Cathedral City City Council
January 8, 2025

2021 Whitewater River Region WQMP The Wren (APN 670-110-043) – Cathedral City, CA 92234 Project Specific Preliminary Water Quality Management Plan For: The Wren (APN 670-110-043) Cathedral City, CA 92234 DEVELOPMENT NO. E-XXXX DESIGN REVIEW NO. Prepared for: Coachella Valley Community Development Group, Inc. 36101 Bob Hope Drive, Ste. E5 Rancho Mirage, CA 92270 Telephone: 626-277-6782 Prepared by: Keith A. Christiansen P.E. Christiansen & Company 5225 Canyon Crest Drive, Ste. 251 Riverside, California 92507 Telephone: 951-323-4713 Original Date Prepared: October 11, 2023 Revision Date(s):

2021 Whitewater River Region WQMP The Wren (APN 670-110-043) – Cathedral City, CA 92234 Date: 10/11/23
OWNER'S CERTIFICATION This project-specific Water Quality Management Plan (WQMP) has been prepared for: Stefan Vogel by Keith A. Christiansen for the project known as The Wren, APN 670-110-043 This WQMP is intended to comply with the requirements of Cathedral City for APN 670-110-043, which includes the requirement for the preparation and implementation of a project-specific WQMP. The undersigned, while owning the property/project described in the preceding paragraph, shall be responsible for the implementation of this WQMP and will ensure that this WQMP is amended as appropriate to reflect up-to-date conditions on the site. This WQMP will be reviewed with the facility operator, facility supervisors, employees, tenants, maintenance and service contractors, or any other party (or parties) having responsibility for implementing portions of this WQMP. At least one copy of this WQMP will be maintained at the project site or project office in perpetuity. The undersigned is authorized to certify and to approve implementation of this WQMP. The undersigned is aware that implementation of this WQMP is enforceable under Cathedral City Water Quality Ordinance (Municipal Code Section CCMC Title 15.10). If the undersigned transfers its interest in the subject property/project, the undersigned shall notify the successor in interest of its responsibility to implement this WQMP. "I, the undersigned, certify under penalty of law that I am the owner of the property that is the subject of this WQMP, and that the provisions of this WQMP have been reviewed and accepted and that the WQMP will be transferred to future successors in interest." ATTEST Owner's Signature Stefan Vogel ______ Owner's Printed Name President Owner's Title/Position Date Stefan Vogel 36101 Bob Hope Drive, Ste. E5 Rancho Mirage, CA 92270 Telephone: 626-277-6782 THIS FORM SHALL BE NOTARIZED BEFORE ACCEPTANCE OF THE FINAL PROJECT SPECIFIC WQMP Notary Signature Printed Name Title/Position Date 2021 Whitewater River Region WQMP The Wren (APN 670-110-043) – Cathedral City, CA 92234 10/11/23 1-i
Contents SECTION PAGE I. Project Description ....................................................................................................... 1 II. Site Characterization .................................................................................................... 4 III. Pollutants of Concern .................................................................................................. 6 IV. Hydrologic Conditions of Concern ............................................................................ 7 V. Best Management Practices ....................................................................................... 8 V.1 SITE DESIGN BMP CONCEPTS, LID/SITE DESIGN AND TREATMENT CONTROL BMPS 8 V.1.A SITE DESIGN BMP CONCEPTS AND LID/SITE DESIGN BMPS .......................... 10 V.1.B TREATMENT CONTROL BMPS ........................................................................ 19 V.1.C MEASURABLE GOAL SUMMARY ...................................................................... 21 V.2 SOURCE CONTROL BMPS ....................................................................................22 V.3 EQUIVALENT TREATMENT CONTROL BMP ALTERNATIVES ......................................24 V.4 REGIONALLY-BASED BMPS ..................................................................................24 VI. Operation and Maintenance Responsibility for BMPs .......................................... 25 VII. Funding ........................................................................................................................ 26 TABLES TABLE 1. POLLUTANT OF CONCERN SUMMARY 6 TABLE 2. BMP SELECTION MATRIX BASED UPON POLLUTANT OF CONCERN REMOVAL EFFICIENCY 9 TABLE 3. IMPLEMENTATION OF SITE DESIGN BMP CONCEPTS 11 TABLE 4. LID/SITE DESIGN BMPS MEETING THE LID/SITE DESIGN MEASURABLE GOAL 18 TABLE 5: TREATMENT CONTROL BMP SUMMARY 20 TABLE 6: MEASURABLE GOAL SUMMARY 21 TABLE 7. SOURCE CONTROL BMPS 22 APPENDICES A. CONDITIONS OF APPROVAL B. VICINITY MAP, WQMP SITE PLAN, AND RECEIVING WATERS MAP C. SUPPORTING DETAIL RELATED TO HYDROLOGIC CONDITIONS OF CONCERN (IF APPLICABLE) D. EDUCATIONAL MATERIALS E. SOILS REPORT (IF APPLICABLE) F. STRUCTURAL BMP AND/OR RETENTION FACILITY SIZING CALCULATIONS AND DESIGN DETAILS 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 H. PHASE 1 ENVIRONMENTAL SITE ASSESSMENT – SUMMARY OF SITE REMEDIATION CONDUCTED AND USE RESTRICTIONS I. PROJECT-SPECIFIC WQMP SUMMARY DATA FORM 2021 Whitewater River Region WQMP The Wren (APN 670-110-043) – Cathedral City, CA 92234 10/11/23 1-1
I. Project Description Project Owner: Stefan Vogel 36101 Bob Hope Drive, Ste. E5 Rancho Mirage, CA 92270 Telephone: 626-277-6782 WQMP Preparer: Keith A. Christiansen P.E. 5225 Canyon Crest drive, Ste. 251 Riverside, California 92507 Telephone: 951-323-4713 Project Site Address: XXXXX Rosemount Avenue Cathedral City, CA 92234 Planning Area/ Community Name/ Development Name: The Wren APN Number(s): 670-110-043 Latitude & Longitude: 33°49'39.9"N 116°27'24.6"W Receiving Water: Whitewater River Channel, Coachella Valley Stormwater Channel Project Site Size: 10.48 ac. Standard Industrial Classification (SIC) Code: 7000, 7011 Formation of Home Owners' Association (HOA) or Property Owners Association (POA): Y N 2021 Whitewater River Region WQMP The Wren (APN 670-110-043) – Cathedral City, CA 92234 10/11/23 1-2
Additional Permits/Approvals required for the Project: AGENCY Permit required State Department of Fish and Wildlife, Fish and Game Code §1602 Streambed Alteration Agreement Y N State Water Resources Control Board, Clean Water Act (CWA) Section 401 Water Quality Certification Y N US Army Corps of Engineers, CWA Section 404 permit Y N US Fish and Wildlife, Endangered Species Act Section 7 biological opinion Y N Statewide Construction General Permit Coverage Y N Statewide Industrial General Permit Coverage Y N Other (please list in the space below as required) City of Cathedral City, Grading, Construction and Encroachment Permits. 2021 Whitewater River Region WQMP The Wren (APN 670-110-043) – Cathedral City, CA 92234 10/11/23 1-3
The Wren (APN 670-110-043) site is located at the northeast corner of Date Palm Drive and Rosemount Avenue in the City of Cathedral City, Ca. The existing site is vacant and approximately 10.48 acres. No offsite flows enter the site. Date Palm drive is an existing full width (43’ curb to curb and 20’ landscape area) and all flows within Date Palm Drive are isolated within the existing street section. Therefore, flows to Date Palm drive are not altered or added to. Rosemount Avenue along the south has a small portion of existing improvements (approximately 180’ along the easterly frontage of said project. All flows from the intersection of Date Palm and Rosemount Avenue traverse easterly to the existing street improvements to the east. The Wren proposed site shall be comprised of 12 Apartment buildings, clubhouse with pool, asphalt parking, landscaping, curbs, gutters and 5 storm drain systems (62.50 impervious surface) over 10.48 acres. All flows within the project are directed to the proposed project retention basin located along the easterly property line of the project site. Appendix A of this project-specific WQMP includes a complete copy of the final Conditions of Approval. Appendix B of this project-specific WQMP includes: a. A Vicinity Map identifying the project site and surrounding planning areas in sufficient detail; and b. A Site Plan for the project. The Site Plan included as part of Appendix B depicts the following project features:  Location and identification of all structural BMPs, including Source Control, LID/Site Design and Treatment Control BMPs.  Landscaped areas.  Paved areas and intended uses (i.e., parking, outdoor work area, outdoor material storage area, sidewalks, patios, tennis courts, etc.).  Number and type of structures and intended uses (i.e., buildings, tenant spaces, dwelling units, community facilities such as pools, recreation facilities, tot lots, etc.).  Infrastructure (i.e., streets, storm drains, etc.) that will revert to public agency ownership and operation.  Location of existing and proposed public and private storm drainage facilities (i.e., storm drains, channels, basins, etc.), including catch basins and other inlets/outlet structures. Existing and proposed drainage facilities should be clearly differentiated.  Location(s) of Receiving Waters to which the project directly or indirectly discharges.  Location of points where onsite (or tributary offsite) flows exit the property/project site.  Delineation of proposed drainage area boundaries, including tributary offsite areas, for each location where flows exit the project site and existing site (where existing site flows are required to be addressed). Each tributary area should be clearly denoted.  Pre- and post-project topography. Appendix I is a one page form that summarizes pertinent information relative to this project-specific WQMP. 2021 Whitewater River Region WQMP The Wren (APN 670-110-043) – Cathedral City, CA 92234 10/11/23 1-4
II. Site Characterization Land Use Designation or Zoning: Residential Current Property Use: Vacant Proposed Property Use: Residential Availability of Soils Report: Y N Note: A soils report is required if infiltration BMPs are utilized. Attach report in Appendix E. Phase 1 Site Assessment: Y N Note: If prepared, attached remediation summary and use restrictions in Appendix H. 2021 Whitewater River Region WQMP The Wren (APN 670-110-043) – Cathedral City, CA 92234 10/11/23 1-5
Receiving Waters for Urban Runoff from Site Receiving Waters EPA Approved 303(d) List Impairments Designated Beneficial Uses Proximity to RARE Beneficial Use Designated Receiving Waters WHITEWATER RIVER CHANNEL None MUN, AGR, GWR, REC1, REC2, COLD, WILD AND POW, intermittent WARM 3.14 MILES COACHELLA VALLEY STORM WATER CHANNEL Indicator Bacteria (pathogens), Pesticides (Toxaphene. Dieldrin, DDT) Organic Compounds (PCB'S), Nitrogen-ammonia (nutrients), Toxicity – source unknown FRSH, REC I, REC II, WARM WILD, RARE 0 MILES 2021 Whitewater River Region WQMP The Wren (APN 670-110-043) – Cathedral City, CA 92234 10/11/23 1-6
III. Pollutants of Concern Table 1. Pollutant of Concern Summary Pollutant Category Potential for Project and/or Existing Site Causing Receiving Water Impairment Bacteria/Virus YES YES Metals YES NO Nutrients YES YES Toxic Organic Compounds NO YES Sediment/Turbidity YES NO Trash & Debris YES NO Oil & Grease YES NO Other (specify pollutant): Other (specify pollutant): Note: PCBs are a toxic organic but not expected to be present or discharged from this site. 2021 Whitewater River Region WQMP The Wren (APN 670-110-043) – Cathedral City, CA 92234 10/11/23 1-7
IV. Hydrologic Conditions of Concern Local Jurisdiction Requires On-Site Retention of Urban Runoff: Yes The project will be required to retain urban runoff onsite in conformance with local ordinance (See Table 6 of the WQMP Guidance document, "Local Land use Authorities Requiring Onsite Retention of Stormwater"). This section does not need to be completed; however, retention facility design details and sizing calculations must be included in Appendix F. No This section must be completed. This Project meets the following condition: Condition A: 1) Runoff from the Project is discharged directly to a publicly-owned, operated and maintained MS4 or engineered and maintained channel, 2) the discharge is in full compliance with local land use authority requirements for connections and discharges to the MS4 (including both quality and quantity requirements), 3) the discharge would not significantly impact stream habitat in proximate Receiving Waters, and 4) the discharge is authorized by the local land use authority. Condition B: The project disturbs less than 1 acre and is not part of a larger common plan of development that exceeds 1 acre of disturbance. The disturbed area calculation must include all disturbances associated with larger plans of development. Condition C: The project's runoff flow rate, volume, velocity and duration for the post-development condition do not exceed the pre-development condition for the 2-year, 24-hour and 10-year 24-hour rainfall events. This condition can be achieved by, where applicable, complying with the local land use authority's on-site retention ordinance, or minimizing impervious area on a site and incorporating other Site-Design BMP concepts and LID/Site Design BMPs that assure non-exceedance of pre-development conditions. This condition must be substantiated by hydrologic modeling methods acceptable to the local land use authority. None: Refer to Section 3.4 of the Whitewater River Region WQMP Guidance document for additional requirements. Supporting engineering studies, calculations, and reports are included in Appendix C. 2 year – 24 hour 10 year – 24 hour Precondition Post-condition Precondition Post-condition Discharge (cfs) Velocity (fps) Volume (cubic feet) Duration (minutes) 2021 Whitewater River Region WQMP The Wren (APN 670-110-043) – Cathedral City, CA 92234 10/11/23 1-8
V. Best Management Practices This project implements Best Management Practices (BMPs) to address the Pollutants of Concern that may potentially be generated from the use of the Project Site. These BMPs have been selected and implemented to comply with Section 3.5 of the WQMP Guidance document, and consist of Site Design BMP concepts, Source Control, LID/Site Design and, if/where necessary, Treatment Control BMPs as described herein. V.1 SITE DESIGN BMP CONCEPTS, LID/SITE DESIGN AND TREATMENT CONTROL BMPS Local Jurisdiction Requires On-Site Retention of Urban Runoff: Yes The project will be required to retain Urban Runoff onsite in conformance with local ordinance (See Table 6 of the WQMP Guidance document, "Local Land use Authorities Requiring Onsite Retention of Stormwater). The LID/Site Design measurable goal has thus been met (100%), and Sections V.1.A and V.1.B do not need to be completed; however, retention facility design details and sizing calculations must be included in Appendix F, and '100%' should be entered into Column 3 of Table 6 below. No Section V.1 must be completed. This section of the Project-Specific WQMP documents the LID/Site Design BMPs and, if/where necessary, the Treatment Control BMPs that will be implemented on the project to meet the requirements detailed within Section 3.5.1 of the WQMP Guidance document. Section 3.5.1 includes requirements to implement Site Design Concepts and BMPs, and includes requirements to address Pollutants of Concern with BMPs. Further, sub-section 3.5.1.1 specifically requires that Pollutants of Concern be addressed with LID/Site Design BMPs to the extent feasible. LID/Site Design BMPs are those BMPs listed within Table 2 below which promote retention and/or feature a natural treatment mechanism; off-site and regionally-based BMPs are also LID/Site Design BMPs, and therefore count towards the measurable goal, if they fit these criteria. This project incorporates LID/Site Design BMPs to fully address the Treatment Control BMP requirement where and to the extent feasible. If and where it has been acceptably demonstrated to the local land use authority that it is infeasible to fully meet this requirement with LID/Site Design BMPs, Section V.1.B (below) includes a description of the conventional Treatment Control BMPs that will be substituted to meet the same requirements. In addressing Pollutants of Concern, BMPs are selected using Table 2 below. 2021 Whitewater River Region WQMP The Wren (APN 670-110-043) – Cathedral City, CA 92234 10/11/23 1-9
Table 2. BMP Selection Matrix Based Upon Pollutant of Concern Removal Efficiency (1) (Sources: Riverside County Flood Control & Water Conservation District Design Handbook for Low Impact Development Best Management Practices, dated September 2011, the Orange County Technical Guidance Document for Water Quality Management Plans, dated May 19, 2011, and the Caltrans Treatment BMP Technology Report, dated April 2010 and April 2008) Pollutant of Concern Landscape Swale2, 3 Landscape Strip2, 3 Biofiltration (with underdrain)2, 3 Extended Detention Basin2 Sand Filter Basin2 Infiltration Basin2 Infiltration Trench2 Permeable Pavement2 Bioretention (w/o underdrain)2, 3 Other BMPs Including Proprietary BMPs4, 6 Sediment & Turbidity M M H M H H H H H Varies by Product5 Nutrients L/M L/M M L/M L/M H H H H Toxic Organic Compounds M/H M/H M/H L L/M H H H H Trash & Debris L L H H H H H L H Bacteria & Viruses (also: Pathogens) L M H L M H H H H Oil & Grease M M H M H H H H H Heavy Metals M M/H M/H L/M M H H H H Abbreviations: L: Low removal efficiency M: Medium removal efficiency H: High removal efficiency Notes: (1) Periodic performance assessment and updating of the guidance provided by this table may be necessary. (2) Expected performance when designed in accordance with the most current edition of the document, "Riverside County, Whitewater River Region Stormwater Quality Best Management Practice Design Handbook". (3) Performance dependent upon design which includes implementation of thick vegetative cover. Local water conservation and/or landscaping requirements should be considered; approval is based on the discretion of the local land use authority. (4) Includes proprietary stormwater treatment devices as listed in the CASQA Stormwater Best Management Practices Handbooks, other stormwater treatment BMPs not specifically listed in this WQMP (including proprietary filters, hydrodynamic separators, inserts, etc.), or newly developed/emerging stormwater treatment technologies. (5) Expected performance should be based on evaluation of unit processes provided by BMP and available testing data. Approval is based on the discretion of the local land use authority. (6) When used for primary treatment as opposed to pre-treatment, requires site-specific approval by the local land use authority. 2021 Whitewater River Region WQMP The Wren (APN 670-110-043) – Cathedral City, CA 92234 10/11/23 1-10
V.1.A SITE DESIGN BMP CONCEPTS AND LID/SITE DESIGN BMPS This section documents the Site Design BMP concepts and LID/Site Design BMPs that will be implemented on this project to comply with the requirements detailed in Section 3.5.1 of the WQMP Guidance document.  Table 3 herein documents the implementation of the Site Design BMP Concepts described in sub-sections 3.5.1.3 and 3.5.1.4.  Table 4 herein documents the extent to which this project has implemented the LID/Site Design goals described in sub-section 3.5.1.1. 2021 Whitewater River Region WQMP The Wren (APN 670-110-043) – Cathedral City, CA 92234 10/11/23 1-11
Table 3. Implementation of Site Design BMP Concepts Included Brief Reason for BMPs Indicated as No or N/A Design Concept Technique Specific BMP Yes No N/A
Site Design BMP Concept 1 Minimize Urban Runoff, Minimize Impervious Footprint, and Conserve Natural Areas (See WQMP Section 3.5.1.3) Conserve natural areas by concentrating or clustering development on the least environmentally sensitive portions of a site while leaving the remaining land in a natural, undisturbed condition.

Conserve natural areas by incorporating the goals of the Multi-Species Habitat Conservation Plan or other natural resource plans.

Preserve natural drainage features and natural depressional storage areas on the site.

Maximize canopy interception and water conservation by preserving existing native trees and shrubs, and planting additional native or drought tolerant trees and large shrubs.

Use natural drainage systems. Utilize Retention Basin Where applicable, incorporate Self-Treating Areas Depressed landscaping when available Where applicable, incorporate Self-Retaining Areas Depressed landscaping when available Increase the building floor to area ratio (i.e., number of stories above or below ground).

Construct streets, sidewalks and parking lot aisles to minimum widths necessary, provided that public safety and a walkable environment for pedestrians are not compromised.

Reduce widths of streets where off-street parking is available. Existing Street Minimize the use of impervious surfaces, such as decorative concrete, in the landscape design.

2021 Whitewater River Region WQMP The Wren (APN 670-110-043) – Cathedral City, CA 92234 10/11/23 1-12
Other comparable and equally effective Site Design BMP concept(s) as approved by the local land use authority (Note: Additional narrative required to describe BMP and how it addresses site design concept). All onsite post drainage to Retention Basin

