43 2.84 0.00 0.00 0:55 16.1 4.6561 0.5628 N/A 4.0933 4.5814 1374.42 0.00 0.00 0.00 0.00 0.00 1374.42 2608.45 (118 7222.66 3.51 0.00 0.00 1:00 4.2 1.2146 0.5628 N/A 0.6518 0.7295 218.86 0.00 0.00 0.00 0.00 0.00 218.86 2968.07 (121 7441.32 3.61 0.00 0.00 MAX DEPTH 0 0.0000 0.5628 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3025.29 (121 7441.11 3.61 0.00 0.00 0 0.0000 0.5628 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3025.24 (121 7440.90 3.61 0.00 0.00 1:15 0 0.0000 0.5628 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 3025.18 0.21 7440.69 3.61 0.00 0.00 Total volume (of) 7442.75 Total Overflow (of) 0.00
1552
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24 1 -bur Storm in 15 minute increments Drywall Drywall Drywall Drywell Overflow Basin Basin Basin Time Pattern Storm Loss Rate Value Effective Row Row Outside Retention Period Storage Storage To Retention Period Storage Storage Overflow Overflow % Rain (inrhr 1Vex Mn. Rain (inrhr Rate (cfs) Vol. (cf) Input (cf) Area (sf) Pero. (d; Vol. (d) Depth (ft) Basin (cf) Area (sf) Perc. (d) Vd. (cf) Depth (ft Vol. (cf) Rate (cfs) 0:15 02 0.04
0:30 0.3 0.06
0:45 0.3 0.06
1:00 0.4 0.08
1:15 0.3 0.06
1:30 0.3 0.06
1:45 0.3 0.06
200 0.4 0.08
215 0.4 0.08
230 0.4 0.08
2:45 0.5 0.10
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3:15 0.5 0.10
3:30 0.5 0.10
3:45 0.5 0.10
4:00 0.6 0.12
4:15 0.6 0.12
4:30 0.7 0.14
4:45 0.7 0.14
5:00 0.8 0.16
5:15 0.6 0.12
5:30 0.7 0.14
5:45 0.8 0.16
6:00 0.8 0.16
6:15 0.9 0.18
6:30 0.9 0.18
6:45 1 0.20
7:00 1 0.20
7:15 1 0.20
7:30 1.1 0.22
7:45 1.2 0.24
8:00 13 026
8:15 1.5 0.30
8:30 1.5 0.30
8:45 1.6 0.32
9:00 1.7 0.34
9:15 1.9 0.38
9:30 2 0.40
9:45 2.1 0.42
10:00 2.2 0.44
10:15 1.5 0.30
10:30 1.5 0.30
10:45 2 0.40
11:00 2 0.40
11:15 1.9 0.38
11:30 1.9 0.38
11:45 1.7 0.34
12:03 1.8 0.36
12:15 25 0.51
12:30 2.6 0.53
12:45 28 0.57
0.99 0.04 0.0040 0.0045 4.07 0.00 0.00 0.00 0.00 0.00 4.07 1078.00 0.22 3.85 0.00 0.00 0.00
0.98 0.05 0.0061 0.0068 6.10 0.00 0.00 0.00 0.00 0.00 6.10 1079.01 022 9.72 0.00 0.00 0.00
0.97 0.05 0.0061 0.0068 6.10 0.00 0.00 0.00 0.00 0.00 6.10 1080.54 0.23 15.60 0.01 0.00 0.00
0.95 0.07 0.0081 0.0090 8.14 0.00 0.00 0.00 0.00 0.00 8.14 1082.08 023 23.52 0.01 0.00 0.00
0.94 0.05 0.0061 0.0068 6.10 0.00 0.00 0.00 0.00 0.00 6.10 1084.15 0.23 29.40 0.01 0.00 0.00
0.93 0.05 0.0061 0.0068 6.10 0.00 0.00 0.00 0.00 0.00 6.10 1085.69 023 35.27 0.02 0.00 0.00
0.92 0.05 0.0061 0.0068 6.10 0.00 0.00 0.00 0.00 0.00 6.10 1087.23 0.23 41.15 0.02 0.00 0.00
0.91 0.07 0.0081 0.0090 8.14 0.00 0.00 0.00 0.00 0.00 8.14 1088.77 023 49.06 0.02 0.00 0.00
0.90 0.07 0.0081 0.0090 8.14 0.00 0.00 0.00 0.00 0.00 8.14 1090.84 0.23 56.98 0.03 0.00 0.00
0.89 0.07 0.0081 0.0090 8.14 0.00 0.00 0.00 0.00 0.00 8.14 109291 0.23 64.89 0.03 0.00 0.00
0.:: 0.09 0.0101 0.0113 10.17 0.00 0.00 0.00 0.00 0.00 10.17 1094.98 0.23 74.83 1104 0.00 0.00
0.87 0.09 0.0101 0.0113 10.17 0.00 0.00 0.00 0.00 0.00 10.17 1097.58 0.23 84.78 0.04 0.00 0.00
0.85 0.09 0.0101 0.0113 10.17 0.00 0.00 0.00 0.00 0.00 10.17 1100.19 0.23 94.72 1105 0.00 0.00
0.84 0.09 0.0101 0.0113 10.17 0.00 0.00 0.00 0.00 0.00 10.17 110279 0.23 104.67 0.05 0.00 0.00
0.83 0.09 0.0101 0.0113 10.17 0.00 0.00 0.00 0.00 0.00 10.17 1105.39 0.23 114.61 0.06 0.00 0.00
0.82 0.11 0.0121 0.0136 12.21 0.00 0.00 0.00 0.00 0.00 12.21 1107.99 0.23 126.59 0.06 0.00 0.00
0.81 0.11 0.0121 0.0136 1221 0.00 0.00 0.00 0.00 0.00 1221 1111.13 0.23 138.57 0.07 0.00 0.00
0.80 0.13 0.0141 0.0158 14.24 0.00 0.00 0.00 0.00 0.00 14.24 1114.26 0.23 152.58 0.07 0.00 0.00
0.79 0.13 0.0141 0.0158 1424 0.00 0.00 0.00 0.00 0.00 14.24 1117.93 0.23 166.59 0.08 0.00 0.00
0.78 0.15 0.0162 0.0181 16.28 0.00 0.00 0.00 0.00 0.00 16.28 1121.59 0.23 182.63 0.09 0.00 0.00
0.77 all 0.0121 0.0136 12.21 0.00 0.00 0.00 0.00 0.00 1221 1125.79 0.23 194.61 0.09 0.00 0.00
0.76 0.13 0.0141 0.0158 14.24 0.00 0.00 0.00 0.00 0.00 14.24 1128.93 0.24 208.62 0.10 0.00 0.00
0.75 0.15 0.0162 0.0181 16.28 0.00 0.00 0.00 0.00 0.00 16.28 113259 0.24 224.66 1111 0.00 0.00
0.74 0.15 0.0162 0.0181 16.28 0.00 0.00 0.00 0.00 0.00 16.28 1136.79 0.24 240.70 1112 0.00 0.00
0.73 0.16 0.0182 0.0203 18.31 0.00 0.00 0.00 0.00 0.00 18.31 1140.99 0.24 258.78 1113 0.00 0.00
0.72 0.16 0.0182 0.0203 18.31 0.00 0.00 0.00 0.00 0.00 18.31 1145.72 0.24 276.85 0.13 0.00 0.00
0.71 0.18 0.0202 0.0226 20.35 0.00 0.00 0.00 0.00 0.00 20.35 1150.45 0.24 296.96 1114 0.00 0.00
0.70 0.18 0.0202 0.0716 20.35 0.00 0.00 0.00 0.00 0.00 20.35 1155.71 0.24 317.07 0.15 0.00 0.00
0.69 0.18 0.0202 0.0226 20.35 0.00 0.00 0.00 0.00 0.00 20.35 1160.97 1124 337.17 1116 0.00 0.00
0.68 0.20 0.0222 0.0249 22.38 0.00 0.00 0.00 0.00 0.00 2238 1166.23 0.24 359.31 0.17 0.00 0.00
0.67 0.22 0.0242 0.0271 24.42 0.00 0.00 0.00 0.00 0.00 24.42 117203 0.24 383.49 1119 0.00 0.00
0.66 0.24 0.0263 0.0294 26.45 0.00 0.00 0.00 0.00 0.00 26.45 1178.35 0.25 409.69 0.20 0.00 0.00
0.66 0.27 0.0303 0.0339 30.52 0.00 0.00 0.00 0.00 0.00 30.52 1185.21 0.25 439.97 1121 0.00 0.00
0.65 0.27 0.0303 0.0339 30.52 0.00 0.00 0.00 0.00 0.00 30.52 1193.13 0.25 470.24 0.23 0.00 0.00
0.64 0.29 0.0323 0.0362 32.56 0.00 0.00 0.00 0.00 0.00 3256 1201.06 0.25 502.55 1124 0.00 0.00
0.63 0.31 11343 0.0384 34.59 0.00 0.00 0.00 0.00 0.00 34.59 1209.51 0.25 536.89 0.26 0.00 0.00
0.62 0.35 0.0384 0.0430 38.66 0.00 0.00 0.00 0.00 0.00 38.66 1218.50 0.25 575.29 0.28 0.00 0.00
0.61 0.36 0.0404 0.0452 40.70 0.00 0.00 0.00 0.00 0.00 40.70 1228.56 0.26 615.73 0.30 0.00 0.00
0.60 0.38 0.0424 0.0475 42.73 0.00 0.00 0.00 0.00 0.00 4273 1239.13 0.26 658.21 1132 11(X) 0.00
0.59 0.40 0.0444 0.0497 44.77 0.00 0.00 0.00 0.00 0.00 44.77 1250.24 0.26 702.71 0.34 0.00 0.00
0.58 0.27 0.0303 0.0339 30.52 0.00 0.00 0.00 0.00 0.00 30.52 1261.89 0.26 73297 1136 0.00 0.00
0.58 0.27 0.0303 0.0339 30.52 0.00 0.00 0.00 0.00 0.00 30.52 1269.81 0.26 763.23 0.37 0.00 0.00
0.57 0.36 0.0404 0.0452 40.70 0.00 0.00 0.00 0.00 0.00 40.70 1277.73 0.27 803.66 1139 0.00 0.00
0.56 0.36 0.0404 0.0452 40.70 0.00 0.00 0.00 0.00 0.00 40.70 1288.31 0.27 844.09 0.41 0.00 0.00
0.55 0.35 0.0384 0.0430 38.66 0.00 0.00 0.00 0.00 0.00 38.66 1298.89 0.27 882.48 0.43 0.00 0.00
0.54 0.35 0.0384 0.0430 38.66 0.00 0.00 0.00 0.00 0.00 38.66 1308.93 0.27 920.86 0.45 0.00 0.00
0.53 0.31 0.0343 0.0384 34.59 0.00 0.00 0.00 0.00 0.00 34.59 1318.98 0.27 955.18 0.46 0.00 0.00
0.53 0.33 0.0364 0.0407 36.63 0.00 0.00 0.00 0.00 0.00 36.63 1327.96 0.28 991.53 0.48 0.00 0.00
0.52 0.45 0.0505 0.0565 50.87 0.00 0.00 0.00 0.00 0.00 50.87 1337.47 0.28 1042.12 0.51 0.00 0.00
0.51 0.47 0.0525 0.0588 52.90 0.00 0.00 0.00 0.00 0.00 5290 1350.71 0.28 1094.75 0.53 0.00 0.00
0.50 NYA 0.0672 0.0697 62.69 0.00 0.00 0.00 0.00 0.00 6269 1364.48 0.28 1157.15 0.56 0.00 0.00 1556
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LEGEND:
- LOT WATERSHEDS
DIAL
BEFORE
YOU DIG
TOLL FREE
TWO WORKING
DAYS BEFORE
YOU DIG
1-800-227-2600
NO.
APPROVED
DATE
DRAWN BY:
DATE:
SEAL
FOR REVIEW PURPOSES ONLY
PHILLIP K. FOMOTOR PE., PLS.
R.C.E. NO. 47284
DATE:
PRELIMINARY
PRELIMINARY HYDROLOGY PLAN
FOR
TENTATIVE TRACT MAP NO. 38971
7 DATE: 07/09/2024
PREPARED BY:
FOMOTOR
ENGINEERING
225 S. CIVIC DRIVE, SUITE 1-5
PALM SPRINGS, CA. 92262
(760) 323-1842 FAX (760) 323-1742
A PUBLIC SERVICE BY
UNDERGROUND SERVICE ALERT
A r r f1
Whitewater River Region WQMP
TTM 38971 -Rancho Mirage, CA
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
1560
Recording requested by:
City of Rancho Mirage
When recorded mail to:
City of Rancho Mirage
69825 Highway 111
Rancho Mirage, CA, 92270
Attn: City Clerk
APNs: 689-090-003, 689-130-004, -005,
-013, -014, -018 & 689-140-022
Space above this line for Recorder's use
(Exempt from recording fees pursuant to Government Code Sections 6103 and 27383) Water Quality Management Plan and Urban Runoff BMP
Transfer, Access and Maintenance Agreement and Covenant
THIS WATER QUALITY MANAGEMENT PLAN AND URBAN RUNOFF BMP
TRANSFER, ACCESS AND MAINTENANCE AGREEMENT AND COVENANT ("Agreement and Covenant") is made and entered into in Rancho Mirage, California, this day of , by and between Horti Caesaris LLC, herein after referred to as "Owner," and the City of Rancho Mirage, a municipal corporation, located in the County of Riverside, State of California hereinafter referred to as "City."