2021 Whitewater River Region WQMP The Wren (APN 670-110-043) – Cathedral City, CA 92234 10/11/23 1-13
Table 3. Site Design BMP Concepts (continued) Included Brief Reason for Each BMP Indicated as No or N/A Design Concept Technique Specific BMP Yes No N/A Site Design BMP Concept 2 Minimize Directly Connected Impervious Area (See WQMP Section 3.5.1.4) Design residential and commercial sites to contain and infiltrate roof runoff, or direct roof runoff to landscaped swales or buffer areas. Drain impervious sidewalks, walkways, trails, and patios into adjacent landscaping. Incorporate landscaped buffer areas between sidewalks and streets. Use natural or landscaped drainage swales in lieu of underground piping or imperviously lined swales. Where soil conditions are suitable, use perforated pipe or gravel filtration pits for low flow infiltration. Retention Basin Maximize the permeable area by constructing walkways, trails, patios, overflow parking, alleys, driveways, low-traffic streets, and other low-traffic areas with open-jointed paving materials or permeable surfaces such as pervious concrete, porous asphalt, unit pavers, and granular materials. Majority of site allows drainage to continue historically Use one or more of the following: Rural swale system: street sheet flows to landscaped swale or gravel shoulder, curbs used at street corners, and culverts used under driveways and street crossings. Existing Streets Urban curb/swale system: street slopes to curb; periodic swale inlets drain to landscaped swale or biofilter. All onsite post drainage to Retention Basin Dual drainage system: first flush captured in street catch basins and discharged to adjacent vegetated swale or gravel shoulder; high flows connect directly to MS4s. All onsite post drainage to onsite Retention Basin 2021 Whitewater River Region WQMP The Wren (APN 670-110-043) – Cathedral City, CA 92234 10/11/23 1-14
Included Brief Reason for Each BMP Indicated as No or N/A Design Concept Technique Specific BMP Yes No N/A Other comparable and equally effective Site Design BMP concept(s) as approved by the local land use authority (Note: Additional narrative required to describe BMP and how it addresses site design concept). All onsite post-development drainage flows into the on-site Retention/Infiltration Basins Use one or more of the following for design of driveways and private residential parking areas: Design driveways with shared access, flared (single lane at street), or wheel strips (paving only under the tires). No shared Driveways Uncovered temporary or guest parking on residential lots paved with a permeable surface, or designed to drain into landscaping. 2021 Whitewater River Region WQMP The Wren (APN 670-110-043) – Cathedral City, CA 92234 10/11/23 1-15
Table 3. Site Design BMP Concepts (continued) Included Brief Reason for Each BMP Indicated as No or N/A Design Concept Technique Specific BMP Yes No N/A Site Design BMP Concept 2 (cont'd) Minimize Directly Connected Impervious Area (See WQMP Section 3.5.1.4) Other comparable and equally effective Site Design BMP concept(s) as approved by the local land use authority (Note: Additional narrative required to describe BMP and how it addresses site design concept). All onsite drainage to onsite Retention Basin. Use one or more of the following for design of parking areas: Where landscaping is proposed in parking areas, incorporate parking area landscaping into the drainage design. Overflow parking (parking stalls provided in excess of the Permittee's minimum parking requirements) may be constructed with permeable pavement. No. Blowsand area. Excessive maintenance Other comparable and equally effective Site Design BMP (or BMPs) as approved by the local land use authority (Note: Additional narrative required describing BMP and how it addresses site design concept). All onsite drainage to onsite Retention Basin. 2021 Whitewater River Region WQMP The Wren (APN 670-110-043) – Cathedral City, CA 92234 10/11/23 1-16
Project Site Design BMP Concepts: Site Design Concept 1 Conserve natural areas by concentrating on cluster development on the least sensitive portions of the site while leaving the remaining land in a natural, undisturbed condition- Yes Conserve natural areas by incorporating the goals of the multi-species habitat conservation plan or other natural resource plan- Yes. Preserve natural drainage features and natural depressional storage areas- Yes Maximize canopy interception and water conservation by preserving existing native trees and shrubs, and planting additional native or drought tolerant trees and large shrubs- Yes. Plant additional native trees and shrubs. Use natural drainage systems- Yes. Majority of site allows historical drainage pattern Where applicable, incorporate self-treating areas- Yes. Depressed landscape where available Where applicable, incorporate self-retaining areas- Yes. Depressed landscape where available Increase the building floor ratio- Yes. Two stories. Construct streets, sidewalks and parking lot aisles to minimum width necessary- N/A. Existing Street Reduce widths of streets where off-street parking is available- N/A. Existing Street Minimize the use of impervious surfaces, such as decorative concrete in the landscape design- Yes Decorative concrete utilized. Openings in concrete Other comparable and equally effective site design bmp as approved by the permittee- Yes. Retention Basin utilized. Site Design Concept 2 Design residential and commercial sites to contain and infiltrate roof runoff, or direct roof runoff to landscaped swales or buffer areas. Yes. All onsite post drainage to Retention Basin. Drain impervious sidewalks into adjacent landscaping- Yes. Runoff from sidewalks and walkways shall drain towards landscaping where possible. Incorporate landscape buffer areas between sidewalks and streets- N/A. Existing Street Where soil conditions are suitable, use perforated pipe or gravel filtration pits for low flow infiltration- Yes. All onsite post drainage Retention basin. Maximize the permeable area by constructing walkways, trails, patios, overflow parking, alleys, driveways, low-traffic streets and other low traffic areas with open jointed paving materials or permeable surfaces such as pervious concrete, porous asphalt, unit pavers and granular materials- Yes. Landscape areas have been increased. Rural swale system: street sheet flows to landscaped swale or gravel shoulder, curbs used at street corners, and culverts used under driveways and street crossings. N/A. Existing Street. Urban curb/swale system: street slopes to curb; periodic swale inlets drain to landscaping swale or biofilter. N/A. Existing Street Dual drainage system: first flush captured and discharged to adjacent vegetated swale or gravel shoulder No. All onsite post drainage to Retention Basin. Other comparable and equally effective Site Design BMP concept(s) as approved by the local land use authority (Note: Additional narrative required to describe BMP and how it is addresses site design concept. Post Drainage to Retention basin for storm water retention. Design driveways with shared access- No shared driveways. Uncovered temporary or quest parking on residential lots paved with a permeable surface, or designed to drain into landscaping- Yes. Drainage to landscaping where possible. 2021 Whitewater River Region WQMP The Wren (APN 670-110-043) – Cathedral City, CA 92234 10/11/23 1-17
Other comparable and equally effective Site Design BMP concept(s) as approved by the local land use authority (Note: Additional narrative required to describe BMP and how it is addresses site design concept). Retention Basin shall contain all first flush and incremental volumes. Where landscaping is proposed in parking areas, incorporate parking area landscaping into the drainage design- Yes. Landscape areas to be depressed where feasible. Overflow parking (parking stalls provided in excess of the permittee’s minimum parking requirements) may be constructed with permeable pavement- No overflow parking. Other comparable and equally effective Site Design BMP concept(s) as approved by the local land use authority (Note: Additional narrative required to describe BMP and how it is addresses site design concept). Onsite Retention Basin shall contain all first flush and incremental volumes. BMP IMPLEMENTATION MAINTENANCE & INSPECTION REQUIREMENTS MAINTENANCE & INSPECTION FREQUENCY Retention Basin OCCUPANCY REFER TO SECTION VI REFER TO SECTION VI Alternative Project Site Design BMP Concepts: N/A 2021 Whitewater River Region WQMP The Wren (APN 670-110-043) – Cathedral City, CA 92234 10/11/23 1-18
Table 4. LID/Site Design BMPs Meeting the LID/Site Design Measurable Goal (1) (2) (3) (4) (5) (6) (7) DRAINAGE SUB-AREA ID OR NO. LID/SITE DESIGN BMP TYPE* POTENTIAL POLLUTANTS OF CONCERN WITHIN DRAINAGE SUB-AREA POTENTIAL POLLUTANTS WITHIN SUB-AREA CAUSING RECEIVING WATER IMPAIRMENTS EFFECTIVENESS OF LID/SITE DESIGN BMP AT ADDRESSING IDENTIFIED POTENTIAL POLLUTANTS BMP MEETS WHICH DESIGN CRITERIA? TOTAL AREA WITHIN DRAINAGE SUB-AREA (See Table 2) (Refer to Table 1) (Refer to Table 1) (U, L, M, H/M, H; see Table 2) (Identify as VBMP OR QBMP) (Nearest 0.1 acre) DMA1 RETENTION/INFILTRATION BASIN BACTERIA, VIRUS NONE H/M VBMP 10.48 TOTAL PROJECT AREA TREATED WITH LID/SITE DESIGN BMPs (NEAREST 0.1 ACRE) 10.48 * LID/Site Design BMPs listed in this table are those that completely address the 'Treatment Control BMP requirement' for their drainage sub-area. 2021 Whitewater River Region WQMP The Wren (APN 670-110-043) – Cathedral City, CA 92234 10/11/23 1-19
Justification of infeasibility for sub-areas not addressed with LID/Site Design BMPs N/A V.1.B TREATMENT CONTROL BMPS Conventional Treatment Control BMPs shall be implemented to address the project's Pollutants of Concern as required in WQMP Section 3.5.1 where, and to the extent that, Section V.1.A has demonstrated that it is infeasible to meet these requirements through implementation of LID/Site Design BMPs. The LID/Site Design BMPs described in Section V.1.A of this project-specific WQMP completely address the 'Treatment Control BMP requirement' for the entire project site (and where applicable, entire existing site) as required in Section 3.5.1.1 of the WQMP Guidance document. Supporting documentation for the sizing of these LID/Site Design BMPs is included in Appendix F. *Section V.1.B does not need to be completed. The LID/Site Design BMPs described in Section V.1.A of this project-specific WQMP do NOT completely address the 'Treatment Control BMP requirement' for the entire project site (or where applicable, entire existing site) as required in Section 3.5.1.1 of the WQMP. *Section V.1.B must be completed. The Treatment Control BMPs identified in this section are selected, sized and implemented to treat the design criteria of VBMP and/or QBMP for all project (and if required, existing site) drainage sub-areas which were not fully addressed using LID/Site Design BMPs. Supporting documentation for the sizing of these Treatment Control BMPs is included in Appendix F. 2021 Whitewater River Region WQMP The Wren (APN 670-110-043) – Cathedral City, CA 92234 10/11/23 1-20
Table 5: Treatment Control BMP Summary (1) (2) (3) (4) (5) (6) (7) DRAINAGE SUB-AREA ID OR NO. TREATMENT CONTROL BMP TYPE* POTENTIAL POLLUTANTS OF CONCERN WITHIN DRAINAGE SUB-AREA POTENTIAL POLLUTANTS WITHIN SUB-AREA CAUSING RECEIVING WATER IMPAIRMENTS EFFECTIVENESS OF TREATMENT CONTROL BMP AT ADDRESSING IDENTIFIED POTENTIAL POLLUTANTS BMP MEETS WHICH DESIGN CRITERIA? TOTAL AREA WITHIN DRAINAGE SUB-AREA (See Table 2) (Refer to Table 1) (Refer to Table 1) (U, L, M, H/M, H; see Table 2) (Identify as VBMP OR QBMP) (Nearest 0.1 acre) TOTAL PROJECT AREA TREATED WITH TREATMENT CONTROL BMPs (NEAREST 0.1 ACRE) 0 2021 Whitewater River Region WQMP The Wren (APN 670-110-043) – Cathedral City, CA 92234 10/11/23 1-21
V.1.C MEASURABLE GOAL SUMMARY This section documents the extent to which this project has met the measurable goal described in WQMP Section 3.5.1.1 of addressing 100% of the project's 'Treatment Control BMP requirement' with LID/Site Design BMPs. Projects required to retain Urban Runoff onsite in conformance with local ordinance are considered to have met the measurable goal; for these instances, '100%' is entered into Column 3 of the Table. Table 6: Measurable Goal Summary (1) (2) (3) Total Area Treated with LID/Site Design BMPs Total Area Treated with Treatment Control BMPs % of Treatment Control BMP Requirement addressed with LID/Site Design BMPs (Last row of Table 4) (Last row of Table 5) 10.48 0 100% 2021 Whitewater River Region WQMP The Wren (APN 670-110-043) – Cathedral City, CA 92234 10/11/23 1-22
V.2 SOURCE CONTROL BMPS This section identifies and describes the Source Control BMPs applicable and implemented on this project. Table 7. Source Control BMPs BMP Name Check One If not applicable, state brief reason Included Not Applicable Non-Structural Source Control BMPs Education for Property Owners, Operators, Tenants, Occupants, or Employees Activity Restrictions Irrigation System and Landscape Maintenance Common Area Litter Control Street Sweeping Private Streets and Parking Lots Drainage Facility Inspection and Maintenance Structural Source Control BMPs Storm Drain Inlet Stenciling and Signage Landscape and Irrigation System Design Protect Slopes and Channels Provide Community Car Wash Racks Properly Design*: Fueling Areas none on site Air/Water Supply Area Drainage none on site Trash Storage Areas Loading Docks none on site Maintenance Bays none on site Vehicle and Equipment Wash Areas Outdoor Material Storage Areas none on site Outdoor Work Areas or Processing Areas none on site Provide Wash Water Controls for Food Preparation Areas *Details demonstrating proper design must be included in Appendix F. 2021 Whitewater River Region WQMP The Wren (APN 670-110-043) – Cathedral City, CA 92234 10/11/23 1-23
NON STRUCTURAL SOURCE CONTROL BMP'S 1. BMP Educational Materials are included in Appendix D of this document and are available to the property owner and construction employees for BMP measures 2. Operational Activity shall be restricted to the confines of the project site. The Retention Basin shall be inspected and cleaned after every storm event. All cleaning of debris from grounds shall be on a weekly basis. 3. Irrigation system shall be maintained so as to minimize overspray and over-watering. All landscaping shall be maintained to accept proper watering methods and irrigation containment. Landscape maintenance waste shall be properly collected and disposed of to prevent discharges of waste into adjacent properties. 4. Litter shall be contained in designated trash enclosures. 5. Sweeping of private driveway shall be maintained by the Owner. Street Sweeping Maintenance shall commence at time of Occupancy and shall be weekly and after every storm event. STRUCTURAL SOURCE CONTROL BMP'S 1. Where landscaping is proposed the landscaping shall be drought tolerant with minimal irrigation required. Irrigation shall be designed for minimal overspray and runoff. 2. There are no channels on the property. 3. There are no Fueling Areas on the property. 4. All trash enclosures are onsite and private 5. There are no Loading Docks on this expansion property. 6. There are no Maintenance Bays on the property. 7. There are no Vehicle and Equipment Wash areas. 8. There are no Material Storage Areas on the property. 9. There are no Outdoor Work Areas or Processing Areas on this property. 10. There are Food Preparation areas on this property Appendix D includes copies of the educational materials (described in Section 3.5.2.1 of the WQMP Guidance document) that will be used in implementing this project-specific WQMP. 2021 Whitewater River Region WQMP The Wren (APN 670-110-043) – Cathedral City, CA 92234 10/11/23 1-24
V.3 EQUIVALENT TREATMENT CONTROL BMP ALTERNATIVES N/A V.4 REGIONALLY-BASED BMPS N/A 2021 Whitewater River Region WQMP The Wren (APN 670-110-043) – Cathedral City, CA 92234 10/11/23 1-25
VI. Operation and Maintenance Responsibility for BMPs Appendix G of this project-specific WQMP includes copies of CC&Rs, Covenant and Agreements, BMP Maintenance Agreement and/or other mechanisms used to ensure the ongoing operation, maintenance, funding, transfer and implementation of the project-specific WQMP requirements. Maintenance of the retention basins and all Source Control BMPs shall be the responsibility of the property owner. Individual lots will be transferred from owner to owner. Responsible parties for all maintenance and upkeep: Coachella Valley Development Group Inc. 36101 Bob Hope Drive, Ste. E5 Rancho Mirage, CA 92270 Telephone: 626-277-6782 Contact: Stefan Vogel Prior to occupancy the funding source, Coachella Valley Development Group Inc., must enter into a Maintenance Agreement with the City of Cathedral City to ensure that the property owner properly maintains all project specific BMP’s as discussed and outlined in this document. Drainage Facilities: START DATES 12/01/23 O and M Activities Schedule and Frequency 1. Inspect, repair, and replace any broken or buried drain grates. Inspect weekly and replace immediately. 2. Inspect and remove trash and debris from catch basin inlets, Storm Drain Mains. If sediment or trash exist remove and dispose as directed hereon. Inspect and maintain Retention Basin Inspect prior to the rainy season (September) and after the rainy season (April). Provide Performance inspections subsequent to all rain events. Inspect Retention Basin prior to and after rain events, and clean if warranted. Irrigation System & Landscape Maintenance: START DATES 12/01/23 O and M Activities Schedule and Frequency 1. Inspect and repair broken sprinklers Inspect weekly and replace immediately 2. Repair broken waterlines Inspect daily and repair immediately 3. Inspect irrigation areas for signs of erosion and/ or discharge, also vegetation areas. Inspect weekly repair source of erosion or discharge immediately Street Sweeping and Vacuuming: START DATES 12/01/23 O and M Activities Schedule and Frequency 1. Inspect storage area for tracked sediment or blow sand. Visible sediment tracking should be swept immediately Inspect daily. Sweeping operations should occur daily. 2. Adjust brooms frequently; maximize efficiency of sweeping efforts As needed 3. Pavement Areas Sweep weekly and after every storm event. Common Area Control O and M Activities Schedule and Frequency 1. Litter cleanup & Trash removal Daily & As needed 2. Trash storage/ Enclosure areas Daily & As needed Records of all maintenance and inspections for the BMP's noted above shall be updated weekly. 2021 Whitewater River Region WQMP The Wren (APN 670-110-043) – Cathedral City, CA 92234 10/11/23 1-26
Funding Maintenance shall be provided by Coachella Valley Community Development Group, Inc., or their successor or assigns and is responsible for the proposed project improvements. 2021 Whitewater River Region WQMP The Wren (APN 670-110-043) – Cathedral City, CA 92234

Appendix A Conditions of Approval Planning Commission Resolution XXXXX-XX XX Dated _____ 2021 Whitewater River Region WQMP The Wren (APN 670-110-043) – Cathedral City, CA 92234

Appendix B Vicinity Map, WQMP Site Plan, and Receiving Waters Map

VICINITY MAPNTS
VISTA CHINO30TH AVENUE
INTERSTATE 10
LANDAU BLVDMcCALLUM WAYBARISTO RD.SAN ELJAY AVE.CYPRESS RD.ROSEMOUNT AVE.PROJECT SITE 1'-6 171/256"TRELLISPOOLSPA30 x 75(TBD)
PAPA
PA

PAPAPAPAPAPA
PA
N0° 05' 20"EN89° 56' 46"W
K.A.C.C.A.C.K.A.C.LOCATION:BENCHELEV.DESIGN BY:DRAWN BY:CHECKED BY:FILE NO.DWG. NO.OF SHEETSSHEETDATER.C.E. 500831Christiansen & CompanyLand Development - Design - EngineeringEst. 20075225 Canyon Crest Drive, Ste 251Riverside, California 92507Ph: 951-323-4713 Fax: 951-405-8410email:[email protected] DATEREVISIONCORRECTED APPROVED"AS BUILT"BYBYDATEDATECONSTRUCTION CONTRACTOR AGREES THAT IN ACCORDANCE WITH GENERALLYACCEPTED CONSTRUCTION PRACTICES, CONSTRUCTION CONTRACTOR WILL BEREQUIRED TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITECONDITIONS DURING THE COURSE OF CONSTRUCTION OF THE PROJECT,INCLUDING THE SAFETY OF PERSONS AND PROPERTY; THAT THIS REQUIREMENTSHALL BE MADE TO APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMALWORKING HOURS, AND CONSTRUCTION CONTRACTOR FURTHER AGREES TO DEFENDINDEMNIFY AND HOLD DESIGN PROFESSIONAL HARMLESS FROM ANY AND ALLLIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORKON THIS PROJECT, EXCEPTING LIABILITY ARISING FROM THE SOLE NEGLIGENCEPRIVATE ENGINEERING NOTE:OF DESIGN PROFESSIONAL.UNAUTHORIZED CHANGES & USES:THE ENGINEER PREPARINGTHESE PLANS WILL NOT BE RESPONSIBLE FOR, OR LIABLE FOR, UNAUTHORIZEDIN WRITING AND MUST BE APPROVED BY THE PREPARER OF THESE PLANS.CHANGES TO OR USES OF THESE PLANS. ALL CHANGES TO THE PLANS MUST BE K.A.C.C.A.C.K.A.C.LOCATION:BENCHMARK:ELEV.PREPARED UNDER THE DIRECT SUPERVISION OF:DESIGN BY:DRAWN BY:CHECKED BY:CITY OF CATHEDRAL CITY, COUNTY OF RIVERSIDE,FILE NO.DWG. NO.OF SHEETSSHEETKEITH A. CHRISTIANSENDATER.C.E. 500831WQMP SITE PLANAPN 670-110-0431Christiansen & CompanyLand Development - Design - EngineeringEst. 20075225 Canyon Crest Drive, Ste 251Riverside, California 92507Ph: 951-323-4713 Fax: 951-405-8410email:[email protected] WRENAPPROVED DATEREVISIONCORRECTED APPROVED"AS BUILT"BYBYDATEDATETHESE PLANS WILL NOT BE RESPONSIBLE FOR, OR LIABLE FOR, UNAUTHORIZEDIN WRITING AND MUST BE APPROVED BY THE PREPARER OF THESE PLANS.CHANGES TO OR USES OF THESE PLANS. ALL CHANGES TO THE PLANS MUST BE 116363.23BRONZE DISC. IN CONCRETE MONUMENT AT THE BENCHMARK: FD. CATHEDRAL CITY NE COR. OF DATE PALM DR. & RAMON RD. APPROX. XXXXX ROSEMOUNT AVENUESTATE OF CALIFORNIADATE PALM/RAMON20 FEET FROM EDGES OF PAVEMENT.

IN THE CITY OF CATHEDRAL CITY, COUNTY OF RIVERSIDE, STATE OF CALIFORNIATHE WREN EXISTING GENERAL PLAN LAND USE:PROPOSED GENERAL PLAN LAND USE:LIQUEFACTION: NO LIQUEFACTION AREAFEMA FLOOD ZONE DESIGNATION: ZONE X (FLOOD HAZARD IS UNDETERMINED, BUT POSSIBLE)PER FIRM MAP NO. 06065C1579G / DATED: AUGUST 28, 2008NOTE: 1.2.THIS MAP INCLUDES THE ENTIRE CONTIGUOUS OWNERSHIP OF THE LAND DIVIDER.THERE ARE NO KNOWN WELLS ON PROPERTY OR WITHIN 200 FEET OF PROPERTY.3. THERE ARE NO EXISTING DWELLINGS, BUILDINGS, OR OTHER STRUCTURES KNOWN ON THISPROPERTY.4. SUBDIVISION WILL SHOW COMPLIANCE WITH CITY/COUNTY WATER QUALITY MANAGEMENTPER A SEPARATE WQMP REPORT.REVISIONS: NO. DATE: DESCRIPTION:CG (GENERAL COMMERCIAL)RM (MEDIUM DENSITY RESIDENTIAL)EXISTING ZONING:PROPOSED ZONING:PCC (PLANNED COMMUNITY COMMERCIAL)R3 (MULTIPLE FAMILY RESIDENTIAL)LEGAL DESCRIPTION:EXISTING GROSS ACREAGE:PROPOSED NET ACREAGE:BUILDINGS (138724 SF)ASPHALT (111774 SF)CONCRETE (34951 SF)LANDSCAPE (125947 SF)ACREAGE:10.48 ACRES10.48 ACRES3.18 ACRES2.57 ACRES0.80 ACRES2.89 ACRES1.04 ACRESOWNER / MAINTENANCE ENTITY:PRIVATEASSESSOR'S PARCEL NUMBER: 670-110-043PROPOSED IMPROVEMENT SCHEDULE: SCHEDULE "A"SOURCE OF TOPOGRAPHY:ADDRESS:DATE OF TOPOGRAPHY:INLAND AERIAL SURVEYS, INC.7117 ARLINGTON AVENUE, SUITE "A"RIVERSIDE, CA 92503JULY 11, 2023 TELEPHONE: (951) 687-4252EXHIBIT PREPARER:ADDRESS:CONTACT:CHRISTIANSEN & COMPANY5225 CANYON CREST DRIVE, SUITE 251RIVERSIDE, CA 92507KEITH CHRISTIANSEN TELEPHONE: (951)323-4713CONTACT:STEFAN VOGEL TELEPHONE: (626) 277-6782LAND OWNER:ADDRESS:DESERT CARE, LLC31190 CALLE CAYUGACATHEDRAL CITY, CA 92234APPLICANT:ADDRESS:CONTACT:DATA TABLECOACHELLA VALLEY COMMUNITY DEELOPMENT GROUP, INC36101 BOB HOPE DRIVE, SUITE E5RANCHO MIRAGE, CA 92270STEFAN VOGELTELEPHONE:(626) 277-6782EXHIBIT DATE: OCTOBER 6, 2023WQMP SITE PLANARCHITECT:ADDRESS:CONTACT:HUMPHREYS & PARTNERS ARCHITECTS, LP2350 BRISTOL STREETCOSTA MESA, CA 92626VELY ZAJEC TELEPHONE: (949)955-4500LANDSCAPE ARCHITECT:ADDRESS:CONTACT:JSA LANDSCAPE ARCHITECT19846 COVENTRY LANEHUNTINGTON BEACH, CA 92646JIM SHROPE TELEPHONE: (760)610-9873GEO/INFILTRATION:ADDRESS:CONTACT:SLADDEN ENGINEERING45090 GOLF CENTER PARKWAYINDIO, CA 92201BRETT ANDERSON TELEPHONE: (760)863-0713email:[email protected]:[email protected]:[email protected]:[email protected]:[email protected]:[email protected] BASIN (45113 SF)PRIVATEPRIVATEPRIVATEPRIVATEPRIVATEEXISTING EASEMENT NOTES:12AREAS:UTILITY PURVEYORS:WATER -COACHELLA VALLEY WATER DISTRICT PH: 760-398-2651SEWER - COACHELLA VALLEY WATER DISTRICT PH: 760-398-2651ELECTRIC - SOUTHERN CALIFORNIA EDISON PH: 760-202-4252GAS - SOUTHERN CALIFORNIA GAS COMPANY PH: 800-427-2200TELEPHONE - FRONTIER PH: 760-864-1726CABLE -SPECTRUM PH: 760-346-3714GEOTECHNICAL:ADDRESS:CONTACT:LANDMARK CONSULTANTS, INC.77-948 WILDCAT DRIVEPALM DESERT, CA 92211GREG M. CHANDRA TELEPHONE: (760)360-0665email:[email protected] EASEMENT FOR STREET PURPOSES IN FAVOR OF THECOUNTY OF SAN BERNARDINO AS RECORDED IN BOOK 2825AT PAGE 265, DATED 1/1/61, REC. OF RIVERSIDE COUNTY, CA.AN EASEMENT FOR PUBLIC HIGHWAY AND PUBLIC UTILITYPURPOSED IN FAVOR OF THE CITY OF CATHEDRAL CITY ASRECORDED PER INST. NO. 188899 , DATED 6/6/91, REC. OFRIVERSIDE COUNTY, CA.

P/LVICINITY MAPNTSVISTA CHINO30TH AVENUEINTERSTATE 10LANDAU BLVDMcCALLUM WAYBARISTO RD.SAN ELJAY AVE.CYPRESS RD.ROSEMOUNT AVE.PROJECT SITEINDICATES DECORATIVE CONCRETEINDICATES FLOWLINEINDICATES TOP OF CURBINDICATES TOP OF PAVEMENTFLTCTPINDICATE LINEAR FEETL.F.INDICATES INVERT ELEVATIONINDICATES TOP OF GRATEINV.TGINDICATES PROPERTY LINEP/LINDICATES FINISHED HARD SURFACEFSINDICATES TOP OF FOOTINGTFINDICATES TOP OF WALLTWINDICATES PLANTERPINDICATES FINISHED DIRTFGINDICATES BLOCK WALLINDICATES BOTTOMBTMPER LANDSCAPE PLANINDICATES PROPOSED ASPHALTINDICATES EXISTING CONTOURINDICATES PROPOSED CONTOUR(50)50INDICATES EXISTING GRADEEGLEGENDWQMP DATADMA AREA (AC.) IMP%DMA 1 10.48 62.5%BMP DATABMP DESCRIPTIONSD-10 SITE DESIGN & LANDSCAPE PLANNINGSD-11SD-12SD-32SC-10SC-41SC-44TC-11ROOF RUNOFF CONTROLSEFFICIENT IRRIGATIONTRASH STORAGE AREASNON-STORMWATER DISCHARGESBUILDING & GROUNDS MAINTENANCEDRAINAGE SYSTEM MAINTENANCEINFILTRATION BASIN SD-10SD-11SC-10SC-44SD-10SD-11SC-10SC-44SD-10SD-11SC-10SC-44SD-10SD-11SC-10SC-44SD-10SD-11SC-10SC-44SD-10SD-11SC-10SC-44SD-10SD-11SC-10SC-44SD-10SD-11SC-10SC-44SD-10SD-11SC-10SC-44SD-10SD-11SC-10SC-44SD-10SD-11SC-10SC-44SD-10SD-11SC-10SC-44TC-11SD-32SD-32SD-32 BG-30 FOOD SERVICE FACILITIESSC-21 VEHICLE AND EQUIPMENT CLEANINGSC-21BG-30DMA 1TC-11TC-11SD-13 STORM DRAIN SIGNAGESD-13SD-13EMERGENCY OVERFLOWSD-10SD-11SC-10SC-44 RETENTION BASINTOTAL CAPACITY= 61,872 cf
Project Site
2021 Whitewater River Region WQMP The Wren (APN 670-110-043) – Cathedral City, CA 92234

Appendix C Supporting Detail Related to Hydrologic Conditions of Concern See Appendix F for Hydrology Study
Preliminary
Hydrology
Study
FORThe
Wren
APN
670-110-043
CathedralCity,Ca.92234
For:CoachellaValleyCommunityDevelopmentGroup,Inc.36101
Bob
Hope
Drive,
Ste.
E5
Rancho
Mirage,
Ca.