RECITALS
WHEREAS, Owner owns real property ("Property") having a common address of:
Peterson Road, in the City of Rancho Mirage, County of Riverside, State of California, having Assessor's Parcel Number(s) of 689-090-003, 689-130-004, -005, -013, -014, - 018 & 689-140-022, more specifically described in Exhibit "A" and depicted in Exhibit "B" both of which exhibits are attached hereto and incorporated herein by this reference; and
WHEREAS, the California Regional Water Quality Control Board — Colorado River Basin Region (CRWQCB-CRB), pursuant to Order No. R7-2008-001 issued to the City, along with the County of Riverside, the Coachella Valley Water District (CVWD), and the cities of Banning, Cathedral City, Coachella, Desert Hot Springs, Indian Wells, Indio, La Quinta, Palm Desert, and Palm Springs (collectively, "Co-Permittees"), a permit dated May 21, 2008 and identified as: Waste Discharge Requirements for Discharges from the Municipal Separate Storm Sewer System (MS4) within the Whitewater River Watershed Riverside County Flood Control and Water Conservation District, Owner/Operator County of Riverside, Owner/Operator, Coachella Valley Water District, Owner/Operator, and Incorporated Cities of Riverside County within the Whitewater River Basin, Owners/Operators, which also serves as the National Pollutant Discharge 1561
Elimination System (NPDES) Permit No. CAS617002 ("NPDES Permit"), pursuant to the Federal Clean Water Act; and
WHEREAS, the NPDES Permit provides that the City, as a co-permittee, must implement appropriate procedures to regulate the entry of pollutants and non -storm water discharges into the county storm water conveyance system; and WHEREAS, the NPDES requires the City adopt Best Management Practices ("BMP") pursuant to the NPDES Permit; and
WHEREAS, these BMP and other regulations are supplemented by the City's Storm Water Management and Discharge Control Ordinance codified as Chapter 7.03 of the Rancho Mirage Municipal Code; and
WHEREAS, when the City Council on Month? Date?, Year?, approved Owner's request for Development Agreement Case No. DAXXXXXX for development of a 20.05 acre proposed tract map residential project site (TTM 38971) is located on Peterson Road, in the City of Rancho Mirage, County of Riverside, California, the Owner was required to employ BMPs to minimize pollutants in urban runoff; and WHEREAS, Owner has chosen to install and/or implement BMPs as described in the Water Quality Management Plan, on file with the City, hereinafter referred to as "WQMP," to minimize pollutants in urban runoff and to minimize other adverse impacts of urban runoff; and
WHEREAS, the parties acknowledge that the WQMP on file with the City is incorporated herein by this reference; and
WHEREAS, said WQMP has been certified by the Owner, reviewed and approved by the City, and summarized by selected excerpts attached hereto and incorporated herein by this reference as Exhibit "C"; and WHEREAS, said BMPs, with installation and/or implementation on private property and draining only private property, are part of a private facility with all maintenance or replacement, therefore, the sole responsibility of the Owner in accordance with the terms of this Agreement; and
WHEREAS, the Owner is aware that periodic and continuous maintenance, including, but not necessarily limited to, filter material replacement and sediment removal, is required to assure peak performance of all BMPs in the WQMP and that, furthermore, such maintenance activity will require compliance with all Local, State, or Federal laws and regulations, including those pertaining to confined space and waste disposal methods, in effect at the time such maintenance occurs. 1562
COVENANT
NOW THEREFORE in consideration of the foregoing, it is mutually stipulated and agreed as follows:
1. Owner hereby provides the City or City's designee complete access, of any duration, to the BMPs and their immediate vicinity at any time, upon reasonable notice, or in the event of emergency, as determined by City's Director of Public Works ("Director") on advance notice, for the purpose of inspection, sampling, testing of the BMPs and in case of emergency, to undertake all necessary repairs or other preventative measures at Owner's expense as provided in paragraph 3 below. City shall make every effort at all times to minimize or avoid interference with Owner's use of the Property.
2. Owner shall use its best efforts diligently to maintain all BMPs in a manner assuring peak performance at all times. All reasonable precautions shall be exercised by Owner and Owner's representative or contractor in the removal and extraction of any material(s) from the BMPs and the ultimate disposal of the material(s) in a manner consistent with all relevant laws and regulations in effect at the time. As may be requested from time to time by the City, the Owner shall provide the City with documentation identifying the material(s) removed, the quantity, and disposal destination.
3. In the event Owner, or its successors or assigns, fails to accomplish the necessary maintenance contemplated by this Agreement, within five (5) days of being given written notice by the City, the City is hereby authorized to cause any maintenance necessary to be done and charge the entire cost and expense to the Owner or Owner's successors or assigns, including administrative costs, attorneys fees and interest thereon at the maximum rate authorized by the Civil Code from the date of the notice of expense until paid in full.
4. The City may require the Owner to post security in form and for a time period satisfactory to the City to guarantee the performance of the obligations stated herein. Should the Owner fail to perform the obligations under the Agreement, the City may, in the case of a cash bond, act for the Owner using the proceeds from it, or in the case of a surety bond, require the sureties to perform the obligations of the Agreement.
As an additional remedy, the Director may withdraw any previous Urban Runoff -related approval with respect to the property on which BMPs have been installed and/or implemented until such time as Owner repays to City its reasonable costs incurred in accordance with paragraph 3 above.
5. This Agreement and Covenant shall be recorded in the Office of the Recorder of Riverside County, California, at the expense of the Owner and shall constitute notice to all successors and assigns of the title to said Property of the obligation herein set forth, and also a lien in such amount as will fully reimburse the City, including interest as herein above set forth, subject to foreclosure in event of default in payment.
1563
6. In event of legal action occasioned by any default or action of the Owner, or its successors or assigns, the Owner and its successors or assigns agree(s) to pay all costs incurred by the City in enforcing the terms of this Agreement, including reasonable attorney's fees and costs, and that the same shall become a part of the lien against said Property.
7. It is the intent of the parties hereto that burdens and benefits herein undertaken shall constitute covenants that run with said Property and constitute a lien there against.
8. The obligations herein undertaken shall be binding upon the heirs, successors, executors, administrators and assigns of the parties hereto. The term "Owner" shall include not only the present Owner, but also its heirs, successors, executors, administrators, and assigns. Owner shall notify any successor to title of all or part of the Property about the existence of this Agreement and Covenant. Owner shall provide such notice prior to such successor obtaining an interest in all or part of the Property. Owner shall provide a copy of such notice to the City at the same time such notice is provided to the successor.
9. Time is of the essence in the performance of this Agreement and Covenant.
10. Any notice to a party required or called for in this Agreement and Covenant shall be served in person, or by deposit in the U.S. Mail, first class postage prepaid, to the address set forth below. Notice(s) shall be deemed effective upon receipt, or seventy-two (72) hours after deposit in the U.S. Mail, whichever is earlier. A party may change a notice address only by providing written notice thereof to the other party.
IF TO CITY: IF TO OWNER:
City of Rancho Mirage
69825 Highway 111
Rancho Mirage, CA 92270
Attn: Leland Cole, City Engineer
Ph. 760-770-3224
Konstantinos Patis
Horti Caesaris LLC
9401 Wilshire Blvd., 12th Floor
Beverly Hills, CA 90212-2928
Ph. 30(210)812-8242
[THE REMAINDER OF THIS PAGE LEFT INTENTIONALLY BLANK]
1564
IN WITNESS THEREOF, the parties hereto have affixed their signatures as of the date first written above.
CITY OF RANCHO MIRAGE OWNER
Name
Leland Cole, R.C.E. 47159
City Engineer Title
Title
ATTEST: Name
Title
Kristie Ramos, City Clerk
APPROVED AS TO FORM:
Steve Quintanilla, City Attorney
NOTARIES ON FOLLOWING PAGE
1565
EXHIBIT A
(Legal Description)
1566
EXHIBIT B
(Map/Illustration)
1567
EXHIBIT C
(Summary Excerpts from WQMP)
[TO BE ATTACHED]
LIST OF WQMP EXCERPTS INCLUDED IN EXHIBIT C
1. COVER SHEET SUMMARY PAGE (INCLUDES WQMP PREPARATION/REVISION DATE) (1 PAGE)
2. SITE PLAN (REDUCED COPY OF PLAN FROM FULL WQMP) (1 PAGE)
3. OWNER'S CERTIFICATION AND NOTARY ATTACHMENT (2 PAGES)
4. SECTION I: "PROJECT DESCRIPTION" AND "ADDITIONAL PERMITS/APPROVALS TABLE" (2 PAGES)
5. SECTION II: "SITE CHARACTERIZATION" AND "RECEIVING WATERS TABLE" (2 PAGES)
6. SECTION III: "POLLUTANTS OF CONCERN" SUMMARY TABLE (1 PAGE)
7. SECTION IV: "HYDROLOGIC CONDITIONS OF CONCERN" CHECKBOXES & TABLE (2 PAGES)
8. SECTION V: "BEST MANAGEMENT PRACTICES" CHECKBOXES, SUMMARY, & LIST OF APPLICABLE IMPROVEMENT PLANS ON FILE AT THE CITY (3 PAGES)
9. SECTION VI: "OPERATION AND MAINTENANCE RESPONSIBILITY FOR BMPS" SUMMARY (1 PAGE)
10. SECTION VII: "FUNDING" SUMMARY (1 PAGE)
11. SUMMARY LIST OF DOCUMENTS IN FULL WQMP APPENDICES, INCLUDING DATES (1 PAGE)
12. SUMMARY OF HYDROLOGY / HYDRAULIC STUDY (2 PAGES)
13. "PROJECT -SPECIFIC WQMP SUMMARY DATA FORM" (APP. I) (1 PAGE) 1568
Whitewater River Region WQMP
TTM 38971 -Rancho Mirage, CA
Appendix H
PHASE 1 ENVIRONMENTAL SITE ASSESSMENT - SUMMARY OF SITE
REMEDIATION CONDUCTED AND USE RESTRICTIONS
N/A
1569
Whitewater River Region WQMP
TTM 38971 -Rancho Mirage, CA
Appendix I
PROJECT -SPECIFIC WQMP SUMMARY DATA FORM
1570
Project -Specific WQMP Summary Data Form
Applicant Information
Name and Title
Konstantinos Patis, Owner
Company
Horti Caesaris LLC
Phone
30(210)812-8242
Email
[email protected]
Project Information
Project Name
(as shown on project application/project-specific WQMP) Tentative Tract Map 38971
Street Address
Peterson Road
Nearest Cross Streets
Mirage Cove Drive
Municipality
(City or Unincorporated County)
Rancho Mirage, CA
Zip Code
92270
Tract Number(s) and/or Assessor Parcel Number(s)
Tentative Tract Map 38971
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.
X
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)
20.1 Will the project replace more than 50% of the impervious surfaces on an existing developed site?
No
Project Area managed with LID/Site Design BMPs
(nearest 0.1 acre)
20.1 Are Treatment Control BMPs required?
No
Is the project subject to onsite retention by ordinance or policy?
Yes
Did the project meet the 100% LID/Site Design
Measurable Goal?
Yes
Name of the entity that will implement, operate, and
maintain the post -construction BMPs
Horti Caesaris LLC
Contact Name
Konstantinos Patis
Street or Mailing Address
9401 Wilshire Blvd., 12th Floor
City
Beverly Hills, CA
Zip Code
90212-2928
Phone
30(210)812-8242
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:
1571
Other Comments
1572
APPENDIX E
45090 Golf Center Parkway, Suite F, Indio, CA 92201 (760) 863-0713 Fax (760) 863-0847 6782 Stanton Avenue, Suite C, Buena Park, CA 90621 (714) 523-0952 Fax (714) 523-1369 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 www.Sladdenengineering.com
June 7, 2024
Konstantinos Patis
c/o Horti Caesaris ,LLC
9401 Wilshire Boulevard, 12th Floor
Beverly Hills, California 90212-2928
Project: Tract Map No. 68971
APN's 689-130-005, 014,017,018
APN's 689-090-003 & 689440-022
Peterson Road
Rancho Mirage, California
Subject: Geotechnical Update
Ref:
Project No. 544-22493
24-06-294
Geotechnical Investigation report prepared by Sladden Engineering dated October 19, 2010; Project No. 544-10159, Report No. 10-10-237
Geotechnical Update prepared by Sladden Engineering dated December 7, 2022; Project No. 544-22493, Report No. 22-12-717
In accordance with your request, we have reviewed the above referenced Geotechnical Investigation report and Geotechnical Update as they relate to the design and construction of the residences proposed for the properties identified as APN's 689-130-005, 014,017,018, 689-090-003 & 689-140-022 located on Peterson Road north of Mirage Cove Drive in the City of Rancho Mirage, California. It is our understanding that the proposed residential structures will be of relatively lightweight wood -frame or light gauge steel -frame construction and will be supported by conventional shallow spread footings and concrete slabs on grade.
The referenced reports include recommendations pertaining to the design and construction of residential structure foundations. Based upon our review of the referenced report, our previous experience on the project site and our understanding of the proposed construction, it is our opinion that the structural values and remedial grading recommendations included in this report remain applicable for the design and construction of the residential structures, except as amended herein.
The proposed residential buildings may be supported upon conventional shallow spread footings. Conventional shallow spread footings should be bottomed into properly compacted engineered fill soil a minimum of 12 inches below lowest adjacent grade. Continuous footings should be at least 12 inches wide and isolated pad footings should be at least 2 feet wide.
Continuous footings and isolated pad footings may be designed utilizing allowable bearing pressures of 1800 psf and 2000 psf, respectively. Allowable increases of 250 psf for each additional 1 foot of width and 250 psf for each additional 6 inches of depth may be utilized, if desired. The maximum allowable bearing pressure should be 2500 psf. The recommended allowable bearing pressures may be increased by one-third for wind and seismic loading. 1573
Sladden Engineering
June 7, 2024
-3- Project No. 544-22493
24-06-294
To provide firm and uniform foundation bearing conditions, the primary foundation bearing soil should be over -excavated and recompacted. Over -excavation should extend to a minimum depth of 5 feet below existing grade or 5 feet below the bottom of the footings, whichever is deeper. Once adequate removals have been verified, the exposed native soil should be moisture conditioned to near optimum moisture content and compacted to at least 90 percent relative compaction. The previously removed material may then be placed in thin lifts at near optimum moisture content and compacted to at least 90 percent relative compaction compacted engineered fill. Removals should extend at least 5 feet laterally beyond the footing limits.
We appreciate the opportunity to provide service to you on this project. If you have any questions regarding this letter or the referenced report, please contact the undersigned.
Respectfully submitted,
SLADDEN ENGIN INC
Brett L. Anderson
Principal Engineer
SER/cg
Copies:
pdf/ Addressee
Matthew J. Cohrt
Principal Geologist
Matthew J. Cohrt
No. 2634
CERTIFIED
ENGINEEIaI NIA
GEOLOGIST
Sladden Engineering
SITE -SPECIFIC GROUND MOTION ANALYSIS
(ASCE 7-16)
Project: PROPOSED RESIDENTIAL SUBDIVISIONS
Pro ject Number. 544-22493
Client: KONSTANTINO5 PAM
Site ta t/Long: 33.769O/-116 .4391
Controlling Se ismic Source: San Andreas Fault
REFERENCE NOTATION VALUE
Site Class C, 0, 0 default, or E D meas ured
Site Class D - Table 11.4-1 F, 1.0
Site Class D - 21. 3(iil F, 2.5
0.2• (Sor/Sos) To 0. 2015
Snd5ns Ts 1.027
Fundamental Period (12.8. 2] T Period
MIA Design Maps or Fig 22-14 Tt 8
Ilation 11,4-4 - 2/3'S,ut Sp1 1-0433
♦uation 11. 4-2 - F `S1 a 5,�, 1.5650
- F..ra s determined by Sectio n 21.3
Cr - At Pernds c =0. 2, Cr=C,
Cr - At Periods s=1.0, Cr=Ca1
CFL5 0.913
Cn1 0. 894
• Coda case d de sign value. See accompanying data for Site Spe cific Design values.
Slaidden Enginee ring
REFERENCE
F (Table 1L4-2)(Us ed for Gen eral Spectrum)
Design Maps
D esign Maps
Equation 11 .4-1- F,a`SS
Equati on 11 .4-3- 2/3'S,,ts
Design Maps
Table 11.8-1
Equation 11 .8-1- Fo,,,a'PGA
Section 21 .5 .3
Design Maps
Design heaps
RISK COEFFICIENT
NOTATION
Fr
51 SM3
Sos
PGA
FRGA
PGAu
8Q% of PGA
Cps
Ga,
VALUE
L7
1.524
0.526
6 .668
1 .1
0.588
0 .913
0.894
REFERE NCE
0 .2*(Sni/5,is)
San/So s
Equ ation 11.4-4-2/3'S,
Equation. 11.4-2- Fv 'S1
Cr - At Periods between 0 .2 and 1.0
use trendIime formula to complete
Mapped velum fro= http s; haiards.atcnuncil. oTP
nttpsJ/ vww.sersnaicmaks oral
NOTATI ON VAWE
T •ZlA•
T
5111 3kr
199
0C sena 111111V1i
Peri od Cr
0 .200 0.913
0,300 0 .911
0.400 0.90$
0500 0 .906
0.600 0 .904
0.680 0 .902
1.000 0 .694
PROBABILISTIC SPECTRA'
2% in 50 year Exceedence
01 0)
Sladden Engineering
Period
UGHM
RTGMi
Max Directional
Scale Factor'
Pr obabilistic
MICE
0 .010
0.844
0.816
3.19 0 .971
0.100
1.418
1 .392
1.19 1.656
0 .200
1.868
1.853
1.20 2.224
0.300
2 .145
2.050
1.22 2.501
0.500
2.123
1.967
1 .23
2.419
0.750
1.750
1.606
1.24 1.991
1.000
1.497
1.346
1.24 1.669
2.000
0.867
0 .770 .
1.24 0 .955
3. 000
0.597
0 ,527
1.25 0.659
4. 000
0.441
0 .386
1.25 0.483
5. 000
J. 337
0.297
•_ _5
=^ .374
Probabilistic PGA: 0.844
Is Probsbillsticsatm.dd_2F,? NO
Project No: 544-22493
1 Data Sources:
httos:l/earthquake_uses.c;ov/hazards/Interactive/
httos: //earth qu ake_uses.eo v/desi gnmaosirtEm/
2 Shahi-Baker R ot D100/RotD50 Factors (2014)
3. 00
150
2.00 1 50
1 00
DSO
0. 00
0.000
If
'
t
-i-
PROBABILISTIC MCER '
I -7
I
SPECTRAL RESPONSE ACCELER ATI ONS
I
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lli
1 000
rind (sea s)
3.000
4. 000
5.000
UGFIM
RTHM
Probabilistic MCER
DETERM fNISTIC SPECTRUM
l argest Amplitudes of Gr ound M otio ns C onsidering All Sources Calc ulated using Weighted Mean of Attenuatio n Equ ations) Controlling So urce: Sa n Andreas Fault
01 S iadden Eng ineer ing
Is Probabili stic Sap ,,1 =F, ,'0 .5? YES
itomerst 2 GMPE worksheet and
Uniform Calif ornia Earthquake Rupture
Forecast, V er sion 3 NCER.t3M - Time
Depe ndent M odel
'Nimbi -Baker Rist010l1fR.otiD50 Fact ors
120141
r
2.50 2.00
950
0. 00
MCER
-DETERMINIIfC
I ii
III "
RESP 711E
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li
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- -
IIIf.I
111 1
r
0.000
1.000'
2. 000 5. 000
Period (seconds)
4000
5.000
Deterministic
MCER
SITE SPECIFIC SPECTRA
Period
Probabilistic
MCE
Deterministic
MCE
Site -Specific
MCE
Design Response
Spectrum (Sa)
0.01.0 0.971
0.815
0.815
J 443
0.100
1.656
1.252
1.252
0.835
0.200
2.224
1.743
1 .743
1.162
0. 300
2.501
1 .976
1.976
1.318
0.500
2.419
L947
1.947
1 .298
0. 750
1.991
1.591
1 .591
1.061
1.000
1.669
1,338
1.338
0.892
2. 000
0.955
0.738
0.738
0.492
3. 000
0.659
0.512
0 .512
0.341
4.000
0.483
0.361
0.361
0.241
5.000
0.374
0.271
0.271
0.181
SO S:
SD1:
SPAS:
Site Specific PQArn :
Site Class:
ASCE 7-16: Section 21.4
Site Specific
Calculated Design
Value Value
1.186
1.024
1. 779
1. 536
0. 685
Seismic Design Catego ry - Short*
Se ismic Design Catego ry - 15*
Risk Categories !, II, or III
Sladden Engineering
1.186
1. 024
1.779
1. 536
0. 685
0 me asured
D
0 Period
ASCE 7 SECTION 21 .3
General Spectrum
80% General
R esponse Spectrum
0.005
0 .421
J3 7
0 .010
0 .436
0.349
0.020
0 .466
0.373
0 .030
0 .495
0 .396
0.050
0.555
0.444
0 .060
0.584
0.468
0 .075
0.629
0.503
0.090 '
0.674
0.539
0,1.00
0 .703
0 .563
0.110
0 .733
0 .586
0 .120
0.763
0.610
0.136
0.810
0.648
0.150
0.852
0.681
0.160
0.881
0.705
0.170
0 .911
0.729
0 .180
0 .941
0.753
0 .200
1 .000
0.800
0.250
1 .016
0.813
0.300
1.016
0.813
0.400
1 .016
0.813
0 .500
1 .016
0.813
0 .600
1 .016
0 .813
0.640
1 .016
0 .813
0.750
1.016
0.813
0.850
1.016
0.813
0.900
1.016
0 .813
0 .930
1.016
0 .813
1 .000
1.016
0.813
1.500
0 .696
0 .556
2.000
0 .522
0.417
3.000
0 .348
0.278
4.000
0 .261
0.209
5.000
0.209
0.167
Pr oject No: 544-22493
3.00 2.50
2.00 1. 00
0.50 0. 00
RESPONSE
ACCELERATIONS
I I
I
I
� II
SPECTRA
1 1
I
I
I
,_
II
I
i
,
,
--f
,
.
1 ---.ice
L
,I
0.000 1. 000 2. 000 3.000
Period (seconds)
4. 000
5.000
—IN— Probabilistic NICE
--E— Deterministic NICE
—A— Site -Specific NICE
--IV Design Response Spe ctrum
—�E—ASCE 7 Section 21.3 General Spectrum
80 % General Respo nse Spectrum
SHEET I OF 3
PRELIMINARY
LEG AL DESCRIPTION
w ME LOUHiv Oi RZtaEE sraVOVGLIFaPNID. ANr IS DmE5Ca1BE0 / SEOLIl IIPeG, THECU111HEIST OUAR TFR Of OFESORTHUST DWRTER Of THE SDIRH WESi O A AIEP THE NARMWES DUARTFA ECTION Z, TOWNSHIP 5 SOIRN, MNGE S
BAS E
AND MERISAN DAN, ACCORDING TO THE OFFIC. PUT THEREOF.
EXCEPTING
E m5�TIIS N en SDAA10@UN0, OM 1RESERl0D IN16. OF COAL, 0,PATENTFROCAS.
THE STATE OF MID MINERAL
GUiOSNN ,
BOOKnaEOP. A°G EE 398 of v,ATTFMs, RECORDS OF RIVERSIDE COUNTY, . UFORNt a (APN Bee -130-014)
PARTE°NDRTH F oESEMNUx ivWNN ER aF�E sOUTUMSa Ou +RT[R
DWMrn Iv FIST,
SAID METE MERIDIAN.
eA 5[
(APN 586-130-010: ARE 009-130-DIB)
PARCEL 3:
cn IPVEZOXTCgtOlIr TO s0 xHRwNDE 5 s N
'THC WESTC DA4 uNE OF THE CWOHEEU VA° ,, STORM LATIO
IRO N Gee -130 -001)
PARCEL 3A,
;"5 E.7'DT SOUTXHHALF FOF THE1COADH PHALFCOF iHEF50uO t.ro AnTER OF v£aR1EP FTE E WESTERLY 150 ELT OF THE
NORTHW EST NA ou HERSOUTH WEST
QUART ER OF E
UUJTEV i E NO ImI WA 1E
R,AN EASTER15 THE SO EAST a
°° Ot VARIER OF
OW5TERO F THE SO RATER 001 n 2,
TOW NS', 5 SOUTH, aA NCE 5 UST. S AN BERN AR DINO BASE AN O MERIDIAN.
R M ExT °sum�v°TNRn o�.
SOUTHEAS T QUARTER OF Dm ROE SECTION . TNOR III H ALF OF TH E NORTH MA LF DUA RTER OYN'"SHIP 5 eEP olflµiftEnILNAN At`AILOERONG is TH€DOUG CARL P LA T 'THEREOF. DESCRIBED As THENCEBEGINNING , A POINT 247.50 FEET SOU TH OF THE NO RTHWES T CORNER OF THE SOUTHUST OUARTER Or THE N ORTHWEST OUARTER Dr SECTION 2. TOVISKP 5.
EI"E"`EAROINO NXIAN, ACCOR DING TO T HE OFFIG. PUT TH EREOF, i x CORNER OFE SOUTH HALF
TIT E oU TMnG51 QUARTER OF LITHE ORT.EST QUARTER OF SAID SECTION Z TH ENCE EASTERLY AND PARALLEL Well THE NORTH LNE OF THE Wfsf OL RIE'R °T DA RTER CANA L 2 TO THE WESTERLY BOUNDARY LINE OF THE
STORMA LLEY THENCE NORHWEST RLY ON THE WESTERLY
LLAA OF
THE nNORTHEBO UNMM LINE THE 70 A
QUARTER OFYTHE FEET SOUTH
°F
QUART ER OF
USTERLY LINE OF THE NO RTHWEST
QUARTER SECTON 2.
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GEOTECHNICAL INVESTIGATION
PROPOSED RESIDENTIAL DEVELOPMENT
PETERSON ROAD - 20 ACRES
RANCHO MIRAGE, CALIFORNIA
-Prepared By-
Sladden Engineering
45090 Golf Center Parkway, Suite F
Indio, California 92201
(760) 772-3893
1583
Sledden Engineering
Sladden Engineering
45090 Golf Center Parkway, Suite F, Indio, California 92201 (760) 983-0713 Fax (760) 683-0847 6782 Stanton Avenue, Suite A, Buena Park, CA 90621 (714) 523-0952 Fax (714) 523-1369 450 Egan Avenue, Beaumont, CA 92223 (951) 645-7743 Fax (951) 645-6663 800 E. Florida Avenue, Hemet, CA 92543 (951) 766-8777 Fax (951) 766-8778 October 19, 2010 Project No. 544-10159
10-10-237
IMH Special Asset NT 100, LLC
4900 North Scottsdale Blvd, Suite 5000
Scottsdale, Arizona 85251
Project: Proposed Residential Subdivision
Peterson Road - 20 Acres
Rancho Mirage, California
Subject: Geotechnical Investigation
Sladden Engineering is pleased to present the results of our geotechnical investigation for the proposed residential subdivision to be constructed adjacent to Peterson Road and north of Mirage Cove Drive in the City of Rancho Mirage, California. Our services were completed in accordance with our proposal for geotechnical engineering services dated August 31, 2010 and your authorization to proceed with the work. The purpose of our investigation was to explore the subsurface conditions at the site in order to provide recommendations for Foundation design and site preparation. Evaluation of environmental issues and hazardous wastes was not included within the scope of services provided.
The opinions, recommendations and design criteria presented in this report are based on our field exploration program, laboratory testing and engineering analyses. Based on the results of our investigation, it is our professional opinion that the proposed project is feasible provided the recommendations presented in this report are implemented in the design and carried out through construction, -
We appreciate the opportunity to provide service to you on this project. If you have any questions regarding this report, please contact the undersigned.
Respectfully submitted,
SLADDEN ENGINEERING
atthew J. Cohrt
Project Geologist
SER/mc
Copies: 6/Addressee
Brett L. Anderso
Principal Engineer
1584
Sladden Engineering
GEOTECHNICAL INVESTIGATION
PROPOSED RESIDENTIAL DEVELOPMENT
PETERSON ROAD - 20 ACRES
RANCHO MIRAGE, CALIFORNIA
October 19, 2010
TABLE OF CONTENTS
INTRODUCTION 1
PROJECT DESCRIPTION 1
SCOPE OF SERVICES 2
SITE CONDITIONS 2
GEOLOGIC SETTING 3
SUBSURFACE CONDITIONS 3
SEISMICITY AND FAULTING 4
CBC DESIGN PARAMETERS 5
GEOLOGIC HAZARDS 5
CONCLUSIONS 7
EARTHWORK AND GRADING 8
Stripping 8
Preparation of Building Areas 8
Compaction 8
Shrinkage and Subsidence 9
FOUNDATIONS SPREAD FOOTINGS 9
SLABS -ON -GRADE 10
SOLUBLE SULFATES 10
UTILITY TRENCH BACKFILL 11
EXTERIOR CONCRETE FLATWORK 11
DRAINAGE 11
LIMITATIONS 11
ADDITIONAL SERVICES 12
REFERENCES 13
FIGURES - Site Location Map
Regional Geologic Map
Borehole Location Plan
APPENDIX A - Field Exploration
APPENDIX B- Laboratory Testing
1585
Sladden Engineering
October 19, 2010
- 1 - Project No. 544-10159
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INTRODUCTION
This report presents the results of the geotechnical investigation performed by Sladden Engineering (Sladden) for the proposed future residential development to be located adjacent to Peterson Road and north of Mirage Cove Drive in the City of Rancho Mirage, California, The site consists of seven (7) parcels that are located on the NW 1/ of Section 2, Township 5 South, Range 5 East (SBBM) at approximately 33,76919° north latitude and 116.43917 west longitude. The approximate location of the site is indicated on the Site Location Map (Figure 1).
Our investigation was conducted in order to evaluate the engineering properties of the subsurface materials, to evaluate their in -situ characteristics, and to provide engineering recommendations and design criteria for site preparation, foundation design and the design of various site improvements. This study also includes a review of published and unpublished geotechnical and geological literature regarding seismicity at and near the subject site,
PROJECT DESCRIPTION
Based on our preliminary conversations, it is our understanding that future construction at the site will consist of constructing a new residential subdivision. Sladden anticipates that the proposed project will also include new concrete flatwork, paved roads and various other associated site improvements. For our analyses we expect that the future residences will consist of relatively lightweight one-story or two-story, wood -Frame structures supported on conventional shallow spread footings and concrete slabs -on -grade.
Grading plans and finished floor elevation were not available at the time of this report. However, based on the relatively level nature of the site, Sladden expects that grading will be limited to minor cuts and fills in order to accomplish the desired pad elevations and provide adequate gradients for site drainage.
This does not include the removal and recompaction of foundation bearing soil within the building envelope. Upon completion of precise grading plans, Sladden should be retained in order to ensure that the recommendations presented within in this report are incorporated into the design of the proposed project.
Structural foundation loads were not available at the time of this report. Based on our experience with relatively lightweight structures, we expect that isolated column loads will be less than 20 kips and continuous wall loads will be less than 2.0 kips per linear foot. If these assumed loads vary significantly from the actual loads, we should be consulted to verify the applicability of the recommendations provided.
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SCOPE OF SERVICES
The purpose of our investigation was to determine specific engineering characteristics of the surface and near surface soil in order to develop foundation design criteria and recommendations for site preparation. Exploration of the site was achieved by drilling ten (10) exploratory boreholes to depths between approximately 21,5 and 51,5 feet below (existing) ground surface (bgs). Specifically, our site characterization consisted of the following tasks;
• Site reconnaissance to assess the existing surface conditions on and adjacent to the site. • Advancing ten (10) exploratory boreholes to depths between approximately 21.5 and 51.5 feet bgs in order to characterize the subsurface soil conditions, Representative samples of the soil were classified in the field and retained for laboratory testing and engineering analyses. • Performing laboratory testing on selected samples to evaluate their engineering characteristics. • Reviewing geologic literature and discussing geologic hazards. • Performing engineering analyses to develop recommendations for foundation design and site preparation,
• The preparation of this report summarizing our work at the site,
SITE CONDITIONS
The subject site is located on east and west of Peterson Road and north of Mirage Cove Drive in the City of Rancho Mirage. The site consists of seven (7) undeveloped parcels that occupy a combined area of approximately 20 acres, The site is located in an area of custom residential homes and is generally bounded by residential structures to the immediate west, Mirage Cove Drive to the south, residential properties t❑ the east and the Whitewater River Channel to the immediate north. At the time of our - - investigation, the site had been cleared of vegetative -cover -and structures.