92270
Telephone:
626-277-6782
Contact:
Stefan
Vogel
PREPAREDBY:KEITHCHRISTIANSENDATE:October2023Christiansen
&
Company
5225
Canyon
Crest
Drive,
Suite
251
Riverside,
Ca.

92507

TABLEOFCONTENTS1.INTRODUCTION2.LOCATIONMAP3.NOAAATLAS14PRECIPITATIONCHART4.WEBSOILSSURVEY5.RCFC&WCDPLATESE-6.1TOE-6.36.SYNTHETICUNITHYDROGRAPHS1)Pre-DevelopmentFlowsandVolumes–E1,Off1&Off22)EntirePostDevelopmentProjecttoProjectRetentionBasin3)TributariesPostDevelopmentT1throughT6andNewOff27.CatchBasinSizing8.WQMPWorksheet9.InfiltrationTest10.HYDROLOGYMAPSa)
Pre-DevelopmentHydrologyMapb)
PostDevelopmentHydrologyMap

1 INTRODUCTION
Preliminary
Hydrology
Study
FORThe
Wren
APN
670-110-043
CathedralCity,Ca.92234
Site
Description:

TheWren(APN670-110-043)siteislocatedatthenortheastcornerofDatePalmDriveandRosemountAvenueintheCityofCathedralCity,Ca.Theexistingsiteisvacantandapproximately10.48acres.Nooffsiteflowsenterthesite.DatePalmdriveisanexistingfullwidth(43’curbtocurband20’landscapearea)andallflowswithinDatePalmDriveareisolatedwithintheexistingstreetsection.Therefore,flowstoDatePalmdrivearenotalteredoraddedto.RosemountAvenuealongthesouthhasasmallportionofexistingimprovements(approximately180’alongtheeasterlyfrontageofsaidproject.AllflowsfromtheintersectionofDatePalmandRosemountAvenuetraverseeasterlytotheexistingstreetimprovementstotheeast.TheWrenproposedsiteshallbecomprisedof12Apartmentbuildings(204units),clubhousewithpool,asphaltparking,landscaping,curbs,guttersand5stormdrainsystems(62.50%impervioussurface)over10.48acres.Allflowswithintheprojectaredirectedtotheproposedprojectretentionbasinlocatedalongtheeasterlypropertylineoftheprojectsite.Thisstudyshallcalculatethestormwaterrunoffvolumesforthepre-andpost-developmentconditionsfor100yr-1hr,3hr,6hrand24hrstormevents.The100yr-1hreventshallbeusedforallcatchbasinandstormdrainsizing.(SeeShortcutSyntheticHydrographCalculationsandHydrologyMapswithinthisreportThisprojectshallberequiredtoretainvolumefrom100yr-3hrstormeventforthePostdevelopmentconditionpertheCityofCathedralCityPublicWorksDepartment.Emergencyoverflowisprovidedperthesoutherlydrivewayapproach(invertedsection)locatedatthesoutheastcorneroftheproperty.Lastly,theprojectretentionbasinbeencalculatedforboththeWQMPBMPDesignVolumeWorksheetandInfiltrationBasinDesign.TheprojecthasamplevolumepereachWQMPWorksheetcalculation.
Purpose
of
this
study:
Thepurposeofthisstudyistodeterminethe100yr-1hr,3hr,6hr&24hrrunoffaccumulatedbytheproposedproject(seeattachedHydrologyMap).Thisstudywillanalyze100yr-3hrrunofffortheproposeddevelopmentforpeakrunoffandvolumecontainmentwithintheproposedlotretentionbasin.ThereportshallutilizetheShortcutSyntheticUnitHydrographtocalculatemaximumflowsandvolumestotheretentionbasin.Aninfiltrationrateof2”/hrshallbeutilizedfortheretentionbasinstormcapacity.Pleasenoteinfiltrationratesof14.40in/hrand17.01in/hrweremeasuredpertheSladdenEngineeringInfiltrationReport.Therefore,theCityOrdinancemaximumof2”/hrshallbeusedinsubsequentcalculations.




Flood
Rate
Map

TheprojectareaiscoveredbyFIRMPanelNumber06065C1595Gand06065C01615G,revisedAugust28,2008,whichindicatestheprojectarealieswithinZoneX,indicating“areasdeterminedtobeoutsidethe0.2%”.(SeeMapBelow) Existing
Project
Flows
ExistingoffsiteflowsfromDatePalmDrive(Off1)andRosemountAve.(Off2)donotimpactorpassthroughthedevelopment.Theexistingflowcreatedfromthevacantland(E1)drainshistoricallynorthwesttosoutheastasnotedonthePre-DevelopmentHydrologyMap.ExistingTributaryareasE1,Off1andOff2shallbecalculatedandnotedonsaidPre-DevelopmentHydrologyMap.PROPOSED
FLOOD
CONTROL
REQUIREMENTS
ThedrainageofthisprojectsitefallsunderthejurisdictionoftheCityofCathedralCity.PertheMasterDrainagePlanfortheCityofPalmDesert,thepeakvolumeforthe100yr-3hrstormisrequiredtoberetainedon-siteandstreetandassociatedstormdrainsystemsarerequiredtobesizedtoconveythe100-year1-hourpeakflow.FlowsandvolumesforT1,T1,T3,T4,T5,T6,Off1andNewOff2shallbecalculated,

Sources:
ThemajoritysoiltypeforthisprojectisMaBperWebSoilsSurvey.Thiscoincideswithsoiltype“A”perRCFD&WCD.RainfalldatafortheabovestormeventswasderivedbyNOAAATLAS14andareasfollows:100yr-1hr:1.93"100yr-3hr:2.70"100yr-6hr:3.49"100yr-24hr:5.26"Analysis:

InkeepingwiththerecentlyacceptedparametersoftheCityofCathedralCity,wefindthatpertheRCFC&WCDmanualtherunoffindexforthisprojectwillbe32,perWebSoilSurveythesoiltypewillbe“A”.ThedevelopmenttypeisresidentialwhichleadsustousePlateE-6.2whenusinganAMCIItoacquireinfiltrationrateof0.74.Stormrunoffvolumesforthe100-yeareventwereobtainedutilizingtheSyntheticUnitHydrographShortcutMethod,asdescribedintheRCFC&WCDHydrologyManual.TheShort-Cutmethodisusefulforevaluatingthoseareaslessthan100-200acreswithalagtimeoflessthan7to8minutes.PeakflowstormrateswereanalyzedusingtheRCFCDRationalMethod.TotalVacantAreaofTributarydrainingtothesoutheastcornerofthepropertyis10.48acres.Offsitedrainage(OFF1)fromDatePalmDrivecomprises1.18acres.Off2fromRosemountDrivecomprises0.42acresandE1comprises10.48acres.TotalProposedAreaofTributarydrainingtotheproposedretentionbasinis10.48acres.Offsitedrainage(OFF1)fromDatePalmDrivecomprises1.18acres.NewOff2drainingtoRosemountDrivecomprises0.21acres.Allproposedtributariesandtheassociatedflowsandvolumesarenotedbelow.LowLossRates:90%HYDRAULIC
CALCULATIONS
    PleaseseehighlightedvaluesinSyntheticUnitHydrograph(SUH).
Project
Pre-development
Flows
(10.48
ac.
-IMP%=5.0
)

Pre-development


E1
–
10.48
acres
–
5.0%
imp.

Storm
Event
Storm
Volume

Max.
Q


100yr-1hr46544cf 35.61cfs   100yr-3hr36112cf 20.61cfs   100yr-6hr34343cf 17.31cfs   100yr-24hr20687cf  1.18cfs Off1
(Date
Palm
Drive)
–
1.18
acres
–
90%
imp.

Storm
Event
Storm
Volume

Max.
Q


100yr-1hr 7665cf 4.68cfs  100yr-3hr 9758cf 2.99cfs  100yr-6hr 11369cf 2.62cfs  100yr-24hr12156cf 0.54cfsOff2
(Rosemount
Ave.)
-
0.42
acres
–
25.0%
imp


Storm
Event
Storm
Volume

Max.
Q


100yr-1hr2068cf 1.48cfs  100yr-3hr1745cf 0.88cfs  100yr-6hr1693cf 0.75cfs  100yr-24hr1000cf 0.04cfsTherefore,totaladjacentvolumewithinDatePalmDrive=12156cfTherefore,totalvolumeexistingtoRosemountAve.=46544+2068=48612cfProject
Post-development
Retention
Basin
Calculations
(10.48
ac.
-IMP%=62.5
)
–
for
Critical
100yr-3hr
storm
event
Total
Developed
Site
–
10.48
acres
–
62.5
imp%
-
Retention
Basin
Total
Cap.
at
5.0’
depth=61872
cf
Storm
Event
Storm
Volume
(cf)
Max.
Q
(cfs)

Vol.
in
Basin
(cf)
Depth
100yr-3hr 66256 24.66  61382 4.96’  Pleasenotethatthebasedonthecritical100yr–3hrstormeventand2”/hrinfiltrationrateamaximumpeak39.66cfsand66256cfshallflowintotheProposedRetentionBasin.PleasenotetheProposedRetentionBasinhasatotalcapacityof61872cfatthe355.0ftelevation(overflowpointatsoutheasterlydriveaccesstotheretentionbasin.Totalstormvolumeintheretentionbasinis61382cf(depthof4.96’)andtherefore,theproposedretentionbasinshallcontain100%ofthe100yr-3hrstormeventasrequiredbytheCityofCathedralCityPublicWorksDepartment.Project
Critical
Post
Development


Resultsfromthe100yr–1hrShortCutSyntheticUnitHydrographanalysesshallbeusedinthehydrauliccalculationstodetermineinletandstormdrainpipesizing.ThestormdrainsystemisproposedtocaptureandconveystormflowtotheProposedProjectRetentionBasin(seePostDevelopmentHydrologyMap).

T1
–
Total
Area
=
1.81
ac
–
Imp%=79.4





Storm
Event
Storm
Volume
Max.
Q
(cfs)
100yr-1hr11293cf7.05cfs  100yr-3hr13597cf4.46cfs  100yr-6hr14758cf3.89cfs  100yr-24hr14810cf0.72cfsT2
–
Total
Area
=
1.68
ac
–
Imp%=81.9






Storm
Event
Storm
Volume
Max.
Q
(cfs)
100yr-1hr10583cf6.58cfs  100yr-3hr12916cf4.17cfs  100yr-6hr14273cf3.64cfs  100yr-24hr14531cf0.93cfs T3
–
Total
Area
=
1.94
ac
–
Imp%=90.0





Storm
Event
Storm
Volume
Max.
Q
(cfs)
100yr-1hr12601cf7.70cfs  100yr-3hr16044cf4.92cfs  100yr-6hr18691cf4.31cfs  100yr-24hr19985cf1.16cfsT4
–
Total
Area
=
3.19
ac
–
Imp%=78.4






Storm
Event
Storm
Volume
Max.
Q
(cfs)
100yr-1hr19826cf12.41cfs   100yr-3hr23738cf7.85cfs  100yr-6hr25572cf6.84cfs  100yr-24hr25524cf1.70cfsT5
–
Total
Area
=
0.60
ac
–
Imp%=67.70





Storm
Event
Storm
Volume
Max.
Q
(cfs)
100yr-1hr3574cf2.29cfs  100yr-3hr4012cf1.43cfs  100yr-6hr4015cf1.24cfs  100yr-24hr3722cf0.28cfsT6
(Retention
Basin)
–
Total
Area
=
1.45
ac
–
Imp%=5.0






Storm
Event
Storm
Volume
Max.
Q
(cfs)
100yr-1hr6439cf4.63cfs  100yr-3hr4996cf2.85cfs  100yr-6hr4751cf2.40cfs  100yr-24hr2862cf0.16cfs(New
Off2)
–
Total
Area
=
0.21
ac
–
Imp%=55.50





Storm
Event
Storm
Volume
Max.
Q
(cfs)
100yr-1hr1189cf0.78cfs  100yr-3hr1227cf0.48cfs  100yr-6hr1186cf0.42cfs  100yr-24hr962cf 0.08cfs
Pipe
Sizing

CalculationsforpreliminarypipesizedhavebeencalculatedwithaManning’sFormulaandminimumslopeof0.50%toshowmaximumpipecapacity.Pleaseseecalculationsbelowfortheproposed8”,24”and30”proposedstormdrainlinesfortheproject.












Gravity
flow
pipe
maximums
with
pipe
flowing
full,
per
Mannings
equation,
N=0.012
(HDPE,
PVC,
or
ABS
pipe)
















Check
flow
pipe
capacity:












Diam.=
8
(in.)
Slope=
0.005








n
Factor=
0.012











Formulas












Area=(PI)*((Diam/2)^2)=


0.34906585
(sf)






Flow
(max.)=(Area)*(1.49/n)*((diam./4)^0.6666)*(slope)^0.5=
0.93
(cfs)


















Check
flow
pipe
capacity:












Diam.=
24
(in.)
Slope=
0.005








n
Factor=
0.012











Formulas












Area=(PI)*((Diam/2)^2)=


3.141592654
(sf)






Flow
(max.)=(Area)*(1.49/n)*((diam./4)^0.6666)*(slope)^0.5=
17.38
(cfs)


















Check
flow
pipe
capacity:












Diam.=
30
(in.)
Slope=
0.005








n
Factor=
0.012











Formulas












Area=(PI)*((Diam/2)^2)=


4.908738521
(sf)






Flow
(max.)=(Area)*(1.49/n)*((diam./4)^0.6666)*(slope)^0.5=
31.51
(cfs)

Allflowswithinthesepipediametersarelessthanthecapacitiesnotedabove. Catch
Basin
Sizing
Catchbasins2through5areallRiv.Co.Std.300CatchBasins.AllhavebeensizedpertheNomographlocatedinthisreport.CatchBasins2,3and5areall4’inwidthandhavethedepthatentrancelessthantheproposedtopofcurb.CatchBasin4isa7’widebasinandalsohasmaximumdepthbelowtheproposedtopofcurb.CatchBasin1isaNyoplast2’x3’Steelbar/MAGGrateInlet.With50%cloggingfactorthemaximumdepthatinletis0.525’asnotedontheprovidedCapacityChartprovidedinthisreport.
WQMP
Worksheet
(10.48
ac.)

10.48
acre
area

WQMPWorksheetfortheWhitewaterRiverBasinforthisprojectat62.5%imperviousequalstherequirementof6467cfcontainment.Theprojectretentionhasatotalcapacityof61872cf.Therefore,allWQMPmeasuresfor“firstflush”are100%contained.Conclusions:
Ifthedesignscontainedwithinthisreportandtheplansthatarebaseduponitsfindingsarefollowed,thedesignshallprovideprotectionand100%containmentfortheabove100yr-3hrstormevent.Anyemergencyoverflowshallflowsoutherlyalongtheproposedretentionbasindrivewaylocatedatthesoutheastcornerofthepropertyandfloweasterlywithintheexisting6”Curb&GutterofRosemountAve.Lastly,flowstoDatePalmDriveremainunchanged.FlowsheadingeasterlyonandalongRosemountDrivearegreatlyreduced:ExistingFlowstoRosemountAve.=E1+Off2=46544+2068=48612cfPostDevelopmentFlowstoRosemountAve.=T5+NewOff2=4015+1227=5242cfReductionofflowtoRosemountAve=43370cfor89.2%reduction.

















    

  

    

  

     

 

      

     

  

  

  

     

 

      

  

  

  

     

 

      

  

  

  

     

 

      

  

  

   

1 LOCATION MAP

VICINITY MAPNTS
VISTA CHINO30TH AVENUE
INTERSTATE 10
LANDAU BLVDMcCALLUM WAYBARISTO RD.SAN ELJAY AVE.CYPRESS RD.ROSEMOUNT AVE.PROJECT SITE NOAA ATLAS 14 PRECIPITATION TABLE
NOAAAtlas14,Volume6,Version2Locationname:CathedralCity,California,USA*Latitude:33.8286°,Longitude:-116.4574°Elevation:m/ft***source:ESRIMaps**source:USGSPOINTPRECIPITATIONFREQUENCYESTIMATESSanjaPerica,SarahDietz,SarahHeim,LillianHiner,KazunguMaitaria,DeborahMartin,SandraPavlovic,IshaniRoy,CarlTrypaluk,DaleUnruh,FenglinYan,MichaelYekta,TanZhao,GeoffreyBonnin,DanielBrewer,Li-ChuanChen,TyeParzybok,JohnYarchoanNOAA,NationalWeatherService,SilverSpring,MarylandPF_tabular|PF_graphical|Maps_&_aerialsPFtabularPDS-basedpointprecipitationfrequencyestimateswith90%confidenceintervals(ininches)1DurationAveragerecurrenceinterval(years)1 2 5 10 25 50 100 200 500 10005-min0.075(0.062-0.091)0.116(0.097-0.141)0.179(0.149-0.218)0.238(0.196-0.292)0.329(0.262-0.418)0.411(0.320-0.534)0.506(0.384-0.673)0.617(0.455-0.845)0.796(0.563-1.14)1.03(0.706-1.53)10-min0.107(0.089-0.130)0.167(0.139-0.202)0.257(0.213-0.313)0.341(0.280-0.418)0.472(0.376-0.600)0.590(0.459-0.765)0.725(0.551-0.965)0.885(0.653-1.21)1.14(0.807-1.63)1.48(1.01-2.19)15-min0.129(0.108-0.157)0.202(0.168-0.245)0.311(0.258-0.378)0.412(0.339-0.506)0.571(0.454-0.725)0.713(0.555-0.925)0.877(0.666-1.17)1.07(0.789-1.46)1.38(0.976-1.97)1.79(1.22-2.65)30-min0.200(0.167-0.243)0.312(0.260-0.379)0.481(0.399-0.586)0.638(0.525-0.783)0.884(0.703-1.12)1.10(0.860-1.43)1.36(1.03-1.81)1.66(1.22-2.27)2.14(1.51-3.05)2.78(1.90-4.11)60-min0.285(0.237-0.345)0.443(0.369-0.538)0.683(0.567-0.832)0.906(0.745-1.11)1.26(0.999-1.60)1.57(1.22-2.03)1.93(1.46-2.56)2.35(1.74-3.22)3.04(2.15-4.33)3.94(2.69-5.83)2-hr0.388(0.323-0.470)0.595(0.495-0.722)0.899(0.746-1.09)1.17(0.966-1.44)1.59(1.27-2.02)1.96(1.52-2.54)2.36(1.79-3.14)2.82(2.08-3.87)3.53(2.50-5.04)4.16(2.84-6.16)3-hr0.462(0.385-0.560)0.705(0.587-0.856)1.06(0.879-1.29)1.38(1.13-1.69)1.85(1.47-2.35)2.26(1.76-2.93)2.70(2.05-3.60)3.21(2.37-4.39)3.96(2.80-5.66)4.63(3.16-6.84)6-hr0.616(0.513-0.747)0.944(0.785-1.14)1.41(1.17-1.72)1.82(1.50-2.24)2.43(1.93-3.09)2.94(2.29-3.81)3.49(2.65-4.65)4.11(3.03-5.62)5.02(3.55-7.16)5.78(3.95-8.55)12-hr0.751(0.626-0.911)1.18(0.977-1.43)1.77(1.47-2.15)2.28(1.88-2.81)3.04(2.42-3.86)3.66(2.85-4.75)4.33(3.29-5.76)5.07(3.74-6.94)6.14(4.34-8.77)7.04(4.81-10.4)24-hr0.883(0.781-1.02)1.41(1.25-1.63)2.15(1.89-2.48)2.78(2.43-3.24)3.70(3.13-4.45)4.45(3.69-5.47)5.26(4.26-6.62)6.14(4.85-7.94)7.42(5.63-9.99)8.49(6.22-11.8)2-day1.01(0.895-1.17)1.62(1.44-1.88)2.48(2.19-2.87)3.22(2.82-3.76)4.30(3.64-5.18)5.18(4.30-6.37)6.14(4.98-7.72)7.18(5.67-9.28)8.70(6.59-11.7)9.96(7.30-13.9)3-day1.08(0.953-1.24)1.73(1.53-2.00)2.65(2.34-3.06)3.44(3.01-4.02)4.61(3.90-5.55)5.57(4.63-6.85)6.61(5.36-8.32)7.75(6.12-10.0)9.42(7.14-12.7)10.8(7.93-15.0)4-day1.11(0.986-1.28)1.79(1.58-2.06)2.74(2.42-3.17)3.57(3.12-4.16)4.78(4.05-5.76)5.79(4.81-7.12)6.88(5.58-8.66)8.08(6.38-10.4)9.83(7.45-13.2)11.3(8.28-15.7)7-day1.22(1.08-1.40)1.95(1.72-2.25)2.99(2.64-3.46)3.90(3.41-4.55)5.23(4.43-6.30)6.33(5.26-7.78)7.53(6.11-9.48)8.85(6.98-11.4)10.8(8.17-14.5)12.4(9.09-17.2)10-day1.28(1.14-1.48)2.06(1.82-2.38)3.16(2.78-3.66)4.12(3.60-4.80)5.53(4.69-6.66)6.71(5.57-8.24)7.98(6.47-10.0)9.38(7.40-12.1)11.4(8.67-15.4)13.2(9.65-18.3)20-day1.43(1.26-1.65)2.29(2.02-2.64)3.52(3.10-4.07)4.60(4.02-5.36)6.19(5.24-7.46)7.52(6.24-9.24)8.97(7.28-11.3)10.6(8.34-13.7)12.9(9.80-17.4)14.9(10.9-20.7)30-day1.60(1.42-1.85)2.57(2.27-2.96)3.95(3.48-4.57)5.17(4.52-6.03)6.98(5.91-8.40)8.50(7.05-10.4)10.2(8.23-12.8)12.0(9.46-15.5)14.7(11.1-19.8)16.9(12.4-23.6)45-day1.78(1.58-2.05)2.84(2.51-3.28)4.38(3.86-5.06)5.74(5.02-6.69)7.76(6.58-9.35)9.47(7.86-11.6)11.3(9.20-14.3)13.4(10.6-17.3)16.5(12.5-22.2)19.1(14.0-26.5)60-day1.95(1.72-2.24)3.10(2.74-3.57)4.76(4.20-5.51)6.24(5.46-7.28)8.47(7.17-10.2)10.3(8.59-12.7)12.4(10.1-15.6)14.7(11.6-19.0)18.1(13.7-24.4)21.0(15.4-29.2)1Precipitationfrequency(PF)estimatesinthistablearebasedonfrequencyanalysisofpartialdurationseries(PDS).NumbersinparenthesisarePFestimatesatlowerandupperboundsofthe90%confidenceinterval.Theprobabilitythatprecipitationfrequencyestimates(foragivendurationandaveragerecurrenceinterval)willbegreaterthantheupperbound(orlessthanthelowerbound)is5%.Estimatesatupperboundsarenotcheckedagainstprobablemaximumprecipitation(PMP)estimatesandmaybehigherthancurrentlyvalidPMPvalues.PleaserefertoNOAAAtlas14documentformoreinformation.BacktoTopPFgraphical Precipitation
Frequency
Data
Serverhttps://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=33.8286&lon=... 1 of
4 8/3/2023,
10:53
AM