Based on our review of the United States Geological Survey (USGS) 7.5' Cathedral City Quadrangle map (1981) and Riverside County Land Information System (RCLIS, 2010), the site is situated at an approximate elevation of 260 feet above mean sea level (AMSL).
No natural ponding of water or surface seeps were observed at or near the site during our investigation conducted on September 29, 2010. Site drainage appears to be controlled via sheet flow and surface infiltration. Regional drainage is provided by the Whitewater River that is located to the immediate north of the site,
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GEOLOGIC SETTING
The project site is located within the Colorado Desert Physiographic Province (also referred to as the Salton Trough) that is characterized as a northwest southeast trending structural depression extending From the Gulf of California to the Banning Pass. The Salton Trough is dominated by several northwest trending faults, most notably the San Andreas Fault system. The Salton Trough is bounded by the Santa Rosa — San Jacinto Mountains on the southwest, the San Bernardino Mountains on the north, the Little San Bernardino - Chocolate — Orocopia Mountains on the east, and extends through the imperial Valley into the Gulf of California on the south.
A relatively thick sequence (20,000 feet) of sediment have been deposited in the Coachella Valley portion of the Salton Trough from Miocene to present times, These sediments are predominately terrestrial in nature with some lacustrian (lake) and minor marine deposits. The major contributor of these sediments has been the Colorado River. The mountains surrounding the Coachella Valley are composed primarily of Precambrian metamorphic and Mesozoic "granitic" rock.
The Salton Trough is an internally draining area with no readily available outlet to Gulf of California and with portions well below sea level (-253' msl). The region is intermittently blocked from the Gulf of California by the damming effects of the Colorado River delta (current elevation+30'msl). Between about 300AD and 1600 AD (to 1700 ?) the Salton Trough has been inundated by the River's water, forming ancient Lake Cahuilla (max. elevation +58' msl). Since that time the floor of the Trough has been repeatedly flooded with other "fresh" water lakes (1849, 1861, and 1$91.), the most recent and historically long lived being the current Salton Sea (1905). The sole outlet for these waters is evaporation, leaving behind vast amounts of terrestrial sediment materials and evaporite minerals.
The site has been mapped by Rogers (1%5) to be immediately underlain by undifferentiated Quaternary - age alluvium and sand (Qa1-Qs), The regional geologic setting for the site vicinity is presented on the Regional Geologic Map (Figure 2),
SUBSURFACE CONDITIONS
The subsurface conditions at the site were investigated by drilling ten (10) exploratory boreholes to depths between approximately 21.5 and 51.5 feet bgs. The approximate locations of the boreholes are illustrated on the Borehole Location Plan (Figure 3). The boreholes were advanced using a truck -mounted Mobile B-61 drill rig equipped with 8 -inch outside diameter, (O.f].) hollow stem augers, A representative of Sladden was on -site to log the materials encountered and retrieve samples for laboratory testing and engineering analysis.
During our field investigation, a thin mantle of artificial fill soil on the order of five (5) feet bgs was encountered directly overlying alluvium consisting of silty sand, sand and silt, Detailed descriptions of the subsurface materials encountered are included in Appendix A of this report.
Groundwater was not encountered during our field investigation. Based on our field investigation and previous experience in the project vicinity, it is our opinion that groundwater should not be a factor during the construction of the proposed project,
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SEISMICITY AND FAULTING
The southwestern United States is a tectonically active and structurally complex region, dominated by northwest trending dextral faults. The faults of the region are often part of complex fault systems, composed of numerous subparallel faults which splay or step from main fault traces. Strong seismic shaking could be produced by any of these faults during the design life of the proposed project.
We consider the most significant geologic hazard to the project to be the potential for moderate to strong seismic shaking that is likely to occur during the design life of the project. The proposed project is located in the highly seismic Southern California region within the influence of several fault systems that are considered to be active or potentially active. An active fault is defined by the State of California as a "sufficiently active and well defined fault" that has exhibited surface displacement within the Holocene epoch (about the last 11,000 years). A potentially active fault is defined by the State as a fault with a history of movement within Pleistocene time (between 11,000 and 1.6 million years ago).
As previously stated, the site has been subjected to strong seismic shaking related to active faults that traverse through the region. Some of the more significant seismic events near the subject site within recent times include: M6.0 North Palm Springs (1986), M6.1 Joshua Tree (1992), M7.3 Landers (1992), M6.2 Big Bear (1992) and M7.1 Hector Mine (1999).
Table 1 lists the closest known potentially active faults that was generated in part using the EQFAULT computer program (Blake, 2000), as modified using the fault parameters from The Revised 2002 California Probabilistic Seismic Hazard Maps (Cao et al, 2003). This table does not identify the probability of reactivation or the on -site effects from earthquakes occurring on any of the other faults in the region.
TABLE 1
CLOSEST KNOWN ACTIVE FAULTS
Fault Name
Distance
(Km)
Maximum
Event
San Andreas - Coachella --
12.2 7.2
San Andreas - Southern
12.2 7.2
San Andreas - San Bernardino
1.7.6 7,5
Burnt Mountain
20.4 6.5
Eureka Peak
24.1 6.4
San Jacinto - Anza
30.7 7.2
San Jacinto - Coyote Creek
35.3 6.8
Pinto Mountain
36,3
7,2
Sladden Engineering
October 19, 2010
- 5 - Project No. 544-10159
1.0-10-237
2007 CBC SEISMIC DESIGN PARAMETERS
Sladden has reviewed the 2007 California Building Code (CBC) and summarized the current seismic design parameters for the proposed residential structures. The seismic design category fora structure may be determined in accordance with Section 1613 of the 2007 CBC or ASCE7. According to the 2007 CBC, Site Class D may be used to estimate design seismic loading for the proposed structure. The period of the structures should be less than 1/2 second, This assumption should be verified by the project structural engineer. The 2007 CBC Seismic Design Parameters are summarized below, Occupancy Category (Table 1604,5): II
Site Class (Table 1613.5.5): D
Ss (Figure 1613.5.1): 1.500g
Si (Figure 1613,5,1): 0.600g
Fa (Table 1613.5.3(1)):1.0
Fv (Table 1613.5.3(2)): 1.5
Sms (Equation 16-37 {Fa X Ss}): 1.500g
Smi (Equation 1.6-38 {Fv X Si}): 0.900g
SDS (Equation 16-39 {2/3 X Sm5}): 1.000g
SDI (Equation 16-40 (2/3 X Smi{): 0.600g
Seismic Design Category: D
GEOLOGIC HAZARDS
The subject site is located in an active seismic zone and will likely experience strong seismic shaking during the design life of the proposed project. In general, the intensity of ground shaking will depend on several factors including: the distance to the earthquake focus, the earthquake magnitude, the response characteristics of the underlying materials, and the quality and type of construction. Geologic hazards and their relationship to the site are discussed below.
I. Surface Ruptire. Surface rupture is expected to occur along preexisting, known active fault traces. However, surface rupture could potentially splay or step from known active faults or rupture along unidentified traces. Based on our review of Rogers (1965), Jennings (1994), Hart and Bryant (1997), and RUTS (2010), no known faults are currently mapped on or projecting towards the site. In addition, no signs of active surface faulting were observed during our review of non -stereo digitized photographs of the site and site vicinity (Google, 2010; Terra Server 2002), Finally, no signs of active surface fault rupture or secondary seismic effects (lateral spreading, lurching etc.) were identified on -site during our field investigation. Therefore, it is our opinion that risks associated with primary surface ground rupture should be considered "low",
IL.Ground Shaking. The site has been subjected to past ground shaking by faults that traverse through the region. Strong seismic shaking from nearby active faults is expected to produce strong seismic shaking during the design life of the proposed project. A probabilistic approach was employed to estimate the peak ground acceleration (amax) that could be experienced at the site, Based on the USGS Probabilistic T-iazard Curves (USGS, 2009) the site could be subjected to ground motions on the order of 0.4957g. The peak ground acceleration at the site is judged to have a 475 year return period and a 10 percent chance of exceedence in 50 years.
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III. Liquefaction. Liquefaction is the process in which loose, saturated granular soil loses strength as a result of cyclic loading. The strength loss is a result of a decrease in granular sand volume and a positive increase in pore pressures. Generally, liquefaction can occur if all of the following conditions apply; liquefaction -susceptible soil, groundwater within a depth of 50 feet or less, and strong seismic shaking,
According to the County of Riverside, the site is situated within a "Moderate" liquefaction potential zone (RCLIS, 2010). Based on our review of groundwater maps of the site vicinity (>50 feet bgs; Tyley, 1975), risks associated with liquefaction and liquefaction related hazards should be considered negligible.
IV. Tsunamis and Seiches. Because the site is situated at an inland location, and is not immediately adjacent to any impounded bodies of water, risk associated with tsunamis and seiches is considered negligible.
V. Slope Failure, Landsliding, Rock Falls. The project site is located on relatively flat ground and not immediately adjacent to any hillsides. Accordingly, risks associated with slope instability is considered "low",
VI. Expansive Soil. Generally, the site soil consists of interbedded silty sand (SM), sand (SP) and silt (ML). Based on the results of our laboratory testing (EI=O), the materials underlying the site are considered to have a "very low" expansive potential and the risk of structural damage caused by volumetric changes in the subgrade soil is considered "negligible".
VII. Settlement. Settlement resulting from the anticipated foundation loads should be tolerable provided that the recommendations included in this report are considered in foundation design and construction. The estimated ultimate settlement is calculated to be less that approximately one inch when using the recommended bearing values. As a practical matter, differential settlement between footings can be assumed as one-half of the total settlement.
VIII. Subsidence. The site situated within a "Susceptible" subsidence zone (RCLIS, 2010). Land subsidence can occur in valleys where aquifer systems have been subjected to extensive groundwater pumping, such that groundwater pumping exceeds groundwater recharge.
Generally, pore water reduction can result in a rearrangement of skeletal grains and could result in elastic (recoverable) or inelastic (unrecoverable) deformation of an aquifer system.
Recent published literature indicates that the Upper Coachella Valley region between 1996 and 2005 has been subjected to groundwater withdrawal related subsidence (USGS, 2007).
Although recent investigations have documented limited subsidence within the Rancho Mirage area (LJSCS, 2007), no fissures or other surficial evidence of subsidence were observed at the subject site, With the exception of isolated tension zones typically manifested on the ground surface as fissures and/or ground cracks, subsidence related to groundwater depletion is generally areal in nature with very little differential settlement over short distances such as across individual buildings, 1591
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10-10-237
The Coachella Valley Water District has publically acknowledged regional subsidence throughout the southern portion of the Coachella Valley and has indicated a commitment to groundwater replenishment programs that are intended to limit future subsidence. At this time, subsidence is considered a regional problem requiring region& mitigation not specific to the project vicinity.
Locally, no fissures or other surficial evidence of subsidence were observed at or near the subject site. Although the site specific effects resulting from long term regional subsidence is beyond the scope of our investigation the location of the site suggests that the potential for subsidence is negligible.
IX. Debris Flows. Debris flows are viscous flows consisting of poorly sorted mixtures of sediment and water and are generally initiated on slopes steeper than approximately six horizontal to one vertical (6H:1V)(Boggs, 2001). Based on the relatively flat nature of the site, risks associated with debris flows should be considered "low".
X. Flooding and_Erasian. No signs of flooding or erosion were observed during our field investigation. Accordingly, risks associated with flooding and erosion should be considered "low".
CONCLUSIONS
Based on the results of our investigation, it is our professional opinion that the project is feasible from a soil mechanic's standpoint provided the recommendations of this report are incorporated inthe design and carried out through construction. The main geotechnical concern in the construction of the proposed project is the presence of potentially compressible artificial fill and native soil near the surface.
The surface soil on the site is considered loose, potentially compressible and not suitable for support of shallow foundations or concrete slabs in its existing condition. Because of the somewhat loose and potentially compressible condition of the near surface soil, remedial grading including overexcavation _and recompaction is recommended For the proposed building and foundation areas. We recommend that remedial grading within the proposed building area include overexcavation and recompaction of the foundation bearing soil. Specific recommendations for site preparation are presented in the Earthwork and Grading section of this report.
Caving did occur to varying degrees within each of our exploratory bores and the surface soil may be susceptible to caving within deeper excavations. All excavations should be constructed in accordance with the normal Ca1OSHA excavation criteria. On the basis of our observations of the materials encountered, we anticipate that the subsoil will conform to that described by CalOST-TA as Type 13 or C.
Soil conditions should be verified in the field by a "Competent person" employed by the Contractor.
The following recommendations present more detailed design criteria that have been developed on the basis of our field and laboratory investigation.
1592
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October 19, 2010
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EARTHWORK AND GRADING
All earthwork including excavation, backfill and preparation of the subgrade soil should be performed in accordance with the geotechnical recommendations presented in this report and portions of the local regulatory requirements, as applicable, All earthwork should be performed under the observation and testing of a qualified soil engineer. The following geotechnical engineering recommendations for the proposed project are based on observations from the field investigation program, laboratory testing and geotechnical engineering analysis.
a. Stripping, Due to the reported presence of previous structures and improvements on portions of the site, proper clearing will be important. Areas to be graded should be cleared of any existing structures, vegetation, associated root systems, and debris. All areas scheduled to receive fill should be cleared of old fills and any irreducible matter. The strippings should be removed off site, or stockpiled for later use in landscape areas. Voids left by obstructions should be properly backfilled in accordance with the compaction recommendations of this report, b. Preparation of the Building Areas. In order to achieve firm and uniform bearing conditions, we recommend overexcavation and recompaction throughout the building areas. Near surface soil should be removed to a depth of at least 5 feet below existing grade or 5 feet below the bottom of the footings, whichever is deeper. Remedial grading should extend laterally, a minimum of five feet beyond the building perimeter. The exposed surface should then be scarified, moisture conditioned to within two percent of optimum moisture content, and compacted to at least 90 percent relative compaction. Testing of the native soil within the excavation bottoms should be performed during grading to verify adequacy.
c. Compaction. Soil to be used as engineered fill should be free of organic material, debris, and other deleterious substances, and should not contain irreducible matter greater than three inches in maximum dimension. All fill materials should be placed in thin lifts, not exceeding six inches in their loose state. If import fill is required, the material should be of a low to non -expansive nature and should meet the following criteria.
Plastic Index
Liquid Limit
Percent Soil Passing #200 Sieve
Maximum Aggregate Size
Less than 12
Less than 35
Between 15% and 35%
3 inches
The subgrade and all fills should be compacted with acceptable compaction equipment, to at least 90 percent relative compaction. The bottom of the exposed subgrade should be observed by a representative of Sladden Engineering prior to fill placement. Compaction testing should be performed on all lifts in order to ensure proper placement of the fill materials. Table 2 provides a summary of the excavation and compaction recommendations. 1593
Wadden Engineering
October 19, 2010
-9-
Table 2
SUMMARY OF RECOMMENDATIONS
Project No. 544-10159
10-10-237
*Remedial Grading
Excavation and recompaction within the building
envelope and extending laterally for 5 feet beyond
the building limits and to a minimum of 5 feet
below existing grade or 5 feet below the bottom of
the footings, whichever is deeper.
Native / Import Engineered FiII
Place in thin lifts not exceeding 6 inches in the loose state, compact to a minimum of 90 percent relative
compaction within 2 percent of the optimum
moisture content.
Driveway and Flatwork
Compact the top 12 inches to at least 95 percent
compaction within 2 percent of optimum moisture
content.
*Actual depth may vary and should be determined by a representative of Sladden Engineering in the field during construction.
d. Shrinkage and Subsidence. Volumetric shrinkage of the material that is excavated and replaced as controlled compacted fill should be anticipated. We estimate that this shrinkage could vary from 15 to 20 percent, Subsidence of the surfaces that are scarified and compacted should be between 1 and 3 tenths of a foot. 'Ibis will vary depending upon the type of equipment used, the moisture content of the soil at the time of grading and the actual degree of compaction attained.
FOUNDATION: CONVENTIONAL SPREAD FOOTINGS
Load bearing walls may be supported on continuous spread footings and interior columns may be supported on isolated pad footings. All footings should be founded upon properly engineered fill and should have a minimum embedment depth of 12 inches measured from the lowest adjacent finished grade. Continuous and isolated footings should have a minimum width of 12 inches and 24 inches respectively. Continuous and .isolated footings placed on such materials may be designed using an allowable (net) bearing pressures of 1800 and 2000 pounds per square foot (psf), respectively, Allowable increases of 250 psf for each additional 1 foot in width and 250 psf for each additional 6 inches in depth may be utilized, if desired. The maximum allowable bearing pressure should be 2,500 psf. The allowable bearing pressure applies to combined dead and sustained live loads.
The allowable bearing pressure may be increased by one-third when considering transient live loads, including seismic and wind forces. All footings should be reinforced in accordance with the project structural engineer's recommendations.
Based on the allowable bearing pressures recommended above, total settlement of the shallow footings are anticipated to be less than one -inch, provided foundation preparations conform to the recommendations described in this report. Differential settlement is anticipated to be less than one half the total settlement for similarly loaded footings spaced up to approximately 40 feet apart. 1594
Sladden Engineering
October 19, 2010
- 10 - Project No. 544-10159
10-1A-237
Lateral load resistance for the spread footings will be developed by passive soil pressure against the sides of the footings below grade and by friction acting at the base of the concrete footings bearing on compacted fill. An allowable passive pressure of 300 psf per foot of depth may be used for design purposes. An allowable coefficient of friction 0.45 may be used for dead and sustained live loads to compute the frictional resistance of the footing placed directly on compacted fill. Under seismic and wind loading conditions, the passive pressure and frictional resistance may be increased by one-third.
All footing excavations should be observed by a representative of the project geotechnical consultant to verify adequate embedment depths prior to placement of forms, steel reinforcement or concrete. The excavations should be trimmed neat, level and square. All loose, disturbed, sloughed or moisture - softened soils and/or any construction debris should be removed prior to concrete placement. Excavated soil generated from footing and/or utility trenches should not be stockpiled within the building envelope or in areas of exterior concrete flatwork.
SLABS -ON -GRADE
In order to reduce the risk of cracking and settlement, concrete slabs -on -grade must be placed on properly compacted fill as outlined in the previous sections. The slab subgrades should remain near optimum moisture content and should not be permitted to dry. Prior to concrete pour, all slab subgrades should be firm and unyielding. Disturbed soils should be removed and then replaced and compacted to a minimum of 90 percent relative compaction.
We recommend a minimum slab thickness of 4.0 inches. Slab thickness and reinforcement should be determined by the structural engineer. All slab reinforcement should be supported on concrete chairs to ensure that reinforcement is placed at slab mid -height.
Slabs with moisture sensitive surfaces should be underlain with a moisture vapor retarder consisting of a polyvinyl chloride membrane such as 10 -mil Visqueen, or equivalent. All laps within the membrane should be sealed and at least 2 inches of clean sand should be placed over the membrane to prevent damage and to promote uniform curing of -the concrete. To reduce the potential for punctures, the — membrane should be placed on a pad surface that has been graded smooth without any sharp protrusions. If a smooth surface can not be achieved by grading, consideration should be given to placing a 1 -inch thick leveling course of sand across the pad surface prior to placement of the membrane.
SOLUBLE SULFATES
Soluble sulfate concentrations were determined to be "negligible" (less that 1,000 ppm) based upon our laboratory testing. Based upon our preliminary testing the use of Type V and/or sulfate resistant mix design should not be necessary. The soluble sulfate content of the surface soil should be reevaluated after grading and appropriate concrete mix designs should be established based upon post -grading test results.
1595
Madden Engineering
October 19, 2010
- 11- Project No. 544-10159
10-10-237
UTILITY TRENCH BACKFILL
All utility trench backfill should be compacted to a minimum relative compaction of 90 percent. Trench backfill materials should be placed in lifts no greater than six inches in their loose state, moisture conditioned (or air-dried) as necessary to achieve near optimum moisture conditions, and then mechanically compacted in place to a minimum relative compaction of 90 percent. A representative of the project soil engineer should test the backfill to verify adequate compaction.
EXTERIOR CONCRETE FLATWORK
To minimize cracking of concrete flatwork, the subgrade soil below concrete flatwork areas should be compacted to a minimum relative compaction of 90 percent, A representative of the project geotechnical consultant should observe and verify the density and moisture content of the soil prior to concrete placement.
DRAINAGE
All final grades should be provided with positive gradients away from foundations to provide rapid removal of surface water runoff to an adequate discharge point. No water should be allowed to be pond on or immediately adjacent to foundation elements. In order to reduce water infiltration into the subgrade soil, surface water should be directed away from building foundations to an adequate discharge point. Subgrade drainage should be evaluated upon completion of the precise grading plans and in the field during grading. Drainage should also be diverted away from the descending slope that faces the eastern side of the lot.
LIMITATIONS
The findings and recommendations presented in this report are based upon an interpolation of the soil conditions between the exploratory boring locations and extrapolation of these conditions throughout the proposed building area. Should- conditions encountered during grading appear different than those indicated in this report, this office should be notified.
The use of this report by other parties or for other projects is not authorized. The recommendations of this report are contingent upon monitoring of the grading operation by a representative of Sladden Engineering. All recommendations are considered to be tentative pending our review of the grading operation and additional testing, if indicated. if others are employed to perform any soil testing, this office should be notified prior to such testing in order to coordinate any required site visits by our representative and to assure indemnification of Sladden Engineering.
We recommend that a pre -job conference be held on the site prior to the initiation of site grading. The purpose of this meeting will be to assure a complete understanding of the recommendations presented in this report as they apply to the actual grading performed. 1596
Madden Engineering
October 19, 2010
- 12 - Project No. 544-10159
10-10-237
ADDITIONAL SERVICES
Once completed, final project plans and specifications should be reviewed by use prior to construction to confirm that the full intent of the recommendations presented herein have been applied to design and construction. Following review of plans and specifications, observation should be performed by the Soil Engineer during construction to document that foundation elements are founded on/or penetrate into the recommended soil, and that suitable backfill soil is placed upon competent materials and properly compacted at the recommended moisture content.
Tests and observations should be performed during grading by the Soil Engineer or his representative in order to verify that the grading is being performed in accordance with the project specifications. Field density testing shall be performed in accordance with acceptable ASTM test methods. The minimum acceptable degree of compaction should be 90 percent for subgrade soils and 95 percent for Class II aggregate base as obtained by the ASTM D1557-91 test method. Where testing indicates insufficient density, additional compactive effort shall be applied until retesting indicates satisfactory compaction. 1597
Madden Engineering
October 19, 2010
-13 - Project No. 544-10159
10-10-237
REFERENCES
Blake, T., 2000, EQFAULT and EQSEARCH, Computer Programs for Deterministic and Probabilistic Prediction of Peak Horizontal Acceleration from Digitized California Faults.
Boggs, S. Jr„ (2001), "Principles of Sedimentology and Stratigraphy", Prentice Ha11, third edition California Building Code (CBC), (2007), California Building Standards Commission.
Cao T., Bryant, W.A., Rowshandel B., Branum D., Wills C.J., (2003), "The Revised 2002 California Probabilistic Seismic Hazard Maps".
Daniel K. Thornbury (DICE), 2008, Site Plan; "A New Custom Horne for: Mr. & Mrs. Khanna; lot 12 Nebulae Drive Rancho Mirage, California.
GoogleEarth.com, 2010, Vertical Aerial Photograph for the Rancho Mirage area, California, Undated, Variable Scale.
Hart, E. W., and Bryant, W. A, Revised 1997, Fault -Rupture Hazard Zones in California, Alquist-Priolo Earthquake Fault Zoning Act with Index to Earthquake Fault Zones Maps: State of California, Department of Conservation, Division of Mines and Geology Special Publication 42. 38 Pages.
Supplements 1 and 2 were added on 1999.
Jennings, Charles W. (Compiler), 1994, Fault Activity Map of California and Adjacent Areas, California Division of Mines and Geology, Geologic Data Map No, 6
Riverside County Land Information Systems (RCLIS): at
http://www.tlma.co.riverside,ca,uslgis/gisdev'elop,html .
Rogers T.H (compiler), Jenkins, O.P (edition) (1965), Geologic Map of California, Santa Ana Sheet, sixth printing 1992, California Division of Mines and Geology, 1: 250,000. —.
TerraSever, Inc., 2002, Aerial Photographs and Topographic Maps at Various Scales. Available at www.terraserve.com
Tyley, S _J•, (1974) Analog Model Study of the Ground -Water Basin of the Upper Coachella Valley, California, Geological Survey Water-Suppley Paper 2027.
United States Geological Survey (USGS) (1981) Cathedral City 7.5 Minute Quadrangle Map, 1:24000.
United States Geological Survey (USGS) (2007), "Detection and Measurement of Land Subsidence Using Glob& Positioning System and Interferometric Synthetic Aperture Radar, Coachella Valley, California, 1996-2005", Scientific Investigations Report 2007-5251.
United States Geological Survey (USGS) (2009), "Seismic Hazard Curves and Uniform Response Spectra, Version 5.0.9a", updated 1012112009.
1598
Wadden Engineering
FIGURES
SITE LOCATION MAP
REGIONAL GEOLOGIC MAP
BOREHOLE LOCATION PLAN
1599
Sladden Engineering
G g PARK
AtittArl CAI^IENT*
•
300
ESERIPCTION: '
ti
•
sER.V-ATION
•
I
•
h n•
. ■
iP
I 4, Qd
-• 5AMA.RISK COUNTRY I- - '�
L.
C�{ 1CLys
ifs .
y
-------'------...._ ,rte, — - '=,
I.
•I !
ri r,
"'i 1r..'r'' s'll,.q�. •'U el..II. ..i fir tike
41� ,1''rA it rp�Joy�gErk. .„ 4* �}•
•
#4
�ll I ""• -M*M i'} a ilG!1
� III: :+��•;I pj
_ .y.
N•T I. ..''ICLUBL G44Vr.,, + aYi *:
li[TRY CL 9 :IIg ril 1, I 6
4,4
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111 ; al g*jr
L., - • I ra •
-lam j'I
4" spry*}
:Pa "4,
+�,- •!_ ;.10-+
Source: USGS (1981) •
SITE LOCATION MAP
ti
414
404*
Project Number:
Report Number:
544-10159
10-10-237
October 19, 2010
FIGURE
1 SLuaaen
Date:
1600
1601
APPENDIX A
FIELD EXPLORATION
1603
Wadden Engineering
APPENDIX A
FIELD EXPLORATION
For our field investigation ten (1.0) exploratory borings were excavated on September 29, 2010 utilizing a truck mounted hollow stem auger rig (Mobile B-61). Continuous logs of the materials encountered were made by a representative of Sladden Engineering. Materials encountered in the boreholes were classified in accordance with the Unified Soil Classification System which is presented in this appendix.
Representative undisturbed samples were obtained within our borings by driving a thin walled steel penetration sampler (California split spoon sampler) or a Standard Penetration Test (SFT) sampler with a 140 pound automatic -trip hammer dropping approximately 30 inches (ASTM D1586). The number of blows required to drive the samplers 18 inches was recorded in 6 -inch increments and blowcounts are indicated on the boring logs.
The California samplers are 3.0 inches in diameter, carrying brass sample rings having inner diameters of
2.5 inches. The standard penetration samplers are 2.0 inches in diameter with an inner diameter of 1.5 inches. Undisturbed samples were removed from the sampler and placed in moisture sealed containers in order to preserve the natural soil moisture content. Bulk samples were obtained from the excavation spoils and samples were then transported to our laboratory for further observations and testing. 4604
Sladden Engineering
SLADDEN ENGINEERING
(*)
BORE LOG
Drill Rig: Mobil B-61
Date Drilled: 9/29/2010
Elevation: 240 Feet (AMR) Boring
No: BH-1
Blow Counts
eu
Expansion Index
y
'*
. '
Depth (Feet)
Graphic Lithology
Description
a+
2 -
Silty Sand (SW; very pale brown, dry, fine-grained (Fill/Disturbed). - 2 -
-4
4/9/11
3.5 0.5
100.8
_ 6
,
Sand (SP); very pale brown, dry, medium dense, fine-grained - -I
:
(Alluvium).
—a
- 10
—1—
4/515
5.0 0.9
Sand (SP); very pale brown, dry, loose, fine-grained (Alluvium). -
-12-
-14-
lir
5/6/6
4.6 0.9
Sand (SP); very pale brown, dry, medium dense, fine-grained -
.::
(Alluvium).
-18-
- 20 —
Sand (SP); very pale brown, dry, medium dense, fine-grained 51717
10.7 1.1
(Alluvium).
:
- 22
- 24 -
Terminated at -21.5 Feet bgs.
- -
No Bedrock Encountered.
- 26 _
No Groundwater or Seepage Encountered.
-28-
30-
-32-
-34-
-36-
-38-
-40-
- n
-42-i
1- 44-
_
_ 46.-
-48-
-50-
-
Completion Notes;
PROPOSED RESIDENTIAL SUBDIVISION
PETERSON ROAD - 20 ACRES
Pro'ect No: 544-10159
Page
1 11
tlq 10-10-237
BORE LOG
SLADDEN ENGINEERING
Drill Rig: _ Mobil 11-61 Date Drilled: 9/29/2010
Elevation: 240 Feet (AMSL)J
Boring No: BH-2
s
ui
Blow Counts
Bulk Sample
w
8 e
Graphic Lithology
Description
2/4/4
2/3/3
2/3/4
3/4/5
2.8 28.3
68.6 19.0
1.7 3.5
2.1 1.5
_
-2-
-4J
Silty Sand (SM); very pale brown, dry, fine-grained (Fill/Disturbed). 6 y
_ g
_
12-
-14-
:
ijiEl lE
:'
Sand (SP); very pale brown, dry, loose, fine-grained (Alluvium).
Sand (SP); very pale brown, dry, loose, fine-grained (Alluvium)_ T
T
_ 16
- -
-18_
- - 20 -
Sandy Silt (ML); very pale brown, dry, medium stiff, low plasticity (Alluvium).
T
ary, loose, nne-gramea
(Alluvium).
T
-22
- 24
-
- 26 _
-28-
-30-
-32-
- 34 -
-36-
-38-
-40-
-42-
-44-
-461
- 4th -
-50-
Terminated at -21.5 Feet bls.
No Bedrock Encountered.
No Groundwater or Seepage Encountered.