BacktoTopMaps&aerialsSmallscaleterrain
Precipitation
Frequency
Data
Serverhttps://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=33.8286&lon=... 2 of
4 8/3/2023,
10:53
AM

LargescaleterrainLargescalemapLargescaleaerial
+–3km2mi+–100km60mi+–100km60mi
Precipitation
Frequency
Data
Serverhttps://hdsc.nws.noaa.gov/pfds/pfds_printpage.html?lat=33.8286&lon=... 3 of
4 8/3/2023,
10:53
AM

BacktoTopUSDepartmentofCommerceNationalOceanicandAtmosphericAdministrationNationalWeatherServiceNationalWaterCenter1325EastWestHighwaySilverSpring,MD20910Questions?:[email protected] Precipitation
Frequency
Data
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4 8/3/2023,
10:53
AM

WEB SOILS SURVEY

1 RCFC&WCD PLATES E-6.1, E-6.2 and E-6.3

320.74

1









Synthetic
Unit
Hydrograph
Calculations
100yr
-
1hr,
3hr,
6hr
&
24hr

PRE-DEVELOPMENT
1of6HYDROLOGYCALCULATIONS-UsingtheRCFC&WCDShortCutUnitHydrographMethodAreaDesignations DatePalmApartmentsEntireExistingPropertyDrainageArea(ac.) 10.4815Unittime(minutes)5 5 5 15100YearStormDuration(hrs) 1 3 6 24TotalPrecipitation(PlatesD-4.4,E-5.2,5.4,5.6)(in.)1.93 2.70 3.49 5.26OrdatafromNOAAinteractivewebsiteSoilsGroup AAMCindexIIRunoffNumber(plateE-6.1) 32PlateE-6.2PerviousAreaLossRate(Fp)(in/hr) 0.74 (AMCII)PercentageofImperviousCover(Ai)(%)(plateE-6.3)5WeightedAverageLossRate(F=Fp(1-.9Ai))(in./hr.) 0.71 (usedfor1,3,and6hourstorm,the24hourstormusesvariablemaximumlossrateperplateE-1.1(3of6))LowLossRatePercent(%)90RetentionBasinPercolationRate(in/hr)2(alsousedfordrywellpercolationrate)Percolationistakenincrementally.Basinvolumeiscalculatedusingthe"truncatedpyramid"formula,amoreconservativeestimatethan"averagedendareas"sometimesused(Drywellcanbe"zeroedout"byreducingnumberstolessthan.001,butshouldnotenteredaszerosorprogramchokes.)Drywellstorageincludes40%ofthe1'widerockbedsurroundingthedrywell:formula(upper)*PI()*(diam/2)^2+(lower)*PI()*((diam/2)^2+0.4*((diam/2+(grav+0.4166))^2-(diam/2+0.4166)^2))Thedrywellwallthicknessisassumedat5"(0.4166)andthegravelbedwidthisvariable"grav"Drywelldesignfactors Uppersec.(ft.)= 0.0001 Lowersec.(ft.)= 0.0001 Ringdiam.(ft.)= 0.0001 Drywelllowermax.(cf)= 0.00 Uppermax.(cf)= 0.00Gravelbedwidtharounddrwyell= 0 Drywelltotal(cf)= 0.00Ret.Basindesign(area,depth)Top= 0.00001s.f.Bot.= 0.0001 s.f. Max.Depth(d)= 0.0001 Max.storage= 0.00(d/3)*(bottom+top+(bottom*top)^0.50)Formulasvol=(h/3)*(bottom+top+(bottom*top)^0.50)area=bottom+(h/d)*(top-bottom) h=(vol*3)/(bottom+top+(bottom*top)^0.5) (valuesmustbenon-zeroorerroroccurs)Outsideinputfrom: N/A1HourStormin5minuteincrementsTime PatternStormLossRateValue Effective Flow Flow% Rain(in/hr)Max. Min. Rain(in/hr)Rate(cfs) Vol.(cf)0:05 3.7 0.8569 0.7067 N/A 0.1502 1.5877 476.300:10 4.8 1.1117 0.7067 N/A 0.4050 4.2802 1284.050:15 5.1 1.1812 0.7067 N/A 0.4745 5.0145 1504.350:20 4.9 1.1348 0.7067 N/A 0.4281 4.5249 1357.480:25 6.6 1.5286 0.7067 N/A 0.8219 8.6861 2605.830:30 7.3 1.6907 0.7067 N/A 0.9840 10.3995 3119.860:35 8.4 1.9454 0.7067 N/A 1.2387 13.0920 3927.610:40 9 2.0844 0.7067 N/A 1.3777 14.5607 4368.210:45 12.3 2.8487 0.7067 N/A 2.1420 22.6382 6791.470:50 17.6 4.0762 0.7067 N/A3.3695 35.6113 10683.390:55 16.1 3.7288 0.7067 N/A 3.0221 31.9397 9581.901:004.2 0.9727 0.7067 N/A 0.2660 2.8115 843.460 0.0000 0.7067 0.00 0.0000 0.0000 0.000 0.0000 0.7067 0.00 0.0000 0.0000 0.001:15 0 0.0000 0.7067 0.00 0.0000 0.0000 0.00Totalvolume(cf) 46543.91 2of63HourStormin5minuteincrementsTime PatternStormLossRateValue Effective Flow Flow% Rain(in/hr)Max. Min. Rain(in/hr)Rate(cfs) Vol.(cf)0:05 1.3 0.42 0.71 0.38 0.0421 0.4452 133.550:10 1.3 0.42 0.71 0.38 0.0421 0.4452 133.550:15 1.1 0.36 0.71 0.32 0.0356 0.3767 113.000:20 1.5 0.49 0.71 0.44 0.0486 0.5136 154.090:25 1.5 0.49 0.71 0.44 0.0486 0.5136 154.090:30 1.8 0.58 0.71 0.52 0.0583 0.6164 184.910:35 1.5 0.49 0.71 0.44 0.0486 0.5136 154.090:40 1.8 0.58 0.71 0.52 0.0583 0.6164 184.910:45 1.8 0.58 0.71 0.52 0.0583 0.6164 184.910:50 1.5 0.49 0.71 0.44 0.0486 0.5136 154.090:55 1.6 0.52 0.71 0.47 0.0518 0.5479 164.371:001.8 0.58 0.71 0.52 0.0583 0.6164 184.911:05 2.2 0.71 0.71 0.64 0.0713 0.7533 226.001:10 2.2 0.71 0.71 0.64 0.0713 0.7533 226.001:15 2.2 0.71 0.71 0.64 0.0713 0.7533 226.001:20 2 0.65 0.71 0.58 0.0648 0.6849 205.461:25 2.6 0.84 0.71 N/A 0.1357 1.4342 430.261:30 2.7 0.87 0.71 N/A 0.1681 1.7766 532.991:35 2.4 0.78 0.71 0.70 0.0778 0.8218 246.551:40 2.7 0.87 0.71 N/A 0.1681 1.7766 532.991:45 3.3 1.07 0.71 N/A 0.3625 3.8312 1149.361:50 3.1 1.00 0.71 N/A 0.2977 3.1463 943.901:55 2.9 0.94 0.71 N/A 0.2329 2.4615 738.452:003 0.97 0.71 N/A 0.2653 2.8039 841.172:05 3.1 1.00 0.71 N/A 0.2977 3.1463 943.902:10 4.2 1.36 0.71 N/A 0.6541 6.9131 2073.922:15 5 1.62 0.71 N/A 0.9133 9.6525 2895.762:20 3.5 1.13 0.71 N/A 0.4273 4.5161 1354.822:25 6.8 2.20 0.71 N/A 1.4965 15.8163 4744.882:30 7.3 2.37 0.71 N/A 1.6585 17.5284 5258.532:35 8.2 2.66 0.71 N/A1.9501 20.6103 6183.092:40 5.9 1.91 0.71 N/A 1.2049 12.7344 3820.322:45 2 0.65 0.71 0.58 0.0648 0.6849 205.462:50 1.8 0.58 0.71 0.52 0.0583 0.6164 184.912:55 1.8 0.58 0.71 0.52 0.0583 0.6164 184.913:000.6 0.19 0.71 0.17 0.0194 0.2055 61.640 0.00 0.71 0.00 0.0000 0.0000 0.000 0.00 0.71 0.00 0.0000 0.0000 0.003:15 0 0.00 0.71 0.00 0.0000 0.0000 0.000 0.00 0.71 0.00 0.0000 0.0000 0.000 0.00 0.71 0.00 0.0000 0.0000 0.003:30 0 0.00 0.71 0.00 0.0000 0.0000 0.000 0.00 0.71 0.00 0.0000 0.0000 0.000 0.00 0.71 0.00 0.0000 0.0000 0.00Totalvolume(cf) 36111.77 3of66HourStormin5minuteincrementsTime PatternStormLossRateValue Effective Flow Flow% Rain(in/hr)Max. Min. Rain(in/hr)Rate(cfs) Vol.(cf)0:05 0.5 0.21 0.71 0.19 0.0209 0.2213 66.390:10 0.6 0.25 0.71 0.23 0.0251 0.2656 79.670:15 0.6 0.25 0.71 0.23 0.0251 0.2656 79.670:20 0.6 0.25 0.71 0.23 0.0251 0.2656 79.670:25 0.6 0.25 0.71 0.23 0.0251 0.2656 79.670:30 0.7 0.29 0.71 0.26 0.0293 0.3098 92.950:35 0.7 0.29 0.71 0.26 0.0293 0.3098 92.950:40 0.7 0.29 0.71 0.26 0.0293 0.3098 92.950:45 0.7 0.29 0.71 0.26 0.0293 0.3098 92.950:50 0.7 0.29 0.71 0.26 0.0293 0.3098 92.950:55 0.7 0.29 0.71 0.26 0.0293 0.3098 92.951:000.8 0.34 0.71 0.30 0.0335 0.3541 106.231:05 0.8 0.34 0.71 0.30 0.0335 0.3541 106.231:10 0.8 0.34 0.71 0.30 0.0335 0.3541 106.231:15 0.8 0.34 0.71 0.30 0.0335 0.3541 106.231:20 0.8 0.34 0.71 0.30 0.0335 0.3541 106.231:25 0.8 0.34 0.71 0.30 0.0335 0.3541 106.231:30 0.8 0.34 0.71 0.30 0.0335 0.3541 106.231:35 0.8 0.34 0.71 0.30 0.0335 0.3541 106.231:40 0.8 0.34 0.71 0.30 0.0335 0.3541 106.231:45 0.8 0.34 0.71 0.30 0.0335 0.3541 106.231:50 0.8 0.34 0.71 0.30 0.0335 0.3541 106.231:55 0.8 0.34 0.71 0.30 0.0335 0.3541 106.232:000.9 0.38 0.71 0.34 0.0377 0.3984 119.512:05 0.8 0.34 0.71 0.30 0.0335 0.3541 106.232:10 0.9 0.38 0.71 0.34 0.0377 0.3984 119.512:15 0.9 0.38 0.71 0.34 0.0377 0.3984 119.512:20 0.9 0.38 0.71 0.34 0.0377 0.3984 119.512:25 0.9 0.38 0.71 0.34 0.0377 0.3984 119.512:30 0.9 0.38 0.71 0.34 0.0377 0.3984 119.512:35 0.9 0.38 0.71 0.34 0.0377 0.3984 119.512:40 0.9 0.38 0.71 0.34 0.0377 0.3984 119.512:45 1 0.42 0.71 0.38 0.0419 0.4426 132.792:50 1 0.42 0.71 0.38 0.0419 0.4426 132.792:55 1 0.42 0.71 0.38 0.0419 0.4426 132.793:001 0.42 0.71 0.38 0.0419 0.4426 132.793:05 1 0.42 0.71 0.38 0.0419 0.4426 132.793:10 1.1 0.46 0.71 0.41 0.0461 0.4869 146.073:15 1.1 0.46 0.71 0.41 0.0461 0.4869 146.073:20 1.1 0.46 0.71 0.41 0.0461 0.4869 146.073:25 1.2 0.50 0.71 0.45 0.0503 0.5311 159.343:30 1.3 0.54 0.71 0.49 0.0544 0.5754 172.623:35 1.4 0.59 0.71 0.53 0.0586 0.6197 185.903:40 1.4 0.59 0.71 0.53 0.0586 0.6197 185.903:45 1.5 0.63 0.71 0.57 0.0628 0.6639 199.183:50 1.5 0.63 0.71 0.57 0.0628 0.6639 199.183:55 1.6 0.67 0.71 0.60 0.0670 0.7082 212.464:001.6 0.67 0.71 0.60 0.0670 0.7082 212.464:05 1.7 0.71 0.71 0.64 0.0712 0.7525 225.744:10 1.8 0.75 0.71 0.68 0.0754 0.7967 239.024:15 1.9 0.80 0.71 N/A 0.0890 0.9408 282.25 4of64:20 2 0.84 0.71 N/A 0.1309 1.3835 415.044:25 2.1 0.88 0.71 N/A 0.1728 1.8261 547.834:30 2.1 0.88 0.71 N/A 0.1728 1.8261 547.834:35 2.2 0.92 0.71 N/A 0.2147 2.2687 680.614:40 2.3 0.96 0.71 N/A 0.2565 2.7113 813.404:45 2.4 1.01 0.71 N/A 0.2984 3.1540 946.194:50 2.4 1.01 0.71 N/A 0.2984 3.1540 946.194:55 2.5 1.05 0.71 N/A 0.3403 3.5966 1078.975:002.6 1.09 0.71 N/A 0.3822 4.0392 1211.765:05 3.1 1.30 0.71 N/A 0.5916 6.2523 1875.695:10 3.6 1.51 0.71 N/A 0.8010 8.4654 2539.635:15 3.9 1.63 0.71 N/A 0.9266 9.7933 2937.995:20 4.2 1.76 0.71 N/A 1.0523 11.1212 3336.355:25 4.7 1.97 0.71 N/A 1.2617 13.3343 4000.295:30 5.6 2.35 0.71 N/A1.6386 17.3179 5195.375:35 1.9 0.80 0.71 N/A 0.0890 0.9408 282.255:40 0.9 0.38 0.71 0.34 0.0377 0.3984 119.515:45 0.6 0.25 0.71 0.23 0.0251 0.2656 79.675:50 0.5 0.21 0.71 0.19 0.0209 0.2213 66.395:55 0.3 0.13 0.71 0.11 0.0126 0.1328 39.846:000.2 0.08 0.71 0.08 0.0084 0.0885 26.560 0.00 0.71 0.00 0.0000 0.0000 0.000 0.00 0.71 0.00 0.0000 0.0000 0.006:15 0 0.00 0.71 0.00 0.0000 0.0000 0.000 0.00 0.71 0.00 0.0000 0.0000 0.000 0.00 0.71 0.00 0.0000 0.0000 0.006:30 0 0.00 0.71 0.00 0.0000 0.0000 0.000 0.00 0.71 0.00 0.0000 0.0000 0.000 0.00 0.71 0.00 0.0000 0.0000 0.006:45 0 0.00 0.71 0.00 0.0000 0.0000 0.000 0.00 0.71 0.00 0.0000 0.0000 0.000 0.00 0.71 0.00 0.0000 0.0000 0.007:000 0.00 0.71 0.00 0.0000 0.0000 0.00Totalvolume(cf) 34343.37 5of624HourStormin15minuteincrementsTime PatternStormLossRateValue Effective Flow Flow% Rain(in/hr)Max. Min. Rain(in/hr)Rate(cfs) Vol.(cf)0:15 0.2 0.04 1.24 0.04 0.0042 0.0445 40.030:30 0.3 0.06 1.23 0.06 0.0063 0.0667 60.040:45 0.3 0.06 1.21 0.06 0.0063 0.0667 60.041:000.4 0.08 1.20 0.08 0.0084 0.0889 80.051:15 0.3 0.06 1.18 0.06 0.0063 0.0667 60.041:30 0.3 0.06 1.17 0.06 0.0063 0.0667 60.041:45 0.3 0.06 1.16 0.06 0.0063 0.0667 60.042:000.4 0.08 1.14 0.08 0.0084 0.0889 80.052:15 0.4 0.08 1.13 0.08 0.0084 0.0889 80.052:30 0.4 0.08 1.11 0.08 0.0084 0.0889 80.052:45 0.5 0.11 1.10 0.09 0.0105 0.1112 100.073:000.5 0.11 1.09 0.09 0.0105 0.1112 100.073:15 0.5 0.11 1.07 0.09 0.0105 0.1112 100.073:30 0.5 0.11 1.06 0.09 0.0105 0.1112 100.073:45 0.5 0.11 1.05 0.09 0.0105 0.1112 100.074:000.6 0.13 1.03 0.11 0.0126 0.1334 120.084:15 0.6 0.13 1.02 0.11 0.0126 0.1334 120.084:30 0.7 0.15 1.01 0.13 0.0147 0.1557 140.094:45 0.7 0.15 0.99 0.13 0.0147 0.1557 140.095:000.8 0.17 0.98 0.15 0.0168 0.1779 160.115:15 0.6 0.13 0.97 0.11 0.0126 0.1334 120.085:30 0.7 0.15 0.96 0.13 0.0147 0.1557 140.095:45 0.8 0.17 0.94 0.15 0.0168 0.1779 160.116:000.8 0.17 0.93 0.15 0.0168 0.1779 160.116:15 0.9 0.19 0.92 0.17 0.0189 0.2001 180.126:30 0.9 0.19 0.91 0.17 0.0189 0.2001 180.126:45 1 0.21 0.89 0.19 0.0210 0.2224 200.137:001 0.21 0.88 0.19 0.0210 0.2224 200.137:15 1 0.21 0.87 0.19 0.0210 0.2224 200.137:30 1.1 0.23 0.86 0.21 0.0231 0.2446 220.147:45 1.2 0.25 0.85 0.23 0.0252 0.2668 240.168:001.3 0.27 0.83 0.25 0.0274 0.2891 260.178:15 1.5 0.32 0.82 0.28 0.0316 0.3336 300.208:30 1.5 0.32 0.81 0.28 0.0316 0.3336 300.208:45 1.6 0.34 0.80 0.30 0.0337 0.3558 320.219:001.7 0.36 0.79 0.32 0.0358 0.3780 340.229:15 1.9 0.40 0.78 0.36 0.0400 0.4225 380.259:30 2 0.42 0.77 0.38 0.0421 0.4447 400.269:45 2.1 0.44 0.76 0.40 0.0442 0.4670 420.2810:002.2 0.46 0.74 0.42 0.0463 0.4892 440.2910:15 1.5 0.32 0.73 0.28 0.0316 0.3336 300.2010:30 1.5 0.32 0.72 0.28 0.0316 0.3336 300.2010:45 2 0.42 0.71 0.38 0.0421 0.4447 400.2611:002 0.42 0.70 0.38 0.0421 0.4447 400.2611:15 1.9 0.40 0.69 0.36 0.0400 0.4225 380.2511:30 1.9 0.40 0.68 0.36 0.0400 0.4225 380.2511:45 1.7 0.36 0.67 0.32 0.0358 0.3780 340.2212:001.8 0.38 0.66 0.34 0.0379 0.4003 360.2412:15 2.5 0.53 0.65 0.47 0.0526 0.5559 500.3312:30 2.6 0.55 0.64 0.49 0.0547 0.5782 520.3412:45 2.8 0.59 0.63 0.53 0.0589 0.6226 560.37 6of613:002.9 0.61 0.62 0.55 0.0610 0.6449 580.3813:15 3.4 0.72 0.61 N/A 0.1023 1.0812 973.0413:30 3.4 0.72 0.60 N/A0.1116 1.1795 1061.5213:45 2.3 0.48 0.59 0.44 0.0484 0.5114 460.3014:002.3 0.48 0.59 0.44 0.0484 0.5114 460.3014:15 2.7 0.57 0.58 0.51 0.0568 0.6004 540.3614:30 2.6 0.55 0.57 0.49 0.0547 0.5782 520.3414:45 2.6 0.55 0.56 0.49 0.0547 0.5782 520.3415:002.5 0.53 0.55 0.47 0.0526 0.5559 500.3315:15 2.4 0.50 0.54 0.45 0.0505 0.5337 480.3215:30 2.3 0.48 0.53 0.44 0.0484 0.5114 460.3015:45 1.9 0.40 0.53 0.36 0.0400 0.4225 380.2516:001.9 0.40 0.52 0.36 0.0400 0.4225 380.2516:15 0.4 0.08 0.51 0.08 0.0084 0.0889 80.0516:30 0.4 0.08 0.50 0.08 0.0084 0.0889 80.0516:45 0.3 0.06 0.49 0.06 0.0063 0.0667 60.0417:000.3 0.06 0.49 0.06 0.0063 0.0667 60.0417:15 0.5 0.11 0.48 0.09 0.0105 0.1112 100.0717:30 0.5 0.11 0.47 0.09 0.0105 0.1112 100.0717:45 0.5 0.11 0.47 0.09 0.0105 0.1112 100.0718:000.4 0.08 0.46 0.08 0.0084 0.0889 80.0518:15 0.4 0.08 0.45 0.08 0.0084 0.0889 80.0518:30 0.4 0.08 0.45 0.08 0.0084 0.0889 80.0518:45 0.3 0.06 0.44 0.06 0.0063 0.0667 60.0419:000.2 0.04 0.43 0.04 0.0042 0.0445 40.0319:15 0.3 0.06 0.43 0.06 0.0063 0.0667 60.0419:30 0.4 0.08 0.42 0.08 0.0084 0.0889 80.0519:45 0.3 0.06 0.41 0.06 0.0063 0.0667 60.0420:000.2 0.04 0.41 0.04 0.0042 0.0445 40.0320:15 0.3 0.06 0.40 0.06 0.0063 0.0667 60.0420:30 0.3 0.06 0.40 0.06 0.0063 0.0667 60.0420:45 0.3 0.06 0.39 0.06 0.0063 0.0667 60.0421:000.2 0.04 0.39 0.04 0.0042 0.0445 40.0321:15 0.3 0.06 0.38 0.06 0.0063 0.0667 60.0421:30 0.2 0.04 0.38 0.04 0.0042 0.0445 40.0321:45 0.3 0.06 0.38 0.06 0.0063 0.0667 60.0422:000.2 0.04 0.37 0.04 0.0042 0.0445 40.0322:15 0.3 0.06 0.37 0.06 0.0063 0.0667 60.0422:30 0.2 0.04 0.37 0.04 0.0042 0.0445 40.0322:45 0.2 0.04 0.36 0.04 0.0042 0.0445 40.0323:000.2 0.04 0.36 0.04 0.0042 0.0445 40.0323:15 0.2 0.04 0.36 0.04 0.0042 0.0445 40.0323:30 0.2 0.04 0.36 0.04 0.0042 0.0445 40.0323:45 0.2 0.04 0.35 0.04 0.0042 0.0445 40.0324:000.2 0.04 0.35 0.04 0.0042 0.0445 40.030 0.00 0.35 0.00 0.0000 0.0000 0.00Totalvolume(cf) 20686.82 1of6HYDROLOGYCALCULATIONS-UsingtheRCFC&WCDShortCutUnitHydrographMethodAreaDesignations DatePalmApartmentsOFF1DrainageArea(ac.) 1.1800Unittime(minutes)5 5 5 15100YearStormDuration(hrs) 1 3 6 24TotalPrecipitation(PlatesD-4.4,E-5.2,5.4,5.6)(in.)1.93 2.70 3.49 5.26OrdatafromNOAAinteractivewebsiteSoilsGroup AAMCindexIIRunoffNumber(plateE-6.1) 32PlateE-6.2PerviousAreaLossRate(Fp)(in/hr) 0.74 (AMCII)PercentageofImperviousCover(Ai)(%)(plateE-6.3)90WeightedAverageLossRate(F=Fp(1-.9Ai))(in./hr.) 0.14 (usedfor1,3,and6hourstorm,the24hourstormusesvariablemaximumlossrateperplateE-1.1(3of6))LowLossRatePercent(%)90RetentionBasinPercolationRate(in/hr)2(alsousedfordrywellpercolationrate)Percolationistakenincrementally.Basinvolumeiscalculatedusingthe"truncatedpyramid"formula,amoreconservativeestimatethan"averagedendareas"sometimesused(Drywellcanbe"zeroedout"byreducingnumberstolessthan.001,butshouldnotenteredaszerosorprogramchokes.)Drywellstorageincludes40%ofthe1'widerockbedsurroundingthedrywell:formula(upper)*PI()*(diam/2)^2+(lower)*PI()*((diam/2)^2+0.4*((diam/2+(grav+0.4166))^2-(diam/2+0.4166)^2))Thedrywellwallthicknessisassumedat5"(0.4166)andthegravelbedwidthisvariable"grav"Drywelldesignfactors Uppersec.(ft.)= 0.0001 Lowersec.(ft.)= 0.0001 Ringdiam.(ft.)= 0.0001 Drywelllowermax.(cf)= 0.00 Uppermax.(cf)= 0.00Gravelbedwidtharounddrwyell= 0 Drywelltotal(cf)= 0.00Ret.Basindesign(area,depth)Top= 0.0001s.f.Bot.= 0.0001 s.f. Max.Depth(d)= 0.0001 Max.storage= 0.00(d/3)*(bottom+top+(bottom*top)^0.50)Formulasvol=(h/3)*(bottom+top+(bottom*top)^0.50)area=bottom+(h/d)*(top-bottom) h=(vol*3)/(bottom+top+(bottom*top)^0.5) (valuesmustbenon-zeroorerroroccurs)Outsideinputfrom: N/A1HourStormin5minuteincrementsTime PatternStormLossRateValue Effective Flow Flow% Rain(in/hr)Max. Min. Rain(in/hr)Rate(cfs) Vol.(cf)0:05 3.7 0.8569 0.1406 N/A 0.7163 0.8523 255.690:10 4.8 1.1117 0.1406 N/A 0.9711 1.1554 346.630:15 5.1 1.1812 0.1406 N/A 1.0406 1.2381 371.430:20 4.9 1.1348 0.1406 N/A 0.9942 1.1830 354.890:25 6.6 1.5286 0.1406 N/A 1.3880 1.6514 495.430:30 7.3 1.6907 0.1406 N/A 1.5501 1.8443 553.300:35 8.4 1.9454 0.1406 N/A 1.8048 2.1475 644.240:40 9 2.0844 0.1406 N/A 1.9438 2.3128 693.840:45 12.3 2.8487 0.1406 N/A 2.7081 3.2222 966.650:50 17.6 4.0762 0.1406 N/A3.9356 4.6827 1404.800:55 16.1 3.7288 0.1406 N/A 3.5882 4.2693 1280.791:004.2 0.9727 0.1406 N/A 0.8321 0.9901 297.030 0.0000 0.1406 0.00 0.0000 0.0000 0.000 0.0000 0.1406 0.00 0.0000 0.0000 0.001:15 0 0.0000 0.1406 0.00 0.0000 0.0000 0.00Totalvolume(cf) 7664.72 2of63HourStormin5minuteincrementsTime PatternStormLossRateValue Effective Flow Flow% Rain(in/hr)Max. Min. Rain(in/hr)Rate(cfs) Vol.(cf)0:05 1.3 0.42 0.14 N/A 0.2806 0.3339 100.160:10 1.3 0.42 0.14 N/A 0.2806 0.3339 100.160:15 1.1 0.36 0.14 N/A 0.2158 0.2568 77.030:20 1.5 0.49 0.14 N/A 0.3454 0.4110 123.290:25 1.5 0.49 0.14 N/A 0.3454 0.4110 123.290:30 1.8 0.58 0.14 N/A 0.4426 0.5266 157.990:35 1.5 0.49 0.14 N/A 0.3454 0.4110 123.290:40 1.8 0.58 0.14 N/A 0.4426 0.5266 157.990:45 1.8 0.58 0.14 N/A 0.4426 0.5266 157.990:50 1.5 0.49 0.14 N/A 0.3454 0.4110 123.290:55 1.6 0.52 0.14 N/A 0.3778 0.4495 134.861:001.8 0.58 0.14 N/A 0.4426 0.5266 157.991:05 2.2 0.71 0.14 N/A 0.5722 0.6808 204.251:10 2.2 0.71 0.14 N/A 0.5722 0.6808 204.251:15 2.2 0.71 0.14 N/A 0.5722 0.6808 204.251:20 2 0.65 0.14 N/A 0.5074 0.6037 181.121:25 2.6 0.84 0.14 N/A 0.7018 0.8350 250.511:30 2.7 0.87 0.14 N/A 0.7342 0.8736 262.071:35 2.4 0.78 0.14 N/A 0.6370 0.7579 227.381:40 2.7 0.87 0.14 N/A 0.7342 0.8736 262.071:45 3.3 1.07 0.14 N/A 0.9286 1.1049 331.461:50 3.1 1.00 0.14 N/A 0.8638 1.0278 308.331:55 2.9 0.94 0.14 N/A 0.7990 0.9507 285.202:003 0.97 0.14 N/A 0.8314 0.9892 296.772:05 3.1 1.00 0.14 N/A 0.8638 1.0278 308.332:10 4.2 1.36 0.14 N/A 1.2202 1.4518 435.552:15 5 1.62 0.14 N/A 1.4794 1.7602 528.072:20 3.5 1.13 0.14 N/A 0.9934 1.1820 354.592:25 6.8 2.20 0.14 N/A 2.0626 2.4542 736.252:30 7.3 2.37 0.14 N/A 2.2246 2.6469 794.072:35 8.2 2.66 0.14 N/A2.5162 2.9939 898.162:40 5.9 1.91 0.14 N/A 1.7710 2.1072 632.162:45 2 0.65 0.14 N/A 0.5074 0.6037 181.122:50 1.8 0.58 0.14 N/A 0.4426 0.5266 157.992:55 1.8 0.58 0.14 N/A 0.4426 0.5266 157.993:000.6 0.19 0.14 N/A 0.0538 0.0640 19.200 0.00 0.14 0.00 0.0000 0.0000 0.000 0.00 0.14 0.00 0.0000 0.0000 0.003:15 0 0.00 0.14 0.00 0.0000 0.0000 0.000 0.00 0.14 0.00 0.0000 0.0000 0.000 0.00 0.14 0.00 0.0000 0.0000 0.003:30 0 0.00 0.14 0.00 0.0000 0.0000 0.000 0.00 0.14 0.00 0.0000 0.0000 0.000 0.00 0.14 0.00 0.0000 0.0000 0.00Totalvolume(cf) 9758.44 3of66HourStormin5minuteincrementsTime PatternStormLossRateValue Effective Flow Flow% Rain(in/hr)Max. Min. Rain(in/hr)Rate(cfs) Vol.