Completion Notes:
PROPOSED RESIDENTIAL SUBDIVISION
PETERSON ROAD - 20 ACRES
Pro'ect No: 544-10159
Page
2 t 10-10-237
1F
BORE LOG
SLADDEN ENGINEERING
Drill Rig: Mobil B-61_1
Date Drilled: 9/29/2010
Elevation: 240 Feet (AMSLTI Boring No: Bli-3
(.2
Blow Counts
t
g
V
a
3$
17 Q.
G
G
Graphic Lithology
Description
2/2/2
2/2/4
213/4
2/3/3
67.0 63.0
46.4 52.5
4.0 5.5
5.0 3.2
2 -4-
Silty Sand (SM); very pale yellow, dry, fine-grained (Fill/Disturbed). _ G -
_ _
-8-
-10-
_ _
- 12 _
- 14-
Sandy Silt (ML); very pale yellow, moist, soft, low plasticity (Alluvium).
Sandy Silt (ML); very pale yellow, moist, medium stiff, low plasticity (Alluvium),
T
T
_ 16
_ _
- 18_
_ 20
_
- 22
..
.-
Silty Sand (SM); very pale yellow, moist, loose, fine-grained (Alluvium),
Sandy Silt (ML); very pale yellow, moist, medium stiff, low plasticity (Alluvium).
T
- 24-
_ _
- 26 _
-28-
-30--
-32-,
_34_
-36-
-38-
-40-
_42_
-44-
-46-
-48-
-50-
Terminated at -21.5 Feet bgs.
No Bedrock Encountered.
No Croundwater or Seepage Encountered.
Completion Notes:
1 PROPOSED RESIDENTIAL SU13DI V ISION
PETERSON ROAD - 20 ACRES
Pro'cct No: 544-10159
Page
tt
i 10-10-237
BORE LOG
SLADDEN ENGINEERING
*
Drill Rig: mobil$ -67
Date Drilled; 9/30/2010
Elevation: 240 Feet (AMSL)
Boring No: BH-4
Sample
Iz
a
g
•o
$
t„
m
Dry Density, pd
Depth (Feet)
Graphic Lithology
Description
_
2/3/3
4/6/6
5/7/10
6P/8
13/13/14
6/10/11
6/8/9
8/11/"12
9/13/71
6/9/11
1 0
51.7 34.0
6.3 5.9
4.7 16.9
5.5 34.2
5.8 1.1
2.2 0.6.
0.8 0.8
1.5 1,1
3.2 1.4
89.2 99.9
95.1 103.9
_
-2-
-4-
Silty Sand (SM); pale yellow, dry, fine-grained (Fill/Disturbed). _ _
- 8 -
Sandy Silt (ML); pale yellow, soft, dry, low plasticity (Alluvium).
T
-10
_ _
- 12_'- :`
- 141s
ii iii
`
Silty Sand (SM); pale yellow, dry, medium dense, fine-grained (Alluvium).
_16
- 18 -' E:E E
-
-22-
- J.
-24-
26_
- 28
m 30 -
_ _
- 32 - 1:.:::::::1:
-34-
-:::.::::::,:
:::
::
i:::::::::::
:-::-:.: `
:':
Sand (SP); pale yellow, dry, medium dense, fine-grained (Alluvium).
Sand (SP); pale yellow, dry, medium dense, fine-grained (Alluvium).
No Recovery
Sand (SP); yellowish brown, dry, medium dense, fine-grained (Alluvium).
T
X
T
-
- -
- 38 -
40 ~~=~-:::;
Silty Sand (SM); yellowish brown, dry, medium dense, fine-grained (Alluvium).
-
_
- 42-
-44-
: .:'
`:::: `::::
Sand with gravel (SP); yellowish brown, dry, medium dense, fine- to coarse -grained (Alluvium).
—.—
-
-17
_ 46 _
_ -
- 48 -
_ 50
. . . . . :.
Silty Sand (SM); yellowish brown, dry, medium dense, fine-grained (Alluvium).
Sand (SP); yellowish brown, dry, medium dense, fine-grained r e lt,,,,:,,,,,N
Completion Notes:
Terminated at -51.5 Feet bgs.
No Bedrock Encountered.
No Groundwater or Seepage Encountered. 1
PROPOSED RESIDENTIAL SUBDIVISION
PETERSON ROAD - 20 ACRES
Project No: 544-10159
Page
4 A 10-10-237 AAA
ADDEN ENGINEERING
* MADDEN
LOG
Drill Rig: Mobil 6BO61
Date Drilled: 10/4/2010
Elevation: 240 Feet (AMSL)
Boring No: 13H-5
g
a
0 w
Bulk Sample
a
.p
1 0.
(.a
#
a
a
'₹1
I
Depth (Feet)
Graphic Lithology
Description
5/6/5
6/9/9
5/7/7
9/12/15
547
6.5 33.7
6.4 1.2
0.4 1.6
05 _ ...
-
- 4
::
Silty Sand (SM); pale yellow, dry, fine-grained (Fill/Disturbed). _ 6 -
- -
-B -
10 Sandy Silt (ML); very pale brown, dry, stiff, low plasticity (Alluvium).
_
- 12 -
- 14 -
. - ;
: ::.:: :;:
: ::::: :::
Sand (SP); very pale brown, dry, medium dense, fine-grained (Alluvium).
,T
_ 16,
_ _,
- 18 1"
` ' :
'' ':
[``:
Silty Sand (SM); very pale brown to yellowish brown, dry, medium dense, fine-grained (Alluvium).
_20 _
. . . . .
n, ary, meanum aense,tin granted
(Alluvium).
T
- 22
_ 24 _
-
- 26 -
_28_
-30-
-32-
-34-
-36-
-38-
_4D_
-42-
-44-
-46-
- 48 -
50 -
Terminated at -21.5 Feet bgs.
No Bedrock Encountered.
No Groundwater or Seepage Encountered.
Completion Notes:
PROPOSED RESIDENTIAL SUBDIVISION
PETERSON ROAD - 20 ACRES
Pro.ect No: 544-10159
Page
1 ' . t 10-10-237
(*) SLADDEN ENGINEERING
BORE LOG
Drill Rig: Mobil B-61
Date Drilled: 10/4/2010
E
ovation; 240 Feet (AMSL)
Boring No: 131-1-6
Sample
.
3 Dry Density, pd
Depth (Feet)
;Graphic Lithology
N
P,
c
Description
26 Gag'
I
a4
'
e
_
Silty Sand (5M); pale yellow, dry, fine-grained (Fill/Disturbed). - 2
- -1
3/2/2
54.1 3.3
Sandy Silt (ML); very pale brown, dry, soft, low plasticity - -
(Alluvium).
- 8 -
J
-10
_ _
: :: :
Sand (SP); yellowish brown, dry, medium dense, fine-grained 4/5/6
7.5 1.9
- 12 -,.::.:.
;
(Alluvium).
- -,:::,
- 14
:: :.::: :
T
4/6/6
5.8 1.6
16-
-::- :1:::':
Sand (SP); yellowish brown, dry, medium dense, fine-grained -
-
;
(Alluvium).
- 18 -
- 20+
rr ,
T
Silty Sand (5M); very pale brown to yellowish brown, dry, medium 5/6/5
35.2 5.1
::'= .';
-
22 i
rto„ca C,riJ-nre...cA TAIL m]
-
— 24 -
Terminated at -21.5 Feet bgs,
- -
No Bedrock Encountered.
- 26 -
No Groundwater or $cepaje Encountered.
- 28 -
-30-
-32-
-34-
-36-
-38-
-40-
-42-
-44-
-46-
-48-
-50-
Completion Notes:
PROPOSED RESIDENTIAL SUBDIVISION
PETERSON ROAD - 20 ACRES
P 544-10159
Page
6 1 4-41 10-10-237
MADDEN ENGINEERING
*
LOG
Drill Rig: Mobil BB61ORE
Date Drilled: 10/4/2010
E
evation: 240 Feet (AMSL)
Boring No: BH-7
-o
$
R.
Depth (Feet)
Graphic Lithology
n
h
a
u
1. 0,
J
4 o
1 e45
4,
,I
5 •th
A
_
Silty Sand (SM); pale yellow, dry, fine-grained (Fill/Disturbed). -2-
- 4
U
1/1/2
54.3 4.0
6 Sandy Silt (ML); very pale brown, dry, soft, low plasticity, thinly _ -
_ -
laminated (Alluvium).
-8-
10 T
-
.
:
Silty Sand (SM); very pale brown, dry, loose, fine-grained 2/4/5
25.4 3.6
- -
-12 -
(Alluvium).
-14-
T
4/4/4
19.6 3.5
Silty Sand (SM); very pale brown, dry, loose, fine-grained -16 -
- -
(Alluvium).
- 18-
3/5/5
13,6
2.8 _ 20 -
:° :' ° :
Silty Sand (SM); very pale brown, dry, loose, fine-grained 22 :
(Allnvinml
- 24 -
Terminated at -21.5 Feet bls.
_ _
No Bedrock Encountered.
- 26 -
No Groundwater or Seepage Encountered.
-28-
-30-
- 32 -
-34-
-36-
-38-
-40-
-42-
-44-
-46-
-48_
-50-
Completion Notes-
PROPOSED RESIDENTIAL SUBDIVISION
PETERSON ROAD - 20 ACRES
No: 544-10159
Page
7 1PPro'ect
1NI 10-10-237
SLADDEN ENGINEERING
BORE LOG
Drill Rig: Mobil B-61
Date Drilled: 10/4/2010
Elevation: 240 Feet (AMSL)
Boring No: BH-8
Sample
Blow Counts
Dry Density, pd
Depth (Feet)
t
ch
z
u
Description
sv
3 3
C9
_
Silty Sand (SM); pale yellow, dry, fine-grained with surface gravel - 2 -
(Fill/Disturbed).
- 4 -
: .
J
3/3/4
68.2 4.6
- 6 -
Sandy Silt (ML); very pale brown, dry, medium stiff, low plasticity _ _
(Alluvium).
_ 8 _
T
-10 �
: Silty Sand (Sluff); very pale brown, dry, medium dense, fine-grained 5/5/7
25.4 1.2
- -
_ 12 _
:=
(Alluvium).
- 14 -
5/6/7
8.5 1.3
- •;
Sand (SP); very pale brown, dry, medium dense, fine-grained -16 -
_ _
;:
(Alluvium).
- 18 -
3/3/3
50,5
8.0 -20- ''°
-
Sandy Silt (ML); yellowish brown, moist, medium stiff, low plasticity 22 1Allnvinm1
-
- 24 -
Terminated at -21.5 Feet bgs.
_ _
No Bedrock Encountered.
- 26 -
No Groundwater or Seepage Encountered.
_28_
- 30 -
- 32 -
-34-
- 36 -
-38-
- 40 -
- 42 -
-44-
_46-
-48-
-50-
Completion Notes;
PROPOSED RESIDENTIAL SUBDIVISION
PETERSON ROAD - 20 ACRES
jpoi
544-10159
Page
8 1 10-10-237
` j!' 10-
SLADDEN ENGINEERING
BORE LOG
Drill Rig: Mobil B-61 I
Date Drilled: 10/4/2010
Elevation: 240 Feet (AMSL) I
Boring No: BH-9
p.
J in
4 U
___
Bulk Sample
Expansion Index
s
_3
% Moisture
A
G
Depth (Feet)
Graphic Lithology
Description
,
2/2/2
2/3/3
3/4/4
5/5/4
34.3 21.7
57.7 7.1
1.4 1.4
2.2 0.9
- 2 -\jH "
- 4
_ 6 -
- 10
- �:::
-12
-14 -
.:.
:
;` f°
Silty Sand (SM); pale yellow, dry, fine- to coarse- grained with surface gravel (Fill/Disturbed).
Silty Sand (SM); very pale brown, dry, very loose, fine-grained (Fill), Silty Sand (SM); very pale brown, dry, loose, fine-grained (Alluvium).
,�
T
- ]5 -
- -
- I$-
20 Sandy Silt (ML); very pale brown, dry, medium stiff, low plasticity (Alluvium),
T
_
Sand (SP); pale brown, dry, loose, fine-grained (Alluvium). - 24 -
- -
- 26 -
_2g_
-30-
-32-
-34-
-36-
-38-
-40-
-42-
-44-
-46-
-48-
-- 50 -
Terminated at -21.5 Feet bas.
No BedrockEncountered.
No Groundwater or Seeoarte Encountered.
Completion Notes:
1 PROPOSED RESIDENTIAL SUBDIVISION
PETERSON ROAD - 20 ACRES
Pro'ect No:544-10159
Page
9 p' 1 10-10-237
(*) SLADDEN ENGINEERING
BORE LOG
Drill Rig: Mobil 8-61
Date Drilled: 10/4/2010
Elevation: 240 Feet (ANSI,)
Boring No: BH-10
g
b
E
'1
0. Graphic Lithology
tu a
A
is o
w
'''
w
g
5i
3 2
a
e,
-
p
p
,g
i
IZI
Description
- _
Silty Sand (SM); pale yellowish brown, dry, fine-grained - 2 -
(Fill/Disturbed),
_ 4 _
3/5/7
. 3.5
0.4 97.0
- d
Sand (SP); pale yellowish brown, dry, loose, fine-grained (Alluvium). - 8 -
4/6/8
- 10 —
:
No Recovery
-•
- y
-14-I
4/6/9
8.7 0.7
94.9 - 4
-16-
='
Sand (5P); pale yellowish brown, dry, loose, fine-grained (Alluvium). - 18 -
3/4/5
10.4 0.7
90.9 -
::: :
Sand (SP); pale yellowish brown, dry, loose, fine-grained (Alluvium). 22 .
-
24 Terminated at -21.5 Feet bgs,
_ _
No Bedrock Encountered.
_ 26 -
No Groundwater or Seepage Encountered.
-28,
-30-
-32-
-34-
-36-
-38-
-40-
-42-
-44-
-46-
-48-
_ 50 —
Completion Notes:
PROPOSED RESIDENTIAL SUBDIVISION
PETERSON ROAD - 20 ACRES
Project No: 544-10159
Page
1 I
i riel A 10-10-237
APPENDIX B
LABORATORY TESTING
1615
Sladden Engineering
APPENDIX B
LABORATORY TESTING
Representative bulk and relatively undisturbed soil samples were obtained in the field and returned to our laboratory for additional observations and testing. Laboratory testing was generally performed in tw❑ phases. The first phase consisted of testing in order to determine the compaction of the existing natural soil and the general engineering classifications of the soils underlying the site. This testing was performed in order to estimate the engineering characteristics of the soil and to serve as a basis for selecting samples for the second phase of testing. The second phase consisted of soil mechanics testing.
This testing including consolidation, shear strength and expansion testing was performed in order to provide a means of developing specific design recommendations based on the mechanical properties of the soil,
CLASSIFICATION AND COMPACTION TESTING
Unit Weight and Moisture Content Determinations: Each undisturbed sample was weighed and measured in order to determine its unit weight, A small portion of each sample was then subjected to testing in order to determine its moisture content. This was used in order to determine the dry density of the soil in its natural condition. The results of this testing are shown on the Boring Logs.
Maximum Density -Optimum Moisture Determinations: Representative soil types were selected for maximum density determinations, This testing was performed in accordance with the ASTM Standard D1557-91, Test Method A. The results of this testing are presented graphically in this appendix. The maximum densities are compared to the field densities of the soil in order to determine the existing relative compaction to the soil,
Classification Testing: Soil samples were selected for classification testing. This testing consists of mechanical grain size analyses. This provides information for developing classifications for the soil in accordance with the Unified Soil Classification System which is presented in the preceding appendix.
This classification system categorizes the soil into groups having similar engineering characteristics. The results of this testing is very useful in detecting variations in the soil and in selecting samples for further testing,
SOIL MECHANIC'S TESTING
Expansion Testing: One (1) bulk sample was selected for Expansion testing, Expansion testing was performed in accordance with the UBC Standard 18-2. This testing consists of remolding 4 -inch diameter by 1 -inch thick test specimens to a moisture content and dry density corresponding to approximately 50 percent saturation. The samples are subjected to a surcharge of 144 pounds per square foot and allowed to reach equilibrium. At that point the specimens are inundated with distilled water. The linear expansion is then measured until complete.
Direct Shear Tests: One (1) bulk sample was selected for Direct Shear Tests. This test measures the shear strength of the soil under various normal pressures and is used to develop parameters for foundation design and lateral design. Tests were performed using a recompacted test specimen that was saturated prior to tests, Tests were performed using a strain controlled test apparatus with normal pressures ranging from 800 to 2300 pounds per square foot.
1616
Wadden Engineering
Consolidation Test: One (1) relatively undisturbed sample was selected for consolidation testing. For this test, a one -inch thick test specimen was subjected to vertical loads varying from 575 psf to 11520 psf applied progressively. The consolidation at each load increment was recorded prior to placement of each subsequent load. The specimens were saturated at 575 psf or 720 psf load increment. 1617
Sladden Engineering
Sladden Engineering
450 Egan Avenue, Beaumont CA 92223 (951) 845-7743 Fax (951) 845-8863 Maximum Density/Optimum Moisture
ASTM O698/O1557
Project Number: 544-10159
Project Name: Peterson Road Subdivision
Lab ID Number: LN6-10381
Sample Location: BH-4 Bulk 1 @ 0-5'
Description: Brown Silty Sand (SM)
Maximum Density: 110 pcf
Optimum Moisture: 13%
145
140
135
130
125
a
120
r
115
1I0
105
100
0 Sieve Size % Retained
3/4"
3/8"
#4
•
ASTM D-1557 A
Rammer Type: Machine
4 u
-
Z
'
I
-
—
_
1 II
i
_
-
1 I
'
5 10 15
Moisture Content, %
20 25
Buena Park .14 feat • Hemet
Sladden Engineering
450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8883 Expansion Index
ASTM D 4$251
Job Number:
Job Name:
Lab ID Number:
Sample ID:
Soil Description:
544-10159
Peterson Road Subdivision
LN6-103 81
BH-4 Bulk 1 @ 0-5'
Brown Silty Sand (SM)
Wt of Soil + Ring:
548.9
Weight of Ring:
191.4
Wt of Wet Soil:
357.5
Percent Moisture:
12.0%
Wet Density, pcf
114.0
D Density, pcf•.
101.8
% Saturation:
49.5 Expansion
Rack # 4
Date/Time
10/11/2010 J
2:25 PM
Initial Reading
0.0000
Final Reading
0.0002
Expansion Index
(Final - Initial) x t 000
o
Buena Park * 1a6 $e9rt • Hemet
Sladden Engineering
450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 Direct Shear ASTM D 3080-04
(modified for unconsolidated condition)
Job Number: 544-10159
Job Name Peterson Road Subdivision
Lab ID No. LN6-10381
Sample ID BH-4 Bulk 1 @ 0-5'
Classification Brown Silty Sand (SM)
Sample Type Remolded @ 90% of Maximum Density
Initial Dry Density: 98.7 pcf
Initial Mosture Content: 13.2 %
Peak Friction Angle (D); 32°
Cohesion (c): 200 psf
Test Results
1 2
3 4
Average
Moisture Content, %
21.2 21,2
21.2 21.2
21.2 Saturation, %
81.1 81.1
81.1 81.1
81.1 Normal Stress, kps
0.739
_
1.479
2.958
5.916 -
Peak Stress, kps
0.636
1..118
2.061
3.860
T _
6,0
5.0 4.0
b 3,0 -
2.0 con
1.0 • Peak Stress — Linear (Peak Stress)
0.0 _ -
o
I
2 3
Normal Stress, kps
4 5 6
Buena Park * la 2Qrt • Hemet
Sladden Engineering
450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 Gradation
ASTM O117 & C136
Project Number: 544-10159
Project Name: Peterson Road Subdivision
Lab ID Number: LN6-10381
Sample ID: BH-4 Bulk 1 @ 0-5'
Soil Classification: SM
Sieve Sieve Percent
Size, in Size, mm Passin
2" 50.8 100.0
1 1/2" 38.1 100.0
1 " 25.4 100.0
3/4" 19,1 100.0
1/2" 12.7 100.0
3/8" 9.53 100.0
#4 4.75 100.0
#8 2.36 100.0
#16 1.18 99.9
#30 0.60 98.6
#50 0.30 76.4
#100 0.15 35.1
#200 0.075 14.0
100.0
90.0 80.0
70.0 60.0
50,0
40.0 30.0
20,0
10.0 0.0
I0.{}0 }
1.000 0.100
Sieve Size, mm
0.010
100.000
0.00 Buena Park '1€2e' rt • Hemet
Sladden Engineering
450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 Gradation
ASTMC117&C136
Project Number:
Project Name:
Lab ID Number:
Sample 1D:
544-10159
Peterson Road Subdivision
LNG -10381
BH-1 S-3 @ 15'
Sieve Sieve
Size, in Size, mm
Soil Classification: SP
Percent
Passing
1"
3/4"
1/2"
3/8"
#4
#8
#16
#30
#50
#100
#200
25.4 19.1
12.7 9.53
4.75 2.36
1.18 0.60
0.30 0.15
0,074
100.0
100.0
100.0
100.0
99.8 99.6
99.2 91.2
42.9 12.5
4.6 100
90 -
so
70 ad
w 50 _
- • 40-
60 30
20 -
10 100.000
10.000
0.100
1.000
Sieve Size, rnm
0.010
0.001
Buena Park • 1 V rt • Hemet
Sladden Engineering
450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8963 Gradation
ASTMC117&C136
Project Number:
Project Name:
Lab ID Number:
Sample ID:
544-10159
Peterson Road Subdivision
LN6-10381
BH-5 S-3 @ 15'
Sieve
Size, in
Sieve
Size, mm
Soil Classification: SM
Percent
Passing
111
3/4"
1/2"
3/8"
#4
#8
#16
#30
#50
#100
#200
25,4
19,1
12.7 9.53
4.75 2.36
1.18 0.60
0.30 0.15
0.074
100.0
100.0
100.0
100.0
100.0
100.0
100.0
99.6 93.7
62.9 33.7
100 -
90 -
60-
70 ab
•
40 60
•
30 -
20 0
100.000
10.000 L000
0-100
Sieve Size, mm
0.00 0.001
Buena Park ' 143 23rt • Hemet
Sladden Engineering
450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 Gradation
ASTM C117 & C136
Project Number:
Project Name:
Lab ID Number:
Sample ID:
544-10159
Peterson Road Subdivision
LN6-10381
BH-7 S-4 @ 20?
Sieve
Size, in
1"
3/4"
1/2"
3/8"
#4
#8
#16
#30
#50
#100
#200
Sieve
Size, mm
25.4 19.1
12.7 9.53
4.75 2.36
1.18 0.60
0.30 0.15
0.074
Soil Classification: SM
Percent
Passing
100.0
100.0
100.0
100.0
94.5 84.2
69.8 57.4
46.5 28.8
13.6 100 -
90 -
80 -
70 to 60
L
2 50 -
40 - _
30 -
20 -
10-
I)
100.000
10.000
1.000 0.100
Sieve Size, mm
0.010
0.001
Buena Park • 145
24rt • Hemet
Sladden Engineering
450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 Gradation
ASTM C117 & C136
Project Number:
Project Name:
Lab ID Number:
Sample ID:
544-10159
Peterson Road Subdivision
LN6-10381
BH-8 S-2 @ 10'
Sieve
Size, in
Sieve
Size, mm
Soil Classification: SM
Percent
Passing
1"
3/4"
1/2"
3/8"
#4
#8
#16
#30
#50
#100
#200
25.4 19.1
12.7 9.53
4.75 2.36
1.18 0.60
0.30 0.15
0.074
100.0
100.0
100.0
100.0
100.0
100.0
99.9 99.1
86.6 54.3
25.4 0.
40 30
20 100
90 80
70 60 _
50 --
10-
0 100.000
10.000 1.000
0.100
Sieve Size, mm
0.010
0.001
Buena Park • 14325rt • Hemet
Sladden Engineering
450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 Gradation
ASTMC117 & C136
Project Number:
Project Name:
Lab ID Number:
Sample ID:
544-10159
Peterson Road Subdivision
LN6-103 8 1
BH-10R-1@5'
Sieve
Size, in
Sieve
Size, mm
Soil Classification: SP
Percent
Passing
1"
3/4"
1/2"
3/8"
#4
#8
#16
#30
#50
#100
#200
25.4 19.1
12.7 9.53
4.75 2.36
1.18 0.60
0.30 0.15
0.074
100.0
100.0
100.0
100.0
99.8 99,7
99.1 92.7
48.4 12.9
3.5 100
90 80 -
70 -
60 -
50 _
40 -
30 -
20 _
10 100.000
10.000
1.000
Sieve Size, mm
0.100
0.010
0.001
Buena Park •1a6 t • Hemet
Sladden Engineering
450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 One Dimensional Consolidation
ASTM D2435 & D5333
Job Number: 544-10159
Job Name: Peterson Road Subdivision
Lab ID Number: LN6-103 8 1
Sample ID: BH-4 R-1 @ 5'
Soil Description: Brown Sandy Silt (ML)
% Change in Height
I _
0 -1
-2
Initial Dry Density, pcf:
Initial Moisture, %:
Initial Void Ratio:
Specific Gravity:
Hydrocollapse: 0.6% @ 0.702 ksf
Change in Height vs Normal Presssure Diagram
Before Saturation
—0— Rebound
— b— After Saturation
t Hydro Consolidation
86.7 1.1
0.923
2.67 -3 -
-4-
-5
-6 -
-7 -
-8
-9 -
-]0
o-
0.1 1.0
Normal Load (kaf)
10.0 100,0
Buena Park -1 e7ert • Hemet
l*
Sladden Engineering
6782 Stanton Ave„ Suite A, Buena Park, CA 90621 (714) 523-0952 Fax (714) 523-1369 45090 Golf Center Pkwy, Suite F, Indio, CA 92201 (760) 863-0713 Fax (760) 863-0847 450 Egan Avenue, Beaumont, CA 92223 (951) 845-7743 Fax (951) 845-8863 Date: October 11, 2010
Account No.: 544-10159
Customer: IMH Special Asset NT 100, LLC
Location: Peterson Road, Rancho Mirage
Analytical Report
Corrosion Series
pH Soluble Sulfates Soluble Chloride Min. Resistivity
per CA 643 per CA 417 per CA 422 per CA 643
ppm ppm ohm -cm
B H-4 @ 0-5' 8.4 110
60 2900
1628
C Rpt 544-10150101110
APPENDIX F
Roadway Construction Noise Model (RCNM),Version 1.1
Report date:
Case Description:
7/1/2024
RNCH 005 - Peterson Road 16 Lot Subdivision (TTM 38971) ---- Receptor #1 ----
Baselines (dBA)
Description Land Use Daytime Evening Night
Residential Homes Residential 60 55 50
Description
Backhoe
Compactor (ground)
Concrete Mixer Truck
Concrete Pump Truck
Dump Truck
Excavator
Grader
Front End Loader
Roller
Paver
Tractor
Flat Bed Truck
Equipment
Backhoe
Compactor (ground)
Concrete Mixer Truck
Concrete Pump Truck
Dump Truck
Excavator
Grader
Front End Loader
Roller
Paver
Tractor
Flat Bed Truck
Total
Equipment
Spec Actual Receptor Estimated
Impact Lmax Lmax Distance Shielding
Device Usage(%) (dBA) (dBA) (feet) (dBA)
No 40 77.6 100 10
No 20 83.2 100 10
No 40 78.8 100 10
No 20 81.4 100 10
No 40 76.5 100 10
No 40 80.7 100 10
No 40 85 100 10
No 40 79.1 100 10
No 20 80 100 10
No 50 77.2 100 10
No 40 84 100 10
No 40 74.3 100 10
Results
Calculated (dBA) Noise Limits (dBA) Noise Limit Exceedance (dBA) Day Evening Night Day Evening Night
*Lmax L10 Lmax L10 Lmax L10 Lmax L10 Lmax L10 Lmax L10 Lmax L10
61.5 60.6 85 75 85 60 80 55 None None None 0.6 None 5.6
67.2 63.2 85 75 85 60 80 55 None None None 3.2 None 8.2
62.8 61.8 85 75 85 60 80 55 None None None 1.8 None 6.8
65.4 61.4 85 75 85 60 80 55 None None None 1.4 None 6.4
60.4 59.5 85 75 85 60 80 55 None None None None None 4.4
64.7 63.7 85 75 85 60 80 55 None None None 3.7 None 8.7 69 68 85 75 85 60 80 55 None None None 8 None 13
63.1 62.1 85 75 85 60 80 55 None None None 2.1 None 7.1 64 60 85 75 85 60 80 55 None None None None None 5
61.2 61.2 85 75 85 60 80 55 None None None 1.2 None 6.2 68 67 85 75 85 60 80 55 None None None 7 None 12
58.2 57.3 85 75 85 60 80 55 None None None None None 2.3 69 74 85 75 85 60 80 55 None None None 14 None 19
*Calculated Lmax is the Loudest value.
1629
APPENDIX G
AGUA CALIENTE BAND OA CAHUILLA INDIANc
TRIBAL 4"11I5`FJ'RIC PfE5f RV41IOi,
April 29, 2025
[VIA EMAIL TO:[email protected]]
City of Rancho Mirage
Pilar Flotterud
68-825 Highway 111
Rancho Mirage, California 92270
Re: EA24-0009
Dear Pilar Flotterud,
03-008-2023-009
The Agua Caliente Band of Cahuilla Indians (ACBCI) appreciates your efforts to include the Tribal Historic Preservation Office (THPO) in the 16 -Lot Subdivision project. We have reviewed the documents and have the following comments:
*At this time the concerns of the ACBCI THPO have been addressed and proper mitigation measures have been proposed to ensure the protection of tribal cultural resources. This letter shall conclude our AB52 consultation efforts.
Again, the Agua Caliente appreciates your interest in our cultural heritage. If you have questions or require additional information, please call me at (760) 423-3485. You may also email me at [email protected].
Cordially,
Xitlaly Madrigal
Cultural Resources Analyst
Tribal Historic Preservation Office
AGUA CALIENTE BAND
OF CAHUILLA INDIANS
5401 D1NAW SHORE ©URINE. PALM SPRINGS. CA 922[d
T 76r►r69 ,'684U F 7Ki0 li5*1 , +:a "u,J+W.AGLIAGALIENTE—N°. N r_r_>y 1630
Date: 03/21/2025
AUGUSTINE BAND OF CA UILLA INDIANS
84-001 AVENUE 54 COAC ELLA, CA 92236 I T: 760-398-4722 F: 760-369-7161 T IBAL C AI PE SON: A ANDA AUGUSTINE T IBAL T EASU E : ILLIA VANCE T IBAL COUNCIL E BE : ONNIE VANCE
Pilar Flotterud
Senior Planner
Development Services Department
69-825 Highway 111
Rancho Mirage, CA 92270
SUBJECT: Environmental Assessment Case No. EA24-0009 Tentative Tract Map Case No. TTM24-0003 for Tentative Tract Map 38971— APN: 689-090-003, 689-130-004, 689-130-005, 689-130-014, 689-130-017-689-130-018, 689-140-022
Thank you for contacting Augustine Band of Cahuilla Indians about the proposed aforementioned project. We appreciate your consideration of the cultural resources in the project area.