(cf)0:05 0.5 0.21 0.14 N/A 0.0688 0.0819 24.560:10 0.6 0.25 0.14 N/A 0.1107 0.1317 39.510:15 0.6 0.25 0.14 N/A 0.1107 0.1317 39.510:20 0.6 0.25 0.14 N/A 0.1107 0.1317 39.510:25 0.6 0.25 0.14 N/A 0.1107 0.1317 39.510:30 0.7 0.29 0.14 N/A 0.1526 0.1815 54.460:35 0.7 0.29 0.14 N/A 0.1526 0.1815 54.460:40 0.7 0.29 0.14 N/A 0.1526 0.1815 54.460:45 0.7 0.29 0.14 N/A 0.1526 0.1815 54.460:50 0.7 0.29 0.14 N/A 0.1526 0.1815 54.460:55 0.7 0.29 0.14 N/A 0.1526 0.1815 54.461:000.8 0.34 0.14 N/A 0.1944 0.2314 69.411:05 0.8 0.34 0.14 N/A 0.1944 0.2314 69.411:10 0.8 0.34 0.14 N/A 0.1944 0.2314 69.411:15 0.8 0.34 0.14 N/A 0.1944 0.2314 69.411:20 0.8 0.34 0.14 N/A 0.1944 0.2314 69.411:25 0.8 0.34 0.14 N/A 0.1944 0.2314 69.411:30 0.8 0.34 0.14 N/A 0.1944 0.2314 69.411:35 0.8 0.34 0.14 N/A 0.1944 0.2314 69.411:40 0.8 0.34 0.14 N/A 0.1944 0.2314 69.411:45 0.8 0.34 0.14 N/A 0.1944 0.2314 69.411:50 0.8 0.34 0.14 N/A 0.1944 0.2314 69.411:55 0.8 0.34 0.14 N/A 0.1944 0.2314 69.412:000.9 0.38 0.14 N/A 0.2363 0.2812 84.352:05 0.8 0.34 0.14 N/A 0.1944 0.2314 69.412:10 0.9 0.38 0.14 N/A 0.2363 0.2812 84.352:15 0.9 0.38 0.14 N/A 0.2363 0.2812 84.352:20 0.9 0.38 0.14 N/A 0.2363 0.2812 84.352:25 0.9 0.38 0.14 N/A 0.2363 0.2812 84.352:30 0.9 0.38 0.14 N/A 0.2363 0.2812 84.352:35 0.9 0.38 0.14 N/A 0.2363 0.2812 84.352:40 0.9 0.38 0.14 N/A 0.2363 0.2812 84.352:45 1 0.42 0.14 N/A 0.2782 0.3310 99.302:50 1 0.42 0.14 N/A 0.2782 0.3310 99.302:55 1 0.42 0.14 N/A 0.2782 0.3310 99.303:001 0.42 0.14 N/A 0.2782 0.3310 99.303:05 1 0.42 0.14 N/A 0.2782 0.3310 99.303:10 1.1 0.46 0.14 N/A 0.3201 0.3808 114.253:15 1.1 0.46 0.14 N/A 0.3201 0.3808 114.253:20 1.1 0.46 0.14 N/A 0.3201 0.3808 114.253:25 1.2 0.50 0.14 N/A 0.3620 0.4307 129.203:30 1.3 0.54 0.14 N/A 0.4038 0.4805 144.153:35 1.4 0.59 0.14 N/A 0.4457 0.5303 159.103:40 1.4 0.59 0.14 N/A 0.4457 0.5303 159.103:45 1.5 0.63 0.14 N/A 0.4876 0.5802 174.053:50 1.5 0.63 0.14 N/A 0.4876 0.5802 174.053:55 1.6 0.67 0.14 N/A 0.5295 0.6300 189.004:001.6 0.67 0.14 N/A 0.5295 0.6300 189.004:05 1.7 0.71 0.14 N/A 0.5714 0.6798 203.954:10 1.8 0.75 0.14 N/A 0.6132 0.7297 218.904:15 1.9 0.80 0.14 N/A 0.6551 0.7795 233.85 4of64:20 2 0.84 0.14 N/A 0.6970 0.8293 248.794:25 2.1 0.88 0.14 N/A 0.7389 0.8791 263.744:30 2.1 0.88 0.14 N/A 0.7389 0.8791 263.744:35 2.2 0.92 0.14 N/A 0.7808 0.9290 278.694:40 2.3 0.96 0.14 N/A 0.8226 0.9788 293.644:45 2.4 1.01 0.14 N/A 0.8645 1.0286 308.594:50 2.4 1.01 0.14 N/A 0.8645 1.0286 308.594:55 2.5 1.05 0.14 N/A 0.9064 1.0785 323.545:002.6 1.09 0.14 N/A 0.9483 1.1283 338.495:05 3.1 1.30 0.14 N/A 1.1577 1.3774 413.235:10 3.6 1.51 0.14 N/A 1.3671 1.6266 487.985:15 3.9 1.63 0.14 N/A 1.4927 1.7761 532.835:20 4.2 1.76 0.14 N/A 1.6184 1.9256 577.675:25 4.7 1.97 0.14 N/A 1.8278 2.1747 652.425:30 5.6 2.35 0.14 N/A2.2047 2.6232 786.965:35 1.9 0.80 0.14 N/A 0.6551 0.7795 233.855:40 0.9 0.38 0.14 N/A 0.2363 0.2812 84.355:45 0.6 0.25 0.14 N/A 0.1107 0.1317 39.515:50 0.5 0.21 0.14 N/A 0.0688 0.0819 24.565:55 0.3 0.13 0.14 0.11 0.0126 0.0149 4.486:000.2 0.08 0.14 0.08 0.0084 0.0100 2.990 0.00 0.14 0.00 0.0000 0.0000 0.000 0.00 0.14 0.00 0.0000 0.0000 0.006:15 0 0.00 0.14 0.00 0.0000 0.0000 0.000 0.00 0.14 0.00 0.0000 0.0000 0.000 0.00 0.14 0.00 0.0000 0.0000 0.006:30 0 0.00 0.14 0.00 0.0000 0.0000 0.000 0.00 0.14 0.00 0.0000 0.0000 0.000 0.00 0.14 0.00 0.0000 0.0000 0.006:45 0 0.00 0.14 0.00 0.0000 0.0000 0.000 0.00 0.14 0.00 0.0000 0.0000 0.000 0.00 0.14 0.00 0.0000 0.0000 0.007:000 0.00 0.14 0.00 0.0000 0.0000 0.00Totalvolume(cf) 11368.69 5of624HourStormin15minuteincrementsTime PatternStormLossRateValue Effective Flow Flow% Rain(in/hr)Max. Min. Rain(in/hr)Rate(cfs) Vol.(cf)0:15 0.2 0.04 0.25 0.04 0.0042 0.0050 4.510:30 0.3 0.06 0.24 0.06 0.0063 0.0075 6.760:45 0.3 0.06 0.24 0.06 0.0063 0.0075 6.761:000.4 0.08 0.24 0.08 0.0084 0.0100 9.011:15 0.3 0.06 0.24 0.06 0.0063 0.0075 6.761:30 0.3 0.06 0.23 0.06 0.0063 0.0075 6.761:45 0.3 0.06 0.23 0.06 0.0063 0.0075 6.762:000.4 0.08 0.23 0.08 0.0084 0.0100 9.012:15 0.4 0.08 0.22 0.08 0.0084 0.0100 9.012:30 0.4 0.08 0.22 0.08 0.0084 0.0100 9.012:45 0.5 0.11 0.22 0.09 0.0105 0.0125 11.273:000.5 0.11 0.22 0.09 0.0105 0.0125 11.273:15 0.5 0.11 0.21 0.09 0.0105 0.0125 11.273:30 0.5 0.11 0.21 0.09 0.0105 0.0125 11.273:45 0.5 0.11 0.21 0.09 0.0105 0.0125 11.274:000.6 0.13 0.21 0.11 0.0126 0.0150 13.524:15 0.6 0.13 0.20 0.11 0.0126 0.0150 13.524:30 0.7 0.15 0.20 0.13 0.0147 0.0175 15.774:45 0.7 0.15 0.20 0.13 0.0147 0.0175 15.775:000.8 0.17 0.20 0.15 0.0168 0.0200 18.025:15 0.6 0.13 0.19 0.11 0.0126 0.0150 13.525:30 0.7 0.15 0.19 0.13 0.0147 0.0175 15.775:45 0.8 0.17 0.19 0.15 0.0168 0.0200 18.026:000.8 0.17 0.19 0.15 0.0168 0.0200 18.026:15 0.9 0.19 0.18 0.17 0.0189 0.0225 20.286:30 0.9 0.19 0.18 0.17 0.0189 0.0225 20.286:45 1 0.21 0.18 N/A 0.0326 0.0387 34.867:001 0.21 0.18 N/A 0.0350 0.0416 37.447:15 1 0.21 0.17 N/A 0.0373 0.0444 40.007:30 1.1 0.23 0.17 N/A 0.0608 0.0723 65.067:45 1.2 0.25 0.17 N/A 0.0841 0.1001 90.118:001.3 0.27 0.17 N/A 0.1075 0.1279 115.138:15 1.5 0.32 0.16 N/A 0.1519 0.1807 162.668:30 1.5 0.32 0.16 N/A 0.1542 0.1835 165.118:45 1.6 0.34 0.16 N/A 0.1775 0.2112 190.079:001.7 0.36 0.16 N/A 0.2008 0.2389 215.019:15 1.9 0.40 0.15 N/A 0.2451 0.2916 262.459:30 2 0.42 0.15 N/A 0.2683 0.3193 287.359:45 2.1 0.44 0.15 N/A 0.2916 0.3469 312.2210:002.2 0.46 0.15 N/A 0.3148 0.3745 337.0710:15 1.5 0.32 0.15 N/A 0.1696 0.2018 181.6510:30 1.5 0.32 0.14 N/A 0.1718 0.2044 183.9210:45 2 0.42 0.14 N/A 0.2791 0.3320 298.8211:002 0.42 0.14 N/A 0.2811 0.3345 301.0511:15 1.9 0.40 0.14 N/A 0.2621 0.3119 280.7211:30 1.9 0.40 0.14 N/A 0.2642 0.3143 282.9011:45 1.7 0.36 0.13 N/A 0.2241 0.2667 239.9912:001.8 0.38 0.13 N/A 0.2471 0.2941 264.6512:15 2.5 0.53 0.13 N/A 0.3964 0.4716 424.4812:30 2.6 0.55 0.13 N/A 0.4194 0.4990 449.0912:45 2.8 0.59 0.13 N/A 0.4634 0.5513 496.21 6of613:002.9 0.61 0.12 N/A 0.4863 0.5786 520.7713:15 3.4 0.72 0.12 N/A 0.5934 0.7060 635.4313:30 3.4 0.72 0.12 N/A0.59520.7082637.4113:45 2.3 0.48 0.12 N/A 0.3656 0.4350 391.5314:002.3 0.48 0.12 N/A 0.3674 0.4372 393.4614:15 2.7 0.57 0.11 N/A 0.4534 0.5394 485.4914:30 2.6 0.55 0.11 N/A 0.4341 0.5165 464.8314:45 2.6 0.55 0.11 N/A 0.4358 0.5185 466.6815:002.5 0.53 0.11 N/A 0.4165 0.4955 445.9815:15 2.4 0.50 0.11 N/A 0.3971 0.4725 425.2415:30 2.3 0.48 0.11 N/A 0.3777 0.4494 404.4815:45 1.9 0.40 0.10 N/A 0.2952 0.3512 316.0916:001.9 0.40 0.10 N/A 0.2968 0.3531 317.8016:15 0.4 0.08 0.10 0.08 0.0084 0.0100 9.0116:30 0.4 0.08 0.10 0.08 0.0084 0.0100 9.0116:45 0.3 0.06 0.10 0.06 0.0063 0.0075 6.7617:000.3 0.06 0.10 0.06 0.0063 0.0075 6.7617:15 0.5 0.11 0.10 0.09 0.0105 0.0125 11.2717:30 0.5 0.11 0.09 N/A 0.0112 0.0133 12.0017:45 0.5 0.11 0.09 N/A 0.0126 0.0150 13.5018:000.4 0.08 0.09 0.08 0.0084 0.0100 9.0118:15 0.4 0.08 0.09 0.08 0.0084 0.0100 9.0118:30 0.4 0.08 0.09 0.08 0.0084 0.0100 9.0118:45 0.3 0.06 0.09 0.06 0.0063 0.0075 6.7619:000.2 0.04 0.09 0.04 0.0042 0.0050 4.5119:15 0.3 0.06 0.08 0.06 0.0063 0.0075 6.7619:30 0.4 0.08 0.08 0.08 0.0084 0.0100 9.0119:45 0.3 0.06 0.08 0.06 0.0063 0.0075 6.7620:000.2 0.04 0.08 0.04 0.0042 0.0050 4.5120:15 0.3 0.06 0.08 0.06 0.0063 0.0075 6.7620:30 0.3 0.06 0.08 0.06 0.0063 0.0075 6.7620:45 0.3 0.06 0.08 0.06 0.0063 0.0075 6.7621:000.2 0.04 0.08 0.04 0.0042 0.0050 4.5121:15 0.3 0.06 0.08 0.06 0.0063 0.0075 6.7621:30 0.2 0.04 0.08 0.04 0.0042 0.0050 4.5121:45 0.3 0.06 0.07 0.06 0.0063 0.0075 6.7622:000.2 0.04 0.07 0.04 0.0042 0.0050 4.5122:15 0.3 0.06 0.07 0.06 0.0063 0.0075 6.7622:30 0.2 0.04 0.07 0.04 0.0042 0.0050 4.5122:45 0.2 0.04 0.07 0.04 0.0042 0.0050 4.5123:000.2 0.04 0.07 0.04 0.0042 0.0050 4.5123:15 0.2 0.04 0.07 0.04 0.0042 0.0050 4.5123:30 0.2 0.04 0.07 0.04 0.0042 0.0050 4.5123:45 0.2 0.04 0.07 0.04 0.0042 0.0050 4.5124:000.2 0.04 0.07 0.04 0.0042 0.0050 4.510 0.00 0.07 0.00 0.0000 0.0000 0.00Totalvolume(cf) 12155.64 1of6HYDROLOGYCALCULATIONS-UsingtheRCFC&WCDShortCutUnitHydrographMethodAreaDesignations DatePalmApartmentsOFF2DrainageArea(ac.) 0.4200Unittime(minutes)5 5 5 15100YearStormDuration(hrs) 1 3 6 24TotalPrecipitation(PlatesD-4.4,E-5.2,5.4,5.6)(in.)1.93 2.70 3.49 5.26OrdatafromNOAAinteractivewebsiteSoilsGroup AAMCindexIIRunoffNumber(plateE-6.1) 32PlateE-6.2PerviousAreaLossRate(Fp)(in/hr) 0.74 (AMCII)PercentageofImperviousCover(Ai)(%)(plateE-6.3)25WeightedAverageLossRate(F=Fp(1-.9Ai))(in./hr.) 0.57 (usedfor1,3,and6hourstorm,the24hourstormusesvariablemaximumlossrateperplateE-1.1(3of6))LowLossRatePercent(%)90RetentionBasinPercolationRate(in/hr)2(alsousedfordrywellpercolationrate)Percolationistakenincrementally.Basinvolumeiscalculatedusingthe"truncatedpyramid"formula,amoreconservativeestimatethan"averagedendareas"sometimesused(Drywellcanbe"zeroedout"byreducingnumberstolessthan.001,butshouldnotenteredaszerosorprogramchokes.)Drywellstorageincludes40%ofthe1'widerockbedsurroundingthedrywell:formula(upper)*PI()*(diam/2)^2+(lower)*PI()*((diam/2)^2+0.4*((diam/2+(grav+0.4166))^2-(diam/2+0.4166)^2))Thedrywellwallthicknessisassumedat5"(0.4166)andthegravelbedwidthisvariable"grav"Drywelldesignfactors Uppersec.(ft.)= 0.0001 Lowersec.(ft.)= 0.0001 Ringdiam.(ft.)= 0.0001 Drywelllowermax.(cf)= 0.00 Uppermax.(cf)= 0.00Gravelbedwidtharounddrwyell= 0 Drywelltotal(cf)= 0.00Ret.Basindesign(area,depth)Top= 0.0001s.f.Bot.= 0.0001 s.f. Max.Depth(d)= 0.0001 Max.storage= 0.00(d/3)*(bottom+top+(bottom*top)^0.50)Formulasvol=(h/3)*(bottom+top+(bottom*top)^0.50)area=bottom+(h/d)*(top-bottom) h=(vol*3)/(bottom+top+(bottom*top)^0.5) (valuesmustbenon-zeroorerroroccurs)Outsideinputfrom: N/A1HourStormin5minuteincrementsTime PatternStormLossRateValue Effective Flow Flow% Rain(in/hr)Max. Min. Rain(in/hr)Rate(cfs) Vol.(cf)0:05 3.7 0.8569 0.5735 N/A 0.2834 0.1200 36.010:10 4.8 1.1117 0.5735 N/A 0.5382 0.2279 68.380:15 5.1 1.1812 0.5735 N/A 0.6077 0.2573 77.200:20 4.9 1.1348 0.5735 N/A 0.5613 0.2377 71.320:25 6.6 1.5286 0.5735 N/A 0.9551 0.4045 121.340:30 7.3 1.6907 0.5735 N/A 1.1172 0.4731 141.940:35 8.4 1.9454 0.5735 N/A 1.3719 0.5810 174.300:40 9 2.0844 0.5735 N/A 1.5109 0.6399 191.960:45 12.3 2.8487 0.5735 N/A 2.2752 0.9635 289.060:50 17.6 4.0762 0.5735 N/A3.5027 1.4834 445.010:55 16.1 3.7288 0.5735 N/A 3.1553 1.3363 400.881:004.2 0.9727 0.5735 N/A 0.3992 0.1691 50.720 0.0000 0.5735 0.00 0.0000 0.0000 0.000 0.0000 0.5735 0.00 0.0000 0.0000 0.001:15 0 0.0000 0.5735 0.00 0.0000 0.0000 0.00Totalvolume(cf) 2068.12 2of63HourStormin5minuteincrementsTime PatternStormLossRateValue Effective Flow Flow% Rain(in/hr)Max. Min. Rain(in/hr)Rate(cfs) Vol.(cf)0:05 1.3 0.42 0.57 0.38 0.0421 0.0178 5.350:10 1.3 0.42 0.57 0.38 0.0421 0.0178 5.350:15 1.1 0.36 0.57 0.32 0.0356 0.0151 4.530:20 1.5 0.49 0.57 0.44 0.0486 0.0206 6.170:25 1.5 0.49 0.57 0.44 0.0486 0.0206 6.170:30 1.8 0.58 0.57 0.52 0.0583 0.0247 7.410:35 1.5 0.49 0.57 0.44 0.0486 0.0206 6.170:40 1.8 0.58 0.57 0.52 0.0583 0.0247 7.410:45 1.8 0.58 0.57 0.52 0.0583 0.0247 7.410:50 1.5 0.49 0.57 0.44 0.0486 0.0206 6.170:55 1.6 0.52 0.57 0.47 0.0518 0.0220 6.591:001.8 0.58 0.57 0.52 0.0583 0.0247 7.411:05 2.2 0.71 0.57 N/A 0.1393 0.0590 17.701:10 2.2 0.71 0.57 N/A 0.1393 0.0590 17.701:15 2.2 0.71 0.57 N/A 0.1393 0.0590 17.701:20 2 0.65 0.57 N/A 0.0745 0.0316 9.471:25 2.6 0.84 0.57 N/A 0.2689 0.1139 34.161:30 2.7 0.87 0.57 N/A 0.3013 0.1276 38.281:35 2.4 0.78 0.57 N/A 0.2041 0.0864 25.931:40 2.7 0.87 0.57 N/A 0.3013 0.1276 38.281:45 3.3 1.07 0.57 N/A 0.4957 0.2099 62.981:50 3.1 1.00 0.57 N/A 0.4309 0.1825 54.751:55 2.9 0.94 0.57 N/A 0.3661 0.1550 46.512:003 0.97 0.57 N/A 0.3985 0.1688 50.632:05 3.1 1.00 0.57 N/A 0.4309 0.1825 54.752:10 4.2 1.36 0.57 N/A 0.7873 0.3334 100.032:15 5 1.62 0.57 N/A 1.0465 0.4432 132.962:20 3.5 1.13 0.57 N/A 0.5605 0.2374 71.212:25 6.8 2.20 0.57 N/A 1.6297 0.6902 207.052:30 7.3 2.37 0.57 N/A 1.7917 0.7588 227.642:35 8.2 2.66 0.57 N/A2.0833 0.8823 264.682:40 5.9 1.91 0.57 N/A 1.3381 0.5667 170.012:45 2 0.65 0.57 N/A 0.0745 0.0316 9.472:50 1.8 0.58 0.57 0.52 0.0583 0.0247 7.412:55 1.8 0.58 0.57 0.52 0.0583 0.0247 7.413:000.6 0.19 0.57 0.17 0.0194 0.0082 2.470 0.00 0.57 0.00 0.0000 0.0000 0.000 0.00 0.57 0.00 0.0000 0.0000 0.003:15 0 0.00 0.57 0.00 0.0000 0.0000 0.000 0.00 0.57 0.00 0.0000 0.0000 0.000 0.00 0.57 0.00 0.0000 0.0000 0.003:30 0 0.00 0.57 0.00 0.0000 0.0000 0.000 0.00 0.57 0.00 0.0000 0.0000 0.000 0.00 0.57 0.00 0.0000 0.0000 0.00Totalvolume(cf) 1745.31 3of66HourStormin5minuteincrementsTime PatternStormLossRateValue Effective Flow Flow% Rain(in/hr)Max. Min. Rain(in/hr)Rate(cfs) Vol.(cf)0:05 0.5 0.21 0.57 0.19 0.0209 0.0089 2.660:10 0.6 0.25 0.57 0.23 0.0251 0.0106 3.190:15 0.6 0.25 0.57 0.23 0.0251 0.0106 3.190:20 0.6 0.25 0.57 0.23 0.0251 0.0106 3.190:25 0.6 0.25 0.57 0.23 0.0251 0.0106 3.190:30 0.7 0.29 0.57 0.26 0.0293 0.0124 3.720:35 0.7 0.29 0.57 0.26 0.0293 0.0124 3.720:40 0.7 0.29 0.57 0.26 0.0293 0.0124 3.720:45 0.7 0.29 0.57 0.26 0.0293 0.0124 3.720:50 0.7 0.29 0.57 0.26 0.0293 0.0124 3.720:55 0.7 0.29 0.57 0.26 0.0293 0.0124 3.721:000.8 0.34 0.57 0.30 0.0335 0.0142 4.261:05 0.8 0.34 0.57 0.30 0.0335 0.0142 4.261:10 0.8 0.34 0.57 0.30 0.0335 0.0142 4.261:15 0.8 0.34 0.57 0.30 0.0335 0.0142 4.261:20 0.8 0.34 0.57 0.30 0.0335 0.0142 4.261:25 0.8 0.34 0.57 0.30 0.0335 0.0142 4.261:30 0.8 0.34 0.57 0.30 0.0335 0.0142 4.261:35 0.8 0.34 0.57 0.30 0.0335 0.0142 4.261:40 0.8 0.34 0.57 0.30 0.0335 0.0142 4.261:45 0.8 0.34 0.57 0.30 0.0335 0.0142 4.261:50 0.8 0.34 0.57 0.30 0.0335 0.0142 4.261:55 0.8 0.34 0.57 0.30 0.0335 0.0142 4.262:000.9 0.38 0.57 0.34 0.0377 0.0160 4.792:05 0.8 0.34 0.57 0.30 0.0335 0.0142 4.262:10 0.9 0.38 0.57 0.34 0.0377 0.0160 4.792:15 0.9 0.38 0.57 0.34 0.0377 0.0160 4.792:20 0.9 0.38 0.57 0.34 0.0377 0.0160 4.792:25 0.9 0.38 0.57 0.34 0.0377 0.0160 4.792:30 0.9 0.38 0.57 0.34 0.0377 0.0160 4.792:35 0.9 0.38 0.57 0.34 0.0377 0.0160 4.792:40 0.9 0.38 0.57 0.34 0.0377 0.0160 4.792:45 1 0.42 0.57 0.38 0.0419 0.0177 5.322:50 1 0.42 0.57 0.38 0.0419 0.0177 5.322:55 1 0.42 0.57 0.38 0.0419 0.0177 5.323:001 0.42 0.57 0.38 0.0419 0.0177 5.323:05 1 0.42 0.57 0.38 0.0419 0.0177 5.323:10 1.1 0.46 0.57 0.41 0.0461 0.0195 5.853:15 1.1 0.46 0.57 0.41 0.0461 0.0195 5.853:20 1.1 0.46 0.57 0.41 0.0461 0.0195 5.853:25 1.2 0.50 0.57 0.45 0.0503 0.0213 6.393:30 1.3 0.54 0.57 0.49 0.0544 0.0231 6.923:35 1.4 0.59 0.57 0.53 0.0586 0.0248 7.453:40 1.4 0.59 0.57 0.53 0.0586 0.0248 7.453:45 1.5 0.63 0.57 0.57 0.0628 0.0266 7.983:50 1.5 0.63 0.57 0.57 0.0628 0.0266 7.983:55 1.6 0.67 0.57 N/A 0.0966 0.0409 12.274:001.6 0.67 0.57 N/A 0.0966 0.0409 12.274:05 1.7 0.71 0.57 N/A 0.1385 0.0586 17.594:10 1.8 0.75 0.57 N/A 0.1803 0.0764 22.914:15 1.9 0.80 0.57 N/A 0.2222 0.0941 28.23 4of64:20 2 0.84 0.57 N/A 0.2641 0.1118 33.554:25 2.1 0.88 0.57 N/A 0.3060 0.1296 38.874:30 2.1 0.88 0.57 N/A 0.3060 0.1296 38.874:35 2.2 0.92 0.57 N/A 0.3479 0.1473 44.204:40 2.3 0.96 0.57 N/A 0.3897 0.1651 49.524:45 2.4 1.01 0.57 N/A 0.4316 0.1828 54.844:50 2.4 1.01 0.57 N/A 0.4316 0.1828 54.844:55 2.5 1.05 0.57 N/A 0.4735 0.2005 60.165:002.6 1.09 0.57 N/A 0.5154 0.2183 65.485:05 3.1 1.30 0.57 N/A 0.7248 0.3069 92.085:10 3.6 1.51 0.57 N/A 0.9342 0.3956 118.695:15 3.9 1.63 0.57 N/A 1.0598 0.4488 134.655:20 4.2 1.76 0.57 N/A 1.1855 0.5020 150.615:25 4.7 1.97 0.57 N/A 1.3949 0.5907 177.225:30 5.6 2.35 0.57 N/A1.7718 0.7503 225.105:35 1.9 0.80 0.57 N/A 0.2222 0.0941 28.235:40 0.9 0.38 0.57 0.34 0.0377 0.0160 4.795:45 0.6 0.25 0.57 0.23 0.0251 0.0106 3.195:50 0.5 0.21 0.57 0.19 0.0209 0.0089 2.665:55 0.3 0.13 0.57 0.11 0.0126 0.0053 1.606:000.2 0.08 0.57 0.08 0.0084 0.0035 1.060 0.00 0.57 0.00 0.0000 0.0000 0.000 0.00 0.57 0.00 0.0000 0.0000 0.006:15 0 0.00 0.57 0.00 0.0000 0.0000 0.000 0.00 0.57 0.00 0.0000 0.0000 0.000 0.00 0.57 0.00 0.0000 0.0000 0.006:30 0 0.00 0.57 0.00 0.0000 0.0000 0.000 0.00 0.57 0.00 0.0000 0.0000 0.000 0.00 0.57 0.00 0.0000 0.0000 0.006:45 0 0.00 0.57 0.00 0.0000 0.0000 0.000 0.00 0.57 0.00 0.0000 0.0000 0.000 0.00 0.57 0.00 0.0000 0.0000 0.007:000 0.00 0.57 0.00 0.0000 0.0000 0.00Totalvolume(cf) 1693.25 5of624HourStormin15minuteincrementsTime PatternStormLossRateValue Effective Flow Flow% Rain(in/hr)Max. Min. Rain(in/hr)Rate(cfs) Vol.(cf)0:15 0.2 0.04 1.01 0.04 0.0042 0.0018 1.600:30 0.3 0.06 1.00 0.06 0.0063 0.0027 2.410:45 0.3 0.06 0.98 0.06 0.0063 0.0027 2.411:000.4 0.08 0.97 0.08 0.0084 0.0036 3.211:15 0.3 0.06 0.96 0.06 0.0063 0.0027 2.411:30 0.3 0.06 0.95 0.06 0.0063 0.0027 2.411:45 0.3 0.06 0.94 0.06 0.0063 0.0027 2.412:000.4 0.08 0.93 0.08 0.0084 0.0036 3.212:15 0.4 0.08 0.92 0.08 0.0084 0.0036 3.212:30 0.4 0.08 0.90 0.08 0.0084 0.0036 3.212:45 0.5 0.11 0.89 0.09 0.0105 0.0045 4.013:000.5 0.11 0.88 0.09 0.0105 0.0045 4.013:15 0.5 0.11 0.87 0.09 0.0105 0.0045 4.013:30 0.5 0.11 0.86 0.09 0.0105 0.0045 4.013:45 0.5 0.11 0.85 0.09 0.0105 0.0045 4.014:000.6 0.13 0.84 0.11 0.0126 0.0053 4.814:15 0.6 0.13 0.83 0.11 0.0126 0.0053 4.814:30 0.7 0.15 0.82 0.13 0.0147 0.0062 5.614:45 0.7 0.15 0.81 0.13 0.0147 0.0062 5.615:000.8 0.17 0.80 0.15 0.0168 0.0071 6.425:15 0.6 0.13 0.79 0.11 0.0126 0.0053 4.815:30 0.7 0.15 0.78 0.13 0.0147 0.0062 5.615:45 0.8 0.17 0.77 0.15 0.0168 0.0071 6.426:000.8 0.17 0.76 0.15 0.0168 0.0071 6.426:15 0.9 0.19 0.75 0.17 0.0189 0.0080 7.226:30 0.9 0.19 0.74 0.17 0.0189 0.0080 7.226:45 1 0.21 0.73 0.19 0.0210 0.0089 8.027:001 0.21 0.72 0.19 0.0210 0.0089 8.027:15 1 0.21 0.71 0.19 0.0210 0.0089 8.027:30 1.1 0.23 0.70 0.21 0.0231 0.0098 8.827:45 1.2 0.25 0.69 0.23 0.0252 0.0107 9.628:001.3 0.27 0.68 0.25 0.0274 0.0116 10.438:15 1.5 0.32 0.67 0.28 0.0316 0.0134 12.038:30 1.5 0.32 0.66 0.28 0.0316 0.0134 12.038:45 1.6 0.34 0.65 0.30 0.0337 0.0143 12.839:001.7 0.36 0.64 0.32 0.0358 0.0151 13.639:15 1.9 0.40 0.63 0.36 0.0400 0.0169 15.249:30 2 0.42 0.62 0.38 0.0421 0.0178 16.049:45 2.1 0.44 0.61 0.40 0.0442 0.0187 16.8410:002.2 0.46 0.60 0.42 0.0463 0.0196 17.6410:15 1.5 0.32 0.60 0.28 0.0316 0.0134 12.0310:30 1.5 0.32 0.59 0.28 0.0316 0.0134 12.0310:45 2 0.42 0.58 0.38 0.0421 0.0178 16.0411:002 0.42 0.57 0.38 0.0421 0.0178 16.0411:15 1.9 0.40 0.56 0.36 0.0400 0.0169 15.2411:30 1.9 0.40 0.55 0.36 0.0400 0.0169 15.2411:45 1.7 0.36 0.54 0.32 0.0358 0.0151 13.6312:001.8 0.38 0.54 0.34 0.0379 0.0160 14.4312:15 2.5 0.53 0.53 0.47 0.0526 0.0223 20.0512:30 2.6 0.55 0.52 0.49 0.0547 0.0232 20.8512:45 2.8 0.59 0.51 N/A 0.0762 0.0323 29.05 6of613:002.9 0.61 0.51 N/A 0.1050 0.0445 40.0213:15 3.4 0.72 0.50 N/A 0.2178 0.0923 83.0313:30 3.4 0.72 0.49 N/A0.22540.095585.9113:45 2.3 0.48 0.48 0.44 0.0484 0.0205 18.4414:002.3 0.48 0.48 0.44 0.0484 0.0205 18.4414:15 2.7 0.57 0.47 N/A 0.1002 0.0424 38.1814:30 2.6 0.55 0.46 N/A 0.0863 0.0365 32.8814:45 2.6 0.55 0.45 N/A 0.0933 0.0395 35.5715:002.5 0.53 0.45 N/A 0.0792 0.0336 30.2015:15 2.4 0.50 0.44 N/A 0.0650 0.0275 24.7815:30 2.3 0.48 0.43 N/A 0.0507 0.0215 19.3315:45 1.9 0.40 0.43 0.36 0.0400 0.0169 15.2416:001.9 0.40 0.42 0.36 0.0400 0.0169 15.2416:15 0.4 0.08 0.41 0.08 0.0084 0.0036 3.2116:30 0.4 0.08 0.41 0.08 0.0084 0.0036 3.2116:45 0.3 0.06 0.40 0.06 0.0063 0.0027 2.4117:000.3 0.06 0.40 0.06 0.0063 0.0027 2.4117:15 0.5 0.11 0.39 0.09 0.0105 0.0045 4.0117:30 0.5 0.11 0.38 0.09 0.0105 0.0045 4.0117:45 0.5 0.11 0.38 0.09 0.0105 0.0045 4.0118:000.4 0.08 0.37 0.08 0.0084 0.0036 3.2118:15 0.4 0.08 0.37 0.08 0.0084 0.0036 3.2118:30 0.4 0.08 0.36 0.08 0.0084 0.0036 3.2118:45 0.3 0.06 0.36 0.06 0.0063 0.0027 2.4119:000.2 0.04 0.35 0.04 0.0042 0.0018 1.6019:15 0.3 0.06 0.35 0.06 0.0063 0.0027 2.4119:30 0.4 0.08 0.34 0.08 0.0084 0.0036 3.2119:45 0.3 0.06 0.34 0.06 0.0063 0.0027 2.4120:000.2 0.04 0.33 0.04 0.0042 0.0018 1.6020:15 0.3 0.06 0.33 0.06 0.0063 0.0027 2.4120:30 0.3 0.06 0.32 0.06 0.0063 0.0027 2.4120:45 0.3 0.06 0.32 0.06 0.0063 0.0027 2.4121:000.2 0.04 0.32 0.04 0.0042 0.0018 1.6021:15 0.3 0.06 0.31 0.06 0.0063 0.0027 2.4121:30 0.2 0.04 0.31 0.04 0.0042 0.0018 1.6021:45 0.3 0.06 0.31 0.06 0.0063 0.0027 2.4122:000.2 0.04 0.30 0.04 0.0042 0.0018 1.6022:15 0.3 0.06 0.30 0.06 0.0063 0.0027 2.4122:30 0.2 0.04 0.30 0.04 0.0042 0.0018 1.6022:45 0.2 0.04 0.29 0.04 0.0042 0.0018 1.6023:000.2 0.04 0.29 0.04 0.0042 0.0018 1.6023:15 0.2 0.04 0.29 0.04 0.0042 0.0018 1.6023:30 0.2 0.04 0.29 0.04 0.0042 0.0018 1.6023:45 0.2 0.04 0.29 0.04 0.0042 0.0018 1.6024:000.2 0.04 0.29 0.04 0.0042 0.0018 1.600 0.00 0.29 0.00 0.0000 0.0000 0.00Totalvolume(cf) 999.56