At this time, we are not aware of any specific cultural resources within the project area that would be affected by the proposed development. Therefore, we do not believe that formal consultation is necessary at this stage.
If any cultural resources are discovered during the project, we ask that you contact the California Native American Heritage Commission immediately to take appropriate steps to evaluate and protect them.
Thank you once again for your attention to this important matter.
Very truly yours,
Jacobia Kirksey, Tribal Operations Specialist
Augustine Band of Cahuilla Indians
1631
Subject: Environmental Assessment Case No. EA24-OOO9 Tentative Map Case No. TTM24-OOO3 for Tentative Tract Map 38971
Jill Mccormick Mon, Mar 10, 3:22 PM
to Pilar Flotterud
CAUTION: This email originated from outside The City of Rancho Mirage. DO NOT CLICK links or open attachments unless you recognize the sender and know the content is safe.
Good afternoon,
This email is to inform you that the Historic Preservation Office does not wish to comment on this project. We defer to the local Tribes and support their determinations on this matter.
Email correspondence is the preferred method of communication with this office. Hard copies of project letters are not required if an email containing the project documents has been sent to the Historic Preservation Office.
Also, please update your contact information for the Quechan Tribe.
All project -based correspondence should be sent to this email address(historicpreservationcc?quecnantribe.com and President Jordan Joaquin([email protected]). Per the Tribe's NAHC contact list, please remove Manfred Scott (culturalcommitteePquechantribe.com and scottmanfredPyahoo.com) from the distribution list for the Quechan Tribe.
Jill
H. Ji11 McCormick, M.A.
Historic Preservation Office
Ft. Yuma Quechan Indian Tribe
P.O. Box 1899
Yuma, AZ 85366-1899
Office: 760-919-3631
Cell: 928-920-6521
1632
CITY OF RANC O MIRAGE
May 8, 2025
Pechanga Band of Indians
P.O. Box 2183
Temecula, CA 92593
RE: Environmental Assessment Case No. EA24-0009 Tentative Tract Map Case No. TTM24-0003 for Tentative Tract Map 38971 — APN: 689-090-003, 689-130-004, 689-130-005, 689-130-013, 689-130- 014, 689-130-017, 689-130-018, 689-140-022
To Whom It May Concern:
Thank you for your participation in the AB 52 Tribal Consultation process regarding the following project:
Environmental Assessment Case No. EA24-0009 and Tentative Tract Map Case No. TTM24-0003 (Tentative Tract Map 38971) located on APNs: 689-090-003, 689-130-004, 689-130-005, 689-130-013, 689-130-014, 689-130-017, 689-130-018, 689-140-022.
To provide full clarity, the following is a summary of the consultation timeline:
• February 11, 2025 — AB 52 notification letter was sent to the Pechanga Tribe via certified mail, initiating the 30 -day consultation request period.
• March 7, 2025 — The City received the Tribe's formal request for consultation. Requested materials were provided, and a consultation meeting was scheduled. • March 10, 2025 — End of the initial 30 -day consultation request period. A request from the Pechanga Tribe was sent requesting project documents, which City staff sent documents that same day. • April 7, 2025 — Consultation meeting was held. The City reviewed proposed mitigation measures and the Tribe requested additional time, until April 21, 2025, to provide further comments. • April 28, May 1, May 5, and May 7, 2025 — Follow-up emails sent by City requesting a response. • April 28 and May 5, 2025 — Voicemails left requesting an update.
As of today, the City has not received any additional correspondence from the Pechanga Tribe. In accordance with AB 52, and based on the reasonable and good -faith efforts detailed above, the City concludes that mutual agreement could not be reached. Therefore, the AB 52 Tribal Consultation period will be considered closed within five (5) working days from receipt of this notice, which is being sent via email and certified mail, if no further information is provided by the Tribe.
We sincerely appreciate your time and consideration and welcome future opportunities for collaboration with your tribe.
Sincerely,
Pilar Flotterud
Senior Planner
DEVELOPMENT SERVICES DEPARTMENT
69-825 Highway 111 • Rancho Mirage, CA 92270
www.RanchoMir1e 8) (760) 328-2266
16 LOT SUBDIVISION • TTM 38971
RESPONSE TO COMMENTS
OCTOBER 2025
RESPONSE TO COMMENTS
TENTATIVE TRACT MAP 38971
16 LOT SUBDIVISION
RANCHO MIRAGE, CALIFORNIA
LEAD AGENCY:
CITY OF RANCHO MIRAGE
69-825 HIGHWAY 111
RANCHO MIRAGE, CALIFORNIA 92270
REPORT PREPARED BY:
BLODGETT BAYLOSIS ENVIRONMENTAL PLANNING
2211 S. HACIENDA BOULEVARD, SUITE 107
HACIENDA HEIGHTS, CALIFORNIA 91745
OCTOBER 2025
1634
16 LOT SUBDIVISION • TTM 38971
RESPONSE TO COMMENTS
OCTOBER 2025
1. INTRODUCTION & PROJECT OVERVIEW
The City of Rancho Mirage is reviewing an application that would involve the subdivision of 16 lots within 8 parcels totaling 19.81 acres. Currently, the three southern parcels would subdivided into 8 lots - Lot 6, 7, 8, 9, 13, 14, 15, and 16. This would be phase 1 of the project. Phase 2 of the project involves the remaining 5 northern parcels which would be subdivided into 8 lots - Lots 1, 2, 3, 4, 5, 10, 11, and 12. The subject parcels are all vacant and undeveloped. The proposed development would connect to a new 8 -inch water main and an 8 -inch sewer main in Peterson Road. The terrain in the project area is generally level, with ground elevations ranging approximately from 255 feet to 260 feet above mean sea level. The surface soil is composed of light olive gray fine sand. The project is located within what is considered to be the California Creosote Bush Scrub plant community though the ground surface in the project area has been cleared of native vegetation in the past and existing vegetation include introduced and ruderal species such as landscaping plants and low-lying grasses. The Zoning designation that is applicable to the aforementioned parcels is Residential Estate (R -E). No General Plan Amendment or Zone Change would be required for the proposed residential development.
The City of Rancho Mirage determined, as part of the Initial Study's preparation, that a Mitigated Negative Declaration was the appropriate environmental document for the proposed project's CEQA review. The Initial Study and the Notice of Intent to Adopt a Mitigated Negative Declaration was forwarded to responsible agencies, trustee agencies, and the public for review and comment. A 30 -day public review period commenced on July 31, 2025 and ended on August 19, 2025 to allow these entities and other interested parties to comment on the proposed project and the findings of the Initial Study. Only one comment letter was received from the following State Agency:
• State of California — Natural Resources Agency Department of Fish and Wildlife. 3602 Inland Deserts Region, Ontario California 91764.
2. COMMENTS AND RESPONSE TO COMMENTS
2.1 COMMENTS & RESPONSES - CALIFORNIA DEPARTMENT OF FISH AND WILDLIFE Comment #1
The California Department of Fish and Wildlife (CDFW) received a Notice of Intent to Adopt a Mitigated Negative Declaration from the City of Rancho Mirage (City) for the Project pursuant to the California Environmental Quality Act (CEQA) and CEQA Guidelines.
Thank you for the opportunity to provide comments and recommendations regarding those activities involved in the Project that may affect California fish and wildlife. Likewise, we appreciate the opportunity to provide comments regarding those aspects of the Project that CDFW, by law, may be required to carry out or approve through the exercise of its own regulatory authority under the Fish and Game Code.
Response #1
The comment is noted for the record. No further response is required.
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Comment #2 CDFW Role
CDFW is California's Trustee Agency for fish and wildlife resources and holds those resources in trust by statute for all the people of the State. (Fish & G. Code, §§ 711.7, subd. (a) & 1802; Pub. Resources Code, § 21070; CEQA Guidelines § 15386, subd. (a).) CDFW, in its trustee capacity, has jurisdiction over the conservation, protection, and management of fish, wildlife, native plants, and habitat necessary for biologically sustainable populations of those species. (Id., § 1802.) Similarly, for purposes of CEQA, CDFW is charged by law to provide, as available, biological expertise during public agency environmental review efforts, focusing specifically on Projects and related activities that have the potential to adversely affect fish and wildlife resources.
CDFW is also submitting comments as a Responsible Agency under CEQA. (Pub. Resources Code, § 21069; CEQA Guidelines, § 15381.) CDFW expects that it may need to exercise regulatory authority as provided by the Fish and Game Code. As proposed, for example, the Project may be subject to CDFW's lake and streambed alteration regulatory authority. (Fish & G. Code, § 1600 et seq.) Likewise, to the extent implementation of the Project as proposed may result in "take" as defined by State law of any species protected under the California Endangered Species Act (CESA) (Fish & G. Code, § 2050 et seq.), the Project proponent may seek related take authorization as provided by the Fish and Game Code.
Response #2
The comment is noted for the record. No further response is required.
Comment #3 Project Description Summary
Proponent: Phillip Fomotor
Objective: The Project involves the subdivision of 16 single-family residential lots within 8 parcels totaling
19.81 acres and the development of those lots. The 16 individual lot sizes would range in land area from 42,476 square feet to 67,608 square feet. The lots would be arranged along Peterson Road around the proposed cul-de-sac roadway. The Project will undergo two phases. Currently, the three southern parcels would be subdivided into 8 lots: Lots 6, 7, 8, 9, 13, 14, 15, and 16. This would be phase 1 of the Project.
Phase 2 of the Project involves the remaining 5 northern parcels, which would be subdivided into 8 lots:
Lots 1, 2, 3, 4, 5, 10, 11, and 12.
All exterior lighting at the project site would be conditioned to be Dark -Sky compliant. Drought tolerant landscaping will be planted throughout the project site.
Location: The proposed Project is located north of the intersection of Mirage Cove Drive and Peterson Road in the City of Rancho Mirage, in the County of Riverside. Assessor's Parcel Numbers: 689-090-003, 689-130-004, 689-130-005, 689-130-013, 689- 130-014, 689-130-017, 689-130-018, and 689-140-022.
The proposed Project area is generally bounded on the north by the Whitewater River, on the west by Golden State Street, a private street with no access to the subject site, on the south by Mirage Cove Drive, and on the east by the Whitewater River and Kelley Lane.
Timeframe: The MND proposes Project construction to start in July 2025.
Response #3
The comment is noted for the record.
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Comment #4 Comments and Recommendations
CDFW has jurisdiction over the conservation, protection, and management of fish, wildlife, native plants, and habitat necessary for biologically sustainable populations of those species (i.e., biological resources).
CDFW offers the comments and recommendations below to assist the City in adequately identifying and/or mitigating the Project's significant, or potentially significant, direct and indirect impacts on fish and wildlife (biological) resources. The MND has not adequately identified and disclosed the Project's impacts (i.e., direct, indirect, and cumulative) on biological resources and whether those impacts are reduced to less than significant. CDFW's comments and recommendations on the MND are explained in greater detail below and summarized here. CDFW is concerned that the MND does not adequately identify or mitigate the Project's significant, or potentially significant, impacts to biological resources. CDFW requests that additional information and analyses be added to a revised MND, along with avoidance, minimization, and mitigation measures that avoid or reduce impacts to a level less than significant.
Response #4
The comment has been noted for the record. Biological surveys were conducted on the 19.8 -acre parcel.
The property is located in an area zoned for residential usage in Rancho Mirage, California. As part of the environmental process, California Department of Fish and Wildlife (CDFW) and U.S. Fish and Wildlife Service (USFWS) data sources were reviewed. Following the data review, surveys were performed on the site on October 4, 2022, during which the biological resources on the site and in the surrounding areas were documented by biologists from RCA Associates, Inc. As part of the surveys, the property and adjoining areas were evaluated for the presence of native habitats to determine if they supported populations of sensitive wildlife species. The property was also evaluated for the presence of sensitive habitats including wetlands, vernal pools, riparian habitats, and jurisdictional areas. Habitat assessments were also conducted for the desert tortoise and burrowing owl. In addition, data from USFWS, CDFW, and a search of the California Natural Diversity Database was completed. The Biological Report, in its entirety was included in Appendix A.
Comment #5 Existing Environmental Setting
Compliance with CEQA is predicated on a complete and accurate description of the environmental setting that may be affected by the proposed Project. CDFW is concerned that the assessment of the existing environmental setting has not been adequately analyzed in the MND. CDFW is concerned that without a complete and accurate description of the existing environmental setting, the MND may provide an incomplete analysis of Project -related environmental impacts. The MND lacks a complete and appropriate assessment of biological resources within the Project site and surrounding area specifically as it relates burrowing owl (Athene cunicularia) and an assessment of biological resources, as discussed in the Assessment of Biological Resources and Burrowing Owl sections below. A complete and accurate assessment of the environmental setting and Project -related impacts to biological resources is needed to both identify appropriate avoidance, minimization, and mitigation measures and demonstrate that these measures reduce Project impacts to less than significant.
Response #5
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RESPONSE TO COMMENTS
OCTOBER 2025
The relatively flat site is approximately 131 meters above sea level and contains no slope. The vegetation community present on site supports a disturbed desert scrub habitat encompassing mainly native plants and some non-native grasses. The site contains a few species of plant which include kelch grass (Schismus barbatus), creosote bush (Larrea tridentata), Four winged saltbush (Atriplex canescens), Asian mustard (Brassica tournefortii), Nettle leaved goosefoot (Chenopodiastrum murale) and Brittlebush (Encelia farinosa). The site also supports a minimal amount of wildlife, with many of them being birds. Species that were not observed, but are expected to occur on site given their abundance in the surrounding areas include California ground squirrel (Otospermophilus beecheyi) and antelope ground squirrel (Ammospermophilus leucurus). Birds observed included common ravens (Corvus corax), house finch (Carpodacus mexicanus), house sparrow (Passer domesticus), Anna's hummingbird (Calypte anna), red-tailed hawk (Buteo. The site is located within documented burrowing owl habitat according to CNDDB (2024). No owls were seen on the property during the survey, and minimal suitable habitat was observed. Burrowing owls are not expected to occur on the site due to lack of suitable vegetation and burrows. Mitigation was included to address the potential impacts to burrowing owls during construction activities.
Comment #6 Mitigation Measures
CEQA requires that an MND include mitigation measures to avoid or reduce significant impacts. CDFW is concerned that the mitigation measures proposed in the MND are not adequate to avoid or reduce impacts to biological resources to below a level of significance. To support the City in ensuring that Project impacts to biological resources are reduced to less than significant, CDFW recommends revising the mitigation measures for burrowing owl, nesting birds, and special -status plants, and adding mitigation measures for artificial nighttime lighting and the Coachella Valley Multiple Species Habitat Conservation Plan (CVMSHCP).
Response #6
Later in this RTC document, new and/or revised mitigation measures have been identified where appropriate. These include measures that address potential construction impacts to burrowing owls, nesting birds, and special status plant species. These measures are identified in the responses that follow. In addition, the Mitigation Monitoring and Reporting Program was revised to reflect the new or revised mitigation.
Comment #7 Assessment of Biological Resources