POST-DEVELOPMENT

















POST-DEVELOPMENT
w/

RETENTION
BASIN



1of6HYDROLOGYCALCULATIONS-UsingtheRCFC&WCDShortCutUnitHydrographMethodAreaDesignations DatePalmApartmentsDrainageArea(ac.) 10.4815Unittime(minutes)5 5 5 15100YearStormDuration(hrs) 1 3 6 24TotalPrecipitation(PlatesD-4.4,E-5.2,5.4,5.6)(in.)1.93 2.70 3.49 5.26OrdatafromNOAAinteractivewebsiteSoilsGroup AAMCindexIIRunoffNumber(plateE-6.1) 32PlateE-6.2PerviousAreaLossRate(Fp)(in/hr) 0.74 (AMCII)PercentageofImperviousCover(Ai)(%)(plateE-6.3)62.528 7450sfimperviousW eightedAverageLossRate(F=Fp(1-.9Ai))(in./hr.) 0.32 (usedfor1,3,and6hourstorm,the24hourstormusesvariablemaximumlossrateperplateE-1.1(3of6))LowLossRatePercent(%)90RetentionB asinPercolationRate(in/hr)2(alsousedfordrywellpercolationrate)Percolationistakenincrementally.Basinvolumeiscalculatedusingthe"truncatedpyramid"formula,amoreconservativeestimatethan"averagedendareas"sometimesused(Drywellcanbe"zeroedout"byreducingnumberstolessthan.001,butshouldnotenteredaszerosorprogramchokes.)Drywellstorageincludes40%ofthe1'widerockbedsurroundingthedrywell:formula(upper)*PI()*(diam/2)^2+(lower)*PI()*((diam/2)^2+0.4*((diam/2+(grav+0.4166))^2-(diam/2+0.4166)^2))Thedrywellwallthicknessisassumedat5"(0.4166)andthegravelbedwidthisvariable"grav"Drywelldesignfactors Uppersec.(ft.)= 0.0001 Lowersec.(ft.)= 0.0001 Ringdiam.(ft.)= 0.0001 Drywelllowermax.(cf)= 0.00 Uppermax.(cf)= 0.00Gravelbedwidtharounddrwyell= 0 Drywelltotal(cf)= 0.00Ret.Basindesign(area,depth)Top= 24000s.f.Bot.= 3700 s.f. Max.Depth(d)= 5 Max.storage= 61872.29(d/3)* (bottom+top+(bottom* top)^ 0.50)Formulasvol=(h/3)*(bottom+top+(bottom*top)^0.50)area=bottom+(h/d)*(top-bottom) h=(vol*3)/(bottom+top+(bottom*top)^0.5) (valuesmustbenon-zeroorerroroccurs)Outsideinputfrom: N/A1HourStormin5minuteincrementsDry well Drywell DrywellDry well OverflowB asin B asin B asinTime PatternStormLossRateV alue Effective Flow Flow Outside Retention Period Storage Storage To Retention Period Storage Storage Overflow Overflow% Rain(in/hr)Max. Min. Rain(in/hr)Rate(cfs) V ol.(cf) Input(cf) Area(sf) Perc.(cf)V ol.(cf) Depth(ft) B asin(cf) Area(sf) Perc.(cf) V ol.(cf) Depth(ft)V ol.(cf) Rate(cfs)0: 05 3.7 0.8 569 0.3238N/A 0.5332 5.6350 1690.50 0.00 0.00 0.00 0.00 0.00 1690.50 3700.00 51.39 1639.11 0.13 0.00 0.000: 10 4.8 1.1117 0.3238N/A 0.78 79 8 .3275 2498 .25 0.00 0.00 0.00 0.00 0.00 2498 .25 4237.78 58 .8 6 4078 .50 0.33 0.00 0.000: 15 5.1 1.18 12 0.3238N/A 0.8 574 9.0618 2718 .55 0.00 0.00 0.00 0.00 0.00 2718 .55 5038 .14 69.97 6727.08 0.54 0.00 0.000: 20 4.9 1.1348 0.3238N/A 0.8 111 8 .5723 2571.68 0.00 0.00 0.00 0.00 0.00 2571.68 5907.12 8 2.04 9216.72 0.74 0.00 0.000: 25 6.6 1.528 6 0.3238N/A 1.2048 12.7334 38 20.03 0.00 0.00 0.00 0.00 0.00 38 20.03 6723.96 93.39 12943.36 1.05 0.00 0.000: 30 7.3 1.6907 0.3238N/A 1.3669 14.4469 4334.06 0.00 0.00 0.00 0.00 0.00 4334.06 7946.66 110.37 17167.06 1.39 0.00 0.000: 35 8 .4 1.9454 0.3238N/A 1.6217 17.1394 5141.8 2 0.00 0.00 0.00 0.00 0.00 5141.8 2 9332.43 129.62 22179.25 1.79 0.00 0.000: 40 9 2.08 44 0.3238N/A 1.7607 18 .608 0 558 2.41 0.00 0.00 0.00 0.00 0.00 558 2.41 10976.91 152.46 27609.21 2.23 0.00 0.000: 45 12.3 2.8 48 7 0.3238N/A 2.5249 26.68 56 8 005.68 0.00 0.00 0.00 0.00 0.00 8 005.68 12758 .45 177.20 35437.68 2.8 6 0.00 0.000: 50 17.6 4.0762 0.3238N/A3.7524 39.6586 11897.590.00 0.00 0.00 0.00 0.00 118 97.59 15326.93 212.8 7 47122.40 3.8 1 0.00 0.000: 55 16.1 3.728 8 0.3238N/A 3.4050 35.98 70 10796.10 0.00 0.00 0.00 0.00 0.00 10796.10 19160.63 266.12 57652.38 4.66 0.00 0.001:004.2 0.9727 0.3238N/A 0.6490 6.8 58 9 2057.66 0.00 0.00 0.00 0.00 0.00 2057.66 22615.47 314.1059395.94 4.800.00 0.000 0.0000 0.3238 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2318 7.52 322.05 59073.8 9 4.77 0.00 0.000 0.0000 0.3238 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2308 1.8 6 320.58 58 753.31 4.75 0.00 0.001: 15 0 0.0000 0.3238 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 22976.68 319.12 58 434.19 4.72 0.00 0.00Totalvolume(cf) 61114.33 TotalOverflow(cf) 0.00Drawdowntime=271.15cf/5minx12.00per/hr=3253.80cf/hr.Therefore, 59395.94 cf./ 3253.8 cf/hr=18 .2543294hoursfortotaldrawdownplusstormevent=19.25hrstotaldrawdown 2of63HourStormin5minuteincrementsDry well Drywell DrywellDry well OverflowB asin B asin B asinTime PatternStormLossRateV alue Effective Flow Flow Outside Retention Period Storage Storage To Retention Period Storage Storage Overflow Overflow% Rain(in/hr)Max. Min. Rain(in/hr)Rate(cfs) V ol.(cf) Input(cf) Area(sf) Perc.(cf)V ol.(cf) Depth(ft) B asin(cf) Area(sf) Perc.(cf) V ol.(cf) Depth(ft)V ol.(cf) Rate(cfs)0: 05 1.3 0.42 0.32 N/A 0.0975 1.0299 308 .98 0.00 0.00 0.00 0.00 0.00 308 .98 3700.00 51.39 257.59 0.02 0.00 0.000: 10 1.3 0.42 0.32 N/A 0.0975 1.0299 308 .98 0.00 0.00 0.00 0.00 0.00 308 .98 378 4.51 52.56 514.01 0.04 0.00 0.000: 15 1.1 0.36 0.32 0.32 0.0356 0.3767 113.00 0.00 0.00 0.00 0.00 0.00 113.00 38 68 .64 53.73 573.28 0.05 0.00 0.000: 20 1.5 0.49 0.32 N/A 0.1623 1.7148 514.44 0.00 0.00 0.00 0.00 0.00 514.44 38 8 8 .09 54.00 1033.72 0.08 0.00 0.000: 25 1.5 0.49 0.32 N/A 0.1623 1.7148 514.44 0.00 0.00 0.00 0.00 0.00 514.44 4039.16 56.10 1492.06 0.12 0.00 0.000: 30 1.8 0.58 0.32 N/A 0.2595 2.7421 8 22.63 0.00 0.00 0.00 0.00 0.00 8 22.63 418 9.54 58 .19 2256.49 0.18 0.00 0.000: 35 1.5 0.49 0.32 N/A 0.1623 1.7148 514.44 0.00 0.00 0.00 0.00 0.00 514.44 4440.34 61.67 2709.26 0.22 0.00 0.000: 40 1.8 0.58 0.32 N/A 0.2595 2.7421 8 22.63 0.00 0.00 0.00 0.00 0.00 8 22.63 458 8 .90 63.73 3468 .15 0.28 0.00 0.000: 45 1.8 0.58 0.32 N/A 0.2595 2.7421 8 22.63 0.00 0.00 0.00 0.00 0.00 8 22.63 48 37.8 8 67.19 4223.58 0.34 0.00 0.000: 50 1.5 0.49 0.32 N/A 0.1623 1.7148 514.44 0.00 0.00 0.00 0.00 0.00 514.44 508 5.74 70.64 4667.39 0.38 0.00 0.000: 55 1.6 0.52 0.32 N/A 0.1947 2.0572 617.17 0.00 0.00 0.00 0.00 0.00 617.17 5231.35 72.66 5211.90 0.42 0.00 0.001:001.8 0.58 0.32 N/A 0.2595 2.7421 8 22.63 0.00 0.00 0.00 0.00 0.00 8 22.63 5410.00 75.14 5959.38 0.48 0.00 0.001: 05 2.2 0.71 0.32 N/A 0.38 91 4.1118 1233.54 0.00 0.00 0.00 0.00 0.00 1233.54 5655.25 78 .55 7114.38 0.57 0.00 0.001: 10 2.2 0.71 0.32 N/A 0.38 91 4.1118 1233.54 0.00 0.00 0.00 0.00 0.00 1233.54 6034.19 8 3.8 1 8 264.12 0.67 0.00 0.001: 15 2.2 0.71 0.32 N/A 0.38 91 4.1118 1233.54 0.00 0.00 0.00 0.00 0.00 1233.54 6411.42 8 9.05 9408 .61 0.76 0.00 0.001: 20 2 0.65 0.32 N/A 0.3243 3.4269 1028 .08 0.00 0.00 0.00 0.00 0.00 1028 .08 678 6.92 94.26 10342.43 0.8 4 0.00 0.001: 25 2.6 0.8 4 0.32 N/A 0.518 7 5.48 15 1644.46 0.00 0.00 0.00 0.00 0.00 1644.46 7093.30 98 .52 118 8 8 .37 0.96 0.00 0.001: 30 2.7 0.8 7 0.32 N/A 0.5511 5.8 240 1747.19 0.00 0.00 0.00 0.00 0.00 1747.19 7600.52 105.56 13530.00 1.09 0.00 0.001: 35 2.4 0.78 0.32 N/A 0.4539 4.7967 1439.00 0.00 0.00 0.00 0.00 0.00 1439.00 8 139.13 113.04 148 55.96 1.20 0.00 0.001: 40 2.7 0.8 7 0.32 N/A 0.5511 5.8 240 1747.19 0.00 0.00 0.00 0.00 0.00 1747.19 8 574.17 119.09 1648 4.06 1.33 0.00 0.001: 45 3.3 1.07 0.32 N/A 0.7455 7.8 78 5 2363.56 0.00 0.00 0.00 0.00 0.00 2363.56 9108 .34 126.50 18 721.12 1.51 0.00 0.001: 50 3.1 1.00 0.32 N/A 0.68 07 7.1937 2158 .10 0.00 0.00 0.00 0.00 0.00 2158 .10 98 42.31 136.70 20742.52 1.68 0.00 0.001: 55 2.9 0.94 0.32 N/A 0.6159 6.508 8 1952.65 0.00 0.00 0.00 0.00 0.00 1952.65 10505.52 145.91 22549.26 1.8 2 0.00 0.002:003 0.97 0.32 N/A 0.648 3 6.8 513 2055.38 0.00 0.00 0.00 0.00 0.00 2055.38 11098 .30 154.14 24450.49 1.98 0.00 0.002: 05 3.1 1.00 0.32 N/A 0.68 07 7.1937 2158 .10 0.00 0.00 0.00 0.00 0.00 2158 .10 11722.09 162.8 1 26445.79 2.14 0.00 0.002: 10 4.2 1.36 0.32 N/A 1.0371 10.9604 328 8 .13 0.00 0.00 0.00 0.00 0.00 328 8 .13 12376.74 171.90 29562.02 2.39 0.00 0.002: 15 5 1.62 0.32 N/A 1.2963 13.6999 4109.96 0.00 0.00 0.00 0.00 0.00 4109.96 13399.15 18 6.10 3348 5.8 8 2.71 0.00 0.002: 20 3.5 1.13 0.32 N/A 0.8 103 8 .5634 2569.02 0.00 0.00 0.00 0.00 0.00 2569.02 1468 6.55 203.98 358 50.92 2.90 0.00 0.002: 25 6.8 2.20 0.32 N/A 1.8 795 19.8 636 5959.08 0.00 0.00 0.00 0.00 0.00 5959.08 15462.51 214.76 41595.24 3.36 0.00 0.002: 30 7.3 2.37 0.32 N/A 2.0415 21.5758 6472.73 0.00 0.00 0.00 0.00 0.00 6472.73 17347.20 240.93 478 27.04 3.8 6 0.00 0.002: 35 8 .2 2.66 0.32 N/A2.3331 24.6576 7397.290.00 0.00 0.00 0.00 0.00 7397.29 19391.8 2 269.33 54955.00 4.44 0.00 0.002: 40 5.9 1.91 0.32 N/A 1.58 79 16.78 17 5034.52 0.00 0.00 0.00 0.00 0.00 5034.52 21730.47 301.8 1 5968 7.71 4.8 2 0.00 0.002: 45 2 0.65 0.32 N/A 0.3243 3.4269 1028 .08 0.00 0.00 0.00 0.00 0.00 1028 .08 2328 3.25 323.38 60392.42 4.8 8 0.00 0.002: 50 1.8 0.58 0.32 N/A 0.2595 2.7421 8 22.63 0.00 0.00 0.00 0.00 0.00 8 22.63 23514.46 326.59 608 8 8 .45 4.92 0.00 0.002: 55 1.8 0.58 0.32 N/A 0.2595 2.7421 8 22.63 0.00 0.00 0.00 0.00 0.00 8 22.63 23677.21 328 .8 561382.23 4.960.00 0.00okMAXDEPTH=5.0'3:000.6 0.19 0.32 0.17 0.0194 0.2055 61.64 0.00 0.00 0.00 0.00 0.00 61.64 238 39.21 331.10 61112.76 4.94 0.00 0.000 0.00 0.32 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 23750.8 0 329.8 7 6078 2.8 9 4.91 0.00 0.000 0.00 0.32 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 23642.57 328 .37 60454.52 4.8 9 0.00 0.003: 15 0 0.00 0.32 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 23534.8 4 326.8 7 60127.65 4.8 6 0.00 0.000 0.00 0.32 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 23427.59 325.38 598 02.27 4.8 3 0.00 0.000 0.00 0.32 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 23320.8 3 323.90 59478 .37 4.8 1 0.00 0.003: 30 0 0.00 0.32 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 23214.56 322.42 59155.94 4.78 0.00 0.000 0.00 0.32 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 23108 .78 320.96 58 8 34.99 4.75 0.00 0.000 0.00 0.32 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 23003.47 319.49 58 515.49 4.73 0.00 0.00Totalvolume(cf) 66256.43 TotalOverflow(cf) 0.00Drawdowntime=332.49 cf/5minx12.0000 per/hr= 398 9.8 8cf/hr.Therefore, 58 553.00 cf./ 398 9.8 8 cf/hr=14.675378 7hoursfortotaldrawdownplusstormevent=17.68hrstotaldrawdown 3of66HourStormin5minuteincrementsDry well Drywell DrywellDry well OverflowB asin B asin B asinTime PatternStormLossRateV alue Effective Flow Flow Outside Retention Period Storage Storage To Retention Period Storage Storage Overflow Overflow% Rain(in/hr)Max. Min. Rain(in/hr)Rate(cfs) V ol.(cf) Input(cf) Area(sf) Perc.(cf)V ol.(cf) Depth(ft) B asin(cf) Area(sf) Perc.(cf) V ol.(cf) Depth(ft)V ol.(cf) Rate(cfs)0: 05 0.5 0.21 0.32 0.19 0.0209 0.2213 66.39 0.00 0.00 0.00 0.00 0.00 66.39 3700.00 51.39 15.00 0.00 0.00 0.000: 10 0.6 0.25 0.32 0.23 0.0251 0.2656 79.67 0.00 0.00 0.00 0.00 0.00 79.67 3704.92 51.46 43.22 0.00 0.00 0.000: 15 0.6 0.25 0.32 0.23 0.0251 0.2656 79.67 0.00 0.00 0.00 0.00 0.00 79.67 3714.18 51.59 71.31 0.01 0.00 0.000: 20 0.6 0.25 0.32 0.23 0.0251 0.2656 79.67 0.00 0.00 0.00 0.00 0.00 79.67 3723.40 51.71 99.26 0.01 0.00 0.000: 25 0.6 0.25 0.32 0.23 0.0251 0.2656 79.67 0.00 0.00 0.00 0.00 0.00 79.67 3732.57 51.8 4 127.10 0.01 0.00 0.000: 30 0.7 0.29 0.32 0.26 0.0293 0.3098 92.95 0.00 0.00 0.00 0.00 0.00 92.95 3741.70 51.97 168 .08 0.01 0.00 0.000: 35 0.7 0.29 0.32 0.26 0.0293 0.3098 92.95 0.00 0.00 0.00 0.00 0.00 92.95 3755.15 52.15 208 .8 7 0.02 0.00 0.000: 40 0.7 0.29 0.32 0.26 0.0293 0.3098 92.95 0.00 0.00 0.00 0.00 0.00 92.95 3768 .53 52.34 249.48 0.02 0.00 0.000: 45 0.7 0.29 0.32 0.26 0.0293 0.3098 92.95 0.00 0.00 0.00 0.00 0.00 92.95 378 1.8 5 52.53 28 9.91 0.02 0.00 0.000: 50 0.7 0.29 0.32 0.26 0.0293 0.3098 92.95 0.00 0.00 0.00 0.00 0.00 92.95 3795.12 52.71 330.15 0.03 0.00 0.000: 55 0.7 0.29 0.32 0.26 0.0293 0.3098 92.95 0.00 0.00 0.00 0.00 0.00 92.95 38 08 .32 52.8 9 370.21 0.03 0.00 0.001:000.8 0.34 0.32 0.30 0.0335 0.3541 106.23 0.00 0.00 0.00 0.00 0.00 106.23 38 21.46 53.08 423.36 0.03 0.00 0.001: 05 0.8 0.34 0.32 0.30 0.0335 0.3541 106.23 0.00 0.00 0.00 0.00 0.00 106.23 38 38 .90 53.32 476.27 0.04 0.00 0.001: 10 0.8 0.34 0.32 0.30 0.0335 0.3541 106.23 0.00 0.00 0.00 0.00 0.00 106.23 38 56.26 53.56 528 .94 0.04 0.00 0.001: 15 0.8 0.34 0.32 0.30 0.0335 0.3541 106.23 0.00 0.00 0.00 0.00 0.00 106.23 38 73.54 53.8 0 58 1.37 0.05 0.00 0.001: 20 0.8 0.34 0.32 0.30 0.0335 0.3541 106.23 0.00 0.00 0.00 0.00 0.00 106.23 38 90.75 54.04 633.56 0.05 0.00 0.001: 25 0.8 0.34 0.32 0.30 0.0335 0.3541 106.23 0.00 0.00 0.00 0.00 0.00 106.23 3907.8 7 54.28 68 5.52 0.06 0.00 0.001: 30 0.8 0.34 0.32 0.30 0.0335 0.3541 106.23 0.00 0.00 0.00 0.00 0.00 106.23 3924.92 54.51 737.24 0.06 0.00 0.001: 35 0.8 0.34 0.32 0.30 0.0335 0.3541 106.23 0.00 0.00 0.00 0.00 0.00 106.23 3941.8 8 54.75 78 8 .72 0.06 0.00 0.001: 40 0.8 0.34 0.32 0.30 0.0335 0.3541 106.23 0.00 0.00 0.00 0.00 0.00 106.23 3958 .77 54.98 8 39.96 0.07 0.00 0.001: 45 0.8 0.34 0.32 0.30 0.0335 0.3541 106.23 0.00 0.00 0.00 0.00 0.00 106.23 3975.59 55.22 8 90.98 0.07 0.00 0.001: 50 0.8 0.34 0.32 0.30 0.0335 0.3541 106.23 0.00 0.00 0.00 0.00 0.00 106.23 3992.32 55.45 941.76 0.08 0.00 0.001: 55 0.8 0.34 0.32 0.30 0.0335 0.3541 106.23 0.00 0.00 0.00 0.00 0.00 106.23 4008 .99 55.68 992.31 0.08 0.00 0.002:000.9 0.38 0.32 N/A 0.0532 0.5619 168 .58 0.00 0.00 0.00 0.00 0.00 168 .58 4025.57 55.91 1104.98 0.09 0.00 0.002: 05 0.8 0.34 0.32 0.30 0.0335 0.3541 106.23 0.00 0.00 0.00 0.00 0.00 106.23 4062.54 56.42 1154.78 0.09 0.00 0.002: 10 0.9 0.38 0.32 N/A 0.0532 0.5619 168 .58 0.00 0.00 0.00 0.00 0.00 168 .58 4078 .8 8 56.65 1266.72 0.10 0.00 0.002: 15 0.9 0.38 0.32 N/A 0.0532 0.5619 168 .58 0.00 0.00 0.00 0.00 0.00 168 .58 4115.60 57.16 1378 .14 0.11 0.00 0.002: 20 0.9 0.38 0.32 N/A 0.0532 0.5619 168 .58 0.00 0.00 0.00 0.00 0.00 168 .58 4152.16 57.67 148 9.05 0.12 0.00 0.002: 25 0.9 0.38 0.32 N/A 0.0532 0.5619 168 .58 0.00 0.00 0.00 0.00 0.00 168 .58 418 8 .55 58 .17 1599.46 0.13 0.00 0.002: 30 0.9 0.38 0.32 N/A 0.0532 0.5619 168 .58 0.00 0.00 0.00 0.00 0.00 168 .58 4224.78 58 .68 1709.37 0.14 0.00 0.002: 35 0.9 0.38 0.32 N/A 0.0532 0.5619 168 .58 0.00 0.00 0.00 0.00 0.00 168 .58 4260.8 4 59.18 18 18 .77 0.15 0.00 0.002: 40 0.9 0.38 0.32 N/A 0.0532 0.5619 168 .58 0.00 0.00 0.00 0.00 0.00 168 .58 4296.73 59.68 1927.68 0.16 0.00 0.002: 45 1 0.42 0.32 N/A 0.0951 1.0046 301.37 0.00 0.00 0.00 0.00 0.00 301.37 4332.46 60.17 2168 .8 8 0.18 0.00 0.002: 50 1 0.42 0.32 N/A 0.0951 1.0046 301.37 0.00 0.00 0.00 0.00 0.00 301.37 4411.60 61.27 2408 .98 0.19 0.00 0.002: 55 1 0.42 0.32 N/A 0.0951 1.0046 301.37 0.00 0.00 0.00 0.00 0.00 301.37 4490.37 62.37 2647.98 0.21 0.00 0.003:001 0.42 0.32 N/A 0.0951 1.0046 301.37 0.00 0.00 0.00 0.00 0.00 301.37 4568 .79 63.46 28 8 5.90 0.23 0.00 0.003: 05 1 0.42 0.32 N/A 0.0951 1.0046 301.37 0.00 0.00 0.00 0.00 0.00 301.37 4646.8 5 64.54 3122.73 0.25 0.00 0.003: 10 1.1 0.46 0.32 N/A 0.1369 1.4472 434.16 0.00 0.00 0.00 0.00 0.00 434.16 4724.55 65.62 3491.27 0.28 0.00 0.003: 15 1.1 0.46 0.32 N/A 0.1369 1.4472 434.16 0.00 0.00 0.00 0.00 0.00 434.16 48 45.47 67.30 38 58 .13 0.31 0.00 0.003: 20 1.1 0.46 0.32 N/A 0.1369 1.4472 434.16 0.00 0.00 0.00 0.00 0.00 434.16 4965.8 3 68 .97 4223.31 0.34 0.00 0.003: 25 1.2 0.50 0.32 N/A 0.178 8 1.8 8 98 566.94 0.00 0.00 0.00 0.00 0.00 566.94 508 5.65 70.63 4719.62 0.38 0.00 0.003: 30 1.3 0.54 0.32 N/A 0.2207 2.3324 699.73 0.00 0.00 0.00 0.00 0.00 699.73 5248 .49 72.90 5346.46 0.43 0.00 0.003: 35 1.4 0.59 0.32 N/A 0.2626 2.7751 8 32.52 0.00 0.00 0.00 0.00 0.00 8 32.52 5454.15 75.75 6103.23 0.49 0.00 0.003: 40 1.4 0.59 0.32 N/A 0.2626 2.7751 8 32.52 0.00 0.00 0.00 0.00 0.00 8 32.52 5702.44 79.20 68 56.54 0.55 0.00 0.003: 45 1.5 0.63 0.32 N/A 0.3045 3.2177 965.31 0.00 0.00 0.00 0.00 0.00 965.31 5949.60 8 2.63 7739.22 0.63 0.00 0.003: 50 1.5 0.63 0.32 N/A 0.3045 3.2177 965.31 0.00 0.00 0.00 0.00 0.00 965.31 6239.20 8 6.66 8 617.8 6 0.70 0.00 0.003: 55 1.6 0.67 0.32 N/A 0.3463 3.6603 1098 .09 0.00 0.00 0.00 0.00 0.00 1098 .09 6527.48 90.66 9625.30 0.78 0.00 0.004:001.6 0.67 0.32 N/A 0.3463 3.6603 1098 .09 0.00 0.00 0.00 0.00 0.00 1098 .09 68 58 .01 95.25 10628 .14 0.8 6 0.00 0.004: 05 1.7 0.71 0.32 N/A 0.38 8 2 4.1029 1230.8 8 0.00 0.00 0.00 0.00 0.00 1230.8 8 718 7.04 99.8 2 11759.20 0.95 0.00 0.004: 10 1.8 0.75 0.32 N/A 0.4301 4.5456 1363.67 0.00 0.00 0.00 0.00 0.00 1363.67 7558 .14 104.97 13017.8 9 1.05 0.00 0.004: 15 1.9 0.8 0 0.32 N/A 0.4720 4.98 8 2 1496.45 0.00 0.00 0.00 0.00 0.00 1496.45 7971.11 110.71 14403.63 1.16 0.00 0.00 4of64: 20 2 0.8 4 0.32 N/A 0.5139 5.4308 1629.24 0.00 0.00 0.00 0.00 0.00 1629.24 8 425.76 117.02 15915.8 5 1.29 0.00 0.004: 25 2.1 0.8 8 0.32 N/A 0.5557 5.8 734 1762.03 0.00 0.00 0.00 0.00 0.00 1762.03 8 921.91 123.92 17553.96 1.42 0.00 0.004: 30 2.1 0.8 8 0.32 N/A 0.5557 5.8 734 1762.03 0.00 0.00 0.00 0.00 0.00 1762.03 9459.37 131.38 1918 4.61 1.55 0.00 0.004: 35 2.2 0.92 0.32 N/A 0.5976 6.3160 18 94.8 1 0.00 0.00 0.00 0.00 0.00 18 94.8 1 9994.38 138 .8 1 20940.61 1.69 0.00 0.004: 40 2.3 0.96 0.32 N/A 0.6395 6.758 7 2027.60 0.00 0.00 0.00 0.00 0.00 2027.60 10570.51 146.8 1 228 21.40 1.8 4 0.00 0.004: 45 2.4 1.01 0.32 N/A 0.68 14 7.2013 2160.39 0.00 0.00 0.00 0.00 0.00 2160.39 1118 7.59 155.38 248 26.40 2.01 0.00 0.004: 50 2.4 1.01 0.32 N/A 0.68 14 7.2013 2160.39 0.00 0.00 0.00 0.00 0.00 2160.39 118 45.42 164.52 268 22.27 2.17 0.00 0.004: 55 2.5 1.05 0.32 N/A 0.7233 7.6439 2293.17 0.00 0.00 0.00 0.00 0.00 2293.17 12500.26 173.61 28 941.8 3 2.34 0.00 0.005:002.6 1.09 0.32 N/A 0.7651 8 .08 65 2425.96 0.00 0.00 0.00 0.00 0.00 2425.96 13195.67 18 3.27 3118 4.52 2.52 0.00 0.005: 05 3.1 1.30 0.32 N/A 0.9745 10.2997 308 9.90 0.00 0.00 0.00 0.00 0.00 308 9.90 13931.49 193.49 3408 0.92 2.75 0.00 0.005: 10 3.6 1.51 0.32 N/A 1.18 39 12.5128 3753.8 3 0.00 0.00 0.00 0.00 0.00 3753.8 3 148 8 1.79 206.69 37628 .06 3.04 0.00 0.005: 15 3.9 1.63 0.32 N/A 1.3096 13.8 406 4152.19 0.00 0.00 0.00 0.00 0.00 4152.19 16045.59 222.8 6 41557.40 3.36 0.00 0.005: 20 4.2 1.76 0.32 N/A 1.4352 15.168 5 4550.55 0.00 0.00 0.00 0.00 0.00 4550.55 17334.78 240.76 458 67.19 3.71 0.00 0.005: 25 4.7 1.97 0.32 N/A 1.6446 17.38 16 5214.49 0.00 0.00 0.00 0.00 0.00 5214.49 18 748 .8 0 260.40 508 21.28 4.11 0.00 0.005: 30 5.6 2.35 0.32 N/A2.0215 21.3652 6409.570.00 0.00 0.00 0.00 0.00 6409.57 20374.22 28 2.98 56947.8 7 4.60 0.00 0.005: 35 1.9 0.8 0 0.32 N/A 0.4720 4.98 8 2 1496.45 0.00 0.00 0.00 0.00 0.00 1496.45 2238 4.32 310.8 958133.43 4.700.00 0.005: 40 0.9 0.38 0.32 N/A 0.0532 0.5619 168 .58 0.00 0.00 0.00 0.00 0.00 168 .58 22773.30 316.30 5798 5.72 4.69 0.00 0.005: 45 0.6 0.25 0.32 0.23 0.0251 0.2656 79.67 0.00 0.00 0.00 0.00 0.00 79.67 22724.8 3 315.62 57749.77 4.67 0.00 0.005: 50 0.5 0.21 0.32 0.19 0.0209 0.2213 66.39 0.00 0.00 0.00 0.00 0.00 66.39 22647.42 314.55 57501.61 4.65 0.00 0.005: 55 0.3 0.13 0.32 0.11 0.0126 0.1328 39.8 4 0.00 0.00 0.00 0.00 0.00 39.8 4 22566.00 313.42 57228 .03 4.62 0.00 0.006:000.2 0.08 0.32 0.08 0.008 4 0.08 8 5 26.56 0.00 0.00 0.00 0.00 0.00 26.56 22476.24 312.17 56942.42 4.60 0.00 0.000 0.00 0.32 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2238 2.53 310.8 7 56631.55 4.58 0.00 0.000 0.00 0.32 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2228 0.54 309.45 56322.10 4.55 0.00 0.006: 15 0 0.00 0.32 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 22179.01 308 .04 56014.06 4.53 0.00 0.000 0.00 0.32 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 22077.94 306.64 55707.42 4.50 0.00 0.000 0.00 0.32 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 21977.34 305.24 55402.18 4.48 0.00 0.006: 30 0 0.00 0.32 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 218 77.19 303.8 5 55098 .33 4.45 0.00 0.000 0.00 0.32 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 21777.50 302.47 54795.8 7 4.43 0.00 0.000 0.00 0.32 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 21678 .26 301.09 54494.78 4.40 0.00 0.006: 45 0 0.00 0.32 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 21579.47 299.71 54195.06 4.38 0.00 0.000 0.00 0.32 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2148 1.14 298 .35 538 96.71 4.36 0.00 0.000 0.00 0.32 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2138 3.25 296.99 53599.72 4.33 0.00 0.007:000 0.00 0.32 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 2128 5.8 1 295.64 53304.09 4.31 0.00 0.00Totalvolume(cf) 64794.91 TotalOverflow(cf) 0.00Drawdowntime=263.8 0 cf/5minx12 per/hr= 3165.6 cf/hr.Therefore, 58 133.43 cf./ 3165.6 cf/hr=18 .3641115hoursfortotaldrawdownplusstormevent=23.97hrstotaldrawdown 5of624HourStormin15minuteincrementsDry well Drywell DrywellDry well OverflowB asin B asin B asinTime PatternStormLossRateV alue Effective Flow Flow Outside Retention Period Storage Storage To Retention Period Storage Storage Overflow Overflow% Rain(in/hr)Max. Min. Rain(in/hr)Rate(cfs) V ol.(cf) Input(cf) Area(sf) Perc.(cf)V ol.(cf) Depth(ft) B asin(cf) Area(sf) Perc.(cf) V ol.(cf) Depth(ft)V ol.(cf) Rate(cfs)0: 15 0.2 0.04 0.57 0.04 0.0042 0.0445 40.03 0.00 0.00 0.00 0.00 0.00 40.03 3700.00 40.03 0.00 0.00 0.00 0.000: 30 0.3 0.06 0.56 0.06 0.0063 0.0667 60.04 0.00 0.00 0.00 0.00 0.00 60.04 3700.00 60.04 0.00 0.00 0.00 0.000: 45 0.3 0.06 0.56 0.06 0.0063 0.0667 60.04 0.00 0.00 0.00 0.00 0.00 60.04 3700.00 60.04 0.00 0.00 0.00 0.001:000.4 0.08 0.55 0.08 0.008 4 0.08 8 9 8 0.05 0.00 0.00 0.00 0.00 0.00 8 0.05 3700.00 8 0.05 0.00 0.00 0.00 0.001: 15 0.3 0.06 0.54 0.06 0.0063 0.0667 60.04 0.00 0.00 0.00 0.00 0.00 60.04 3700.00 60.04 0.00 0.00 0.00 0.001: 30 0.3 0.06 0.54 0.06 0.0063 0.0667 60.04 0.00 0.00 0.00 0.00 0.00 60.04 3700.00 60.04 0.00 0.00 0.00 0.001: 45 0.3 0.06 0.53 0.06 0.0063 0.0667 60.04 0.00 0.00 0.00 0.00 0.00 60.04 3700.00 60.04 0.00 0.00 0.00 0.002:000.4 0.08 0.52 0.08 0.008 4 0.08 8 9 8 0.05 0.00 0.00 0.00 0.00 0.00 8 0.05 3700.00 8 0.05 0.00 0.00 0.00 0.002: 15 0.4 0.08 0.52 0.08 0.008 4 0.08 8 9 8 0.05 0.00 0.00 0.00 0.00 0.00 8 0.05 3700.00 8 0.05 0.00 0.00 0.00 0.002: 30 0.4 0.08 0.51 0.08 0.008 4 0.08 8 9 8 0.05 0.00 0.00 0.00 0.00 0.00 8 0.05 3700.00 8 0.05 0.00 0.00 0.00 0.002: 45 0.5 0.11 0.50 0.09 0.0105 0.1112 100.07 0.00 0.00 0.00 0.00 0.00 100.07 3700.00 100.07 0.00 0.00 0.00 0.003:000.5 0.11 0.50 0.09 0.0105 0.1112 100.07 0.00 0.00 0.00 0.00 0.00 100.07 3700.00 100.07 0.00 0.00 0.00 0.003: 15 0.5 0.11 0.49 0.09 0.0105 0.1112 100.07 0.00 0.00 0.00 0.00 0.00 100.07 3700.00 100.07 0.00 0.00 0.00 0.003: 30 0.5 0.11 0.49 0.09 0.0105 0.1112 100.07 0.00 0.00 0.00 0.00 0.00 100.07 3700.00 100.07 0.00 0.00 0.00 0.003: 45 0.5 0.11 0.48 0.09 0.0105 0.1112 100.07 0.00 0.00 0.00 0.00 0.00 100.07 3700.00 100.07 0.00 0.00 0.00 0.004:000.6 0.13 0.47 0.11 0.0126 0.1334 120.08 0.00 0.00 0.00 0.00 0.00 120.08 3700.00 120.08 0.00 0.00 0.00 0.004: 15 0.6 0.13 0.47 0.11 0.0126 0.1334 120.08 0.00 0.00 0.00 0.00 0.00 120.08 3700.00 120.08 0.00 0.00 0.00 0.004: 30 0.7 0.15 0.46 0.13 0.0147 0.1557 140.09 0.00 0.00 0.00 0.00 0.00 140.09 3700.00 140.09 0.00 0.00 0.00 0.004: 45 0.7 0.15 0.46 0.13 0.0147 0.1557 140.09 0.00 0.00 0.00 0.00 0.00 140.09 3700.00 140.09 0.00 0.00 0.00 0.005:000.8 0.17 0.45 0.15 0.0168 0.1779 160.11 0.00 0.00 0.00 0.00 0.00 160.11 3700.00 154.17 5.94 0.00 0.00 0.005: 15 0.6 0.13 0.44 0.11 0.0126 0.1334 120.08 0.00 0.00 0.00 0.00 0.00 120.08 3701.95 154.25 0.00 0.00 0.00 0.005: 30 0.7 0.15 0.44 0.13 0.0147 0.1557 140.09 0.00 0.00 0.00 0.00 0.00 140.09 3700.00 140.09 0.00 0.00 0.00 0.005: 45 0.8 0.17 0.43 0.15 0.0168 0.1779 160.11 0.00 0.00 0.00 0.00 0.00 160.11 3700.00 154.17 5.94 0.00 0.00 0.006:000.8 0.17 0.43 0.15 0.0168 0.1779 160.11 0.00 0.00 0.00 0.00 0.00 160.11 3701.95 154.25 11.8 0 0.00 0.00 0.006: 15 0.9 0.19 0.42 0.17 0.018 9 0.2001 18 0.12 0.00 0.00 0.00 0.00 0.00 18 0.12 3703.8 7 154.33 37.59 0.00 0.00 0.006: 30 0.9 0.19 0.42 0.17 0.018 9 0.2001 18 0.12 0.00 0.00 0.00 0.00 0.00 18 0.12 3712.33 154.68 63.02 0.01 0.00 0.006: 45 1 0.21 0.41 0.19 0.0210 0.2224 200.13 0.00 0.00 0.00 0.00 0.00 200.13 3720.68 155.03 108 .13 0.01 0.00 0.007:001 0.21 0.40 0.19 0.0210 0.2224 200.13 0.00 0.00 0.00 0.00 0.00 200.13 3735.48 155.64 152.61 0.01 0.00 0.007: 15 1 0.21 0.40 0.19 0.0210 0.2224 200.13 0.00 0.00 0.00 0.00 0.00 200.13 3750.07 156.25 196.49 0.02 0.00 0.007: 30 1.1 0.23 0.39 0.21 0.0231 0.2446 220.14 0.00 0.00 0.00 0.00 0.00 220.14 3764.47 156.8 5 259.79 0.02 0.00 0.007: 45 1.2 0.25 0.39 0.23 0.0252 0.2668 240.16 0.00 0.00 0.00 0.00 0.00 240.16 378 5.23 157.72 342.22 0.03 0.00 0.008:001.3 0.27 0.38 0.25 0.0274 0.28 91 260.17 0.00 0.00 0.00 0.00 0.00 260.17 38 12.28 158 .8 5 443.55 0.04 0.00 0.008 : 15 1.5 0.32 0.38 0.28 0.0316 0.3336 300.20 0.00 0.00 0.00 0.00 0.00 300.20 38 45.53 160.23 58 3.52 0.05 0.00 0.008 : 30 1.5 0.32 0.37 0.28 0.0316 0.3336 300.20 0.00 0.00 0.00 0.00 0.00 300.20 38 91.45 162.14 721.57 0.06 0.00 0.008 : 45 1.6 0.34 0.37 0.30 0.0337 0.3558 320.21 0.00 0.00 0.00 0.00 0.00 320.21 3936.74 164.03 8 77.75 0.07 0.00 0.009:001.7 0.36 0.36 0.32 0.0358 0.378 0 340.22 0.00 0.00 0.00 0.00 0.00 340.22 398 7.99 166.17 1051.8 1 0.08 0.00 0.009: 15 1.9 0.40 0.36 N/A 0.0436 0.4609 414.8 3 0.00 0.00 0.00 0.00 0.00 414.8 3 4045.09 168 .55 1298 .09 0.10 0.00 0.009: 30 2 0.42 0.35 N/A 0.0697 0.7370 663.28 0.00 0.00 0.00 0.00 0.00 663.28 4125.90 171.91 178 9.46 0.14 0.00 0.009: 45 2.1 0.44 0.35 N/A 0.0958 1.0125 911.28 0.00 0.00 0.00 0.00 0.00 911.28 428 7.11 178 .63 2522.11 0.20 0.00 0.0010:002.2 0.46 0.34 N/A 0.1218 1.28 76 1158 .8 1 0.00 0.00 0.00 0.00 0.00 1158 .8 1 4527.49 18 8 .65 3492.28 0.28 0.00 0.0010: 15 1.5 0.32 0.34 0.28 0.0316 0.3336 300.20 0.00 0.00 0.00 0.00 0.00 300.20 48 45.8 0 201.91 3590.57 0.29 0.00 0.0010: 30 1.5 0.32 0.33 0.28 0.0316 0.3336 300.20 0.00 0.00 0.00 0.00 0.00 300.20 48 78 .05 203.25 368 7.51 0.30 0.00 0.0010: 45 2 0.42 0.33 N/A 0.0944 0.9977 8 97.97 0.00 0.00 0.00 0.00 0.00 8 97.97 4909.8 6 204.58 438 0.91 0.35 0.00 0.0011:002 0.42 0.32 N/A 0.0992 1.048 3 943.50 0.00 0.00 0.00 0.00 0.00 943.50 5137.35 214.06 5110.35 0.41 0.00 0.0011: 15 1.9 0.40 0.32 N/A 0.08 29 0.8 760 78 8 .42 0.00 0.00 0.00 0.00 0.00 78 8 .42 5376.68 224.03 5674.74 0.46 0.00 0.0011: 30 1.9 0.40 0.31 N/A 0.08 76 0.9255 8 32.98 0.00 0.00 0.00 0.00 0.00 8 32.98 5561.8 5 231.74 6275.97 0.51 0.00 0.0011: 45 1.7 0.36 0.31 N/A 0.0501 0.5298 476.8 0 0.00 0.00 0.00 0.00 0.00 476.8 0 5759.12 239.96 6512.8 1 0.53 0.00 0.0012:001.8 0.38 0.30 N/A 0.0757 0.8 006 720.51 0.00 0.00 0.00 0.00 0.00 720.51 58 36.8 2 243.20 6990.12 0.56 0.00 0.0012: 15 2.5 0.53 0.30 N/A 0.2276 2.4050 2164.53 0.00 0.00 0.00 0.00 0.00 2164.53 5993.42 249.73 8 904.92 0.72 0.00 0.0012: 30 2.6 0.55 0.29 N/A 0.2531 2.6747 2407.25 0.00 0.00 0.00 0.00 0.00 2407.25 6621.66 275.90 11036.26 0.8 9 0.00 0.0012: 45 2.8 0.59 0.29 N/A 0.2996 3.1662 28 49.59 0.00 0.00 0.00 0.00 0.00 28 49.59 7320.94 305.04 1358 0.8 1 1.10 0.00 0.00 6of613:002.9 0.61 0.29 N/A 0.3250 3.4348 3091.29 0.00 0.00 0.00 0.00 0.00 3091.29 8 155.8 0 339.8 2 16332.28 1.32 0.00 0.0013: 15 3.4 0.72 0.28N/A 0.4345 4.5922 4133.01 0.00 0.00 0.00 0.00 0.00 4133.01 9058 .54 377.44 2008 7.8 5 1.62 0.00 0.0013: 30 3.4 0.72 0.28N/A0.43884.63734173.540.00 0.00 0.00 0.00 0.00 4173.54 10290.73 428 .78 238 32.61 1.93 0.00 0.0013: 45 2.3 0.48 0.27 N/A 0.2115 2.2357 2012.10 0.00 0.00 0.00 0.00 0.00 2012.10 11519.36 479.97 25364.73 2.05 0.00 0.0014:002.3 0.48 0.27 N/A 0.2157 2.2795 2051.57 0.00 0.00 0.00 0.00 0.00 2051.57 12022.05 500.92 26915.38 2.18 0.00 0.0014: 15 2.7 0.57 0.26 N/A 0.3039 3.2123 28 91.03 0.00 0.00 0.00 0.00 0.00 28 91.03 12530.8 1 522.12 2928 4.29 2.37 0.00 0.0014: 30 2.6 0.55 0.26 N/A 0.28 69 3.0325 2729.28 0.00 0.00 0.00 0.00 0.00 2729.28 13308 .03 554.50 31459.08 2.54 0.00 0.0014: 45 2.6 0.55 0.26 N/A 0.2909 3.0746 2767.12 0.00 0.00 0.00 0.00 0.00 2767.12 14021.57 58 4.23 33641.96 2.72 0.00 0.0015:002.5 0.53 0.25 N/A 0.2738 2.8 936 2604.27 0.00 0.00 0.00 0.00 0.00 2604.27 14737.77 614.07 35632.16 2.8 8 0.00 0.0015: 15 2.4 0.50 0.25 N/A 0.2566 2.7121 2440.8 5 0.00 0.00 0.00 0.00 0.00 2440.8 5 15390.74 641.28 37431.73 3.02 0.00 0.0015: 30 2.3 0.48 0.24 N/A 0.2394 2.5298 2276.8 6 0.00 0.00 0.00 0.00 0.00 2276.8 6 1598 1.17 665.8 8 39042.70 3.16 0.00 0.0015: 45 1.9 0.40 0.24 N/A 0.158 9 1.6799 1511.8 9 0.00 0.00 0.00 0.00 0.00 1511.8 9 16509.72 68 7.91 398 66.69 3.22 0.00 0.0016:001.9 0.40 0.24 N/A 0.1626 1.718 7 1546.8 6 0.00 0.00 0.00 0.00 0.00 1546.8 6 1678 0.07 699.1740714.383.29 0.00 0.0016: 15 0.4 0.08 0.23 0.08 0.008 4 0.08 8 9 8 0.05 0.00 0.00 0.00 0.00 0.00 8 0.05 17058 .19 710.76 4008 3.68 3.24 0.00 0.0016: 30 0.4 0.08 0.23 0.08 0.008 4 0.08 8 9 8 0.05 0.00 0.00 0.00 0.00 0.00 8 0.05 168 51.26 702.14 39461.59 3.19 0.00 0.0016: 45 0.3 0.06 0.23 0.06 0.0063 0.0667 60.04 0.00 0.00 0.00 0.00 0.00 60.04 16647.16 693.63 38 8 28 .00 3.14 0.00 0.0017:000.3 0.06 0.22 0.06 0.0063 0.0667 60.04 0.00 0.00 0.00 0.00 0.00 60.04 16439.28 68 4.97 38 203.07 3.09 0.00 0.0017: 15 0.5 0.11 0.22 0.09 0.0105 0.1112 100.07 0.00 0.00 0.00 0.00 0.00 100.07 16234.24 676.43 37626.71 3.04 0.00 0.0017: 30 0.5 0.11 0.22 0.09 0.0105 0.1112 100.07 0.00 0.00 0.00 0.00 0.00 100.07 16045.14 668 .55 37058 .23 2.99 0.00 0.0017: 45 0.5 0.11 0.21 0.09 0.0105 0.1112 100.07 0.00 0.00 0.00 0.00 0.00 100.07 158 58 .63 660.78 36497.52 2.95 0.00 0.0018:000.4 0.08 0.21 0.08 0.008 4 0.08 8 9 8 0.05 0.00 0.00 0.00 0.00 0.00 8 0.05 15674.66 653.11 35924.46 2.90 0.00 0.0018 : 15 0.4 0.08 0.21 0.08 0.008 4 0.08 8 9 8 0.05 0.00 0.00 0.00 0.00 0.00 8 0.05 1548 6.64 645.28 35359.23 2.8 6 0.00 0.0018 : 30 0.4 0.08 0.20 0.08 0.008 4 0.08 8 9 8 0.05 0.00 0.00 0.00 0.00 0.00 8 0.05 15301.19 637.55 348 01.74 2.8 1 0.00 0.0018 : 45 0.3 0.06 0.20 0.06 0.0063 0.0667 60.04 0.00 0.00 0.00 0.00 0.00 60.04 15118 .28 629.93 34231.8 5 2.77 0.00 0.0019:000.2 0.04 0.20 0.04 0.0042 0.0445 40.03 0.00 0.00 0.00 0.00 0.00 40.03 14931.30 622.14 33649.74 2.72 0.00 0.0019: 15 0.3 0.06 0.20 0.06 0.0063 0.0667 60.04 0.00 0.00 0.00 0.00 0.00 60.04 14740.32 614.18 33095.60 2.67 0.00 0.0019: 30 0.4 0.08 0.19 0.08 0.008 4 0.08 8 9 8 0.05 0.00 0.00 0.00 0.00 0.00 8 0.05 14558 .51 606.60 32569.05 2.63 0.00 0.0019: 45 0.3 0.06 0.19 0.06 0.0063 0.0667 60.04 0.00 0.00 0.00 0.00 0.00 60.04 1438 5.75 599.41 32029.68 2.59 0.00 0.0020:000.2 0.04 0.19 0.04 0.0042 0.0445 40.03 0.00 0.00 0.00 0.00 0.00 40.03 14208 .78 592.03 31477.67 2.54 0.00 0.0020: 15 0.3 0.06 0.19 0.06 0.0063 0.0667 60.04 0.00 0.00 0.00 0.00 0.00 60.04 14027.67 58 4.49 30953.23 2.50 0.00 0.0020: 30 0.3 0.06 0.18 0.06 0.0063 0.0667 60.04 0.00 0.00 0.00 0.00 0.00 60.04 138 55.60 577.32 30435.95 2.46 0.00 0.0020: 45 0.3 0.06 0.18 0.06 0.0063 0.0667 60.04 0.00 0.00 0.00 0.00 0.00 60.04 1368 5.8 9 570.25 29925.74 2.42 0.00 0.0021:000.2 0.04 0.18 0.04 0.0042 0.0445 40.03 0.00 0.00 0.00 0.00 0.00 40.03 13518 .49 563.27 29402.50 2.38 0.00 0.0021: 15 0.3 0.06 0.18 0.06 0.0063 0.0667 60.04 0.00 0.00 0.00 0.00 0.00 60.04 13346.8 2 556.12 28 906.42 2.34 0.00 0.0021: 30 0.2 0.04 0.17 0.04 0.0042 0.0445 40.03 0.00 0.00 0.00 0.00 0.00 40.03 1318 4.06 549.34 28 397.11 2.29 0.00 0.0021: 45 0.3 0.06 0.17 0.06 0.0063 0.0667 60.04 0.00 0.00 0.00 0.00 0.00 60.04 13016.95 542.37 27914.78 2.26 0.00 0.0022:000.2 0.04 0.17 0.04 0.0042 0.0445 40.03 0.00 0.00 0.00 0.00 0.00 40.03 128 58 .70 535.78 27419.02 2.22 0.00 0.0022: 15 0.3 0.06 0.17 0.06 0.0063 0.0667 60.04 0.00 0.00 0.00 0.00 0.00 60.04 12696.05 529.00 26950.06 2.18 0.00 0.0022: 30 0.2 0.04 0.17 0.04 0.0042 0.0445 40.03 0.00 0.00 0.00 0.00 0.00 40.03 12542.19 522.59 26467.50 2.14 0.00 0.0022: 45 0.2 0.04 0.17 0.04 0.0042 0.0445 40.03 0.00 0.00 0.00 0.00 0.00 40.03 1238 3.8 6 515.99 25991.53 2.10 0.00 0.0023:000.2 0.04 0.16 0.04 0.0042 0.0445 40.03 0.00 0.00 0.00 0.00 0.00 40.03 12227.70 509.49 25522.07 2.06 0.00 0.0023: 15 0.2 0.04 0.16 0.04 0.0042 0.0445 40.03 0.00 0.00 0.00 0.00 0.00 40.03 12073.67 503.07 25059.03 2.03 0.00 0.0023: 30 0.2 0.04 0.16 0.04 0.0042 0.0445 40.03 0.00 0.00 0.00 0.00 0.00 40.03 11921.75 496.74 24602.31 1.99 0.00 0.0023: 45 0.2 0.04 0.16 0.04 0.0042 0.0445 40.03 0.00 0.00 0.00 0.00 0.00 40.03 11771.90 490.50 24151.8 4 1.95 0.00 0.0024:000.2 0.04 0.16 0.04 0.0042 0.0445 40.03 0.00 0.00 0.00 0.00 0.00 40.03 11624.10 48 4.34 23707.53 1.92 0.00 0.000 0.00 0.16 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 11478 .33 478 .26 23229.27 1.8 8 0.00 0.00Totalvolume(cf) 57344.59 TotalOverflow(cf) 0.00Drawdowntime=635.42 cf/5minx12 per/hr= 7625.04 cf/hr.Therefore, 40714.38cf./ 7625.04 cf/hr=5.34hoursfortotaldrawdownplusstormevent=29.15hrstotaldrawdown




POST
DEVELOPMENT
T1-T6

1of6HYDROLOGYCALCULATIONS-UsingtheRCFC&WCDShortCutUnitHydrographMethodAreaDesignations DatePalmApartmentsT1DrainageArea(ac.) 1.8100Unittime(minutes)5 5 5 15100YearStormDuration(hrs) 1 3 6 24TotalPrecipitation(PlatesD-4.4,E-5.2,5.4,5.6)(in.)1.93 2.70 3.49 5.26OrdatafromNOAAinteractivewebsiteSoilsGroup AAMCindexIIRunoffNumber(plateE-6.1) 32PlateE-6.2PerviousAreaLossRate(Fp)(in/hr) 0.74 (AMCII)PercentageofImperviousCover(Ai)(%)(plateE-6.3)79.4WeightedAverageLossRate(F=Fp(1-.9Ai))(in./hr.) 0.21 (usedfor1,3,and6hourstorm,the24hourstormusesvariablemaximumlossrateperplateE-1.1(3of6))LowLossRatePercent(%)90RetentionBasinPercolationRate(in/hr)2(alsousedfordrywellpercolationrate)Percolationistakenincrementally.Basinvolumeiscalculatedusingthe"truncatedpyramid"formula,amoreconservativeestimatethan"averagedendareas"sometimesused(Drywellcanbe"zeroedout"byreducingnumberstolessthan.001,butshouldnotenteredaszerosorprogramchokes.)Drywellstorageincludes40%ofthe1'widerockbedsurroundingthedrywell:formula(upper)*PI()*(diam/2)^2+(lower)*PI()*((diam/2)^2+0.4*((diam/2+(grav+0.4166))^2-(diam/2+0.4166)^2))Thedrywellwallthicknessisassumedat5"(0.4166)andthegravelbedwidthisvariable"grav"Drywelldesignfactors Uppersec.(ft.)= 0.0001 Lowersec.(ft.)= 0.0001 Ringdiam.(ft.)= 0.0001 Drywelllowermax.(cf)= 0.00 Uppermax.(cf)= 0.00Gravelbedwidtharounddrwyell= 0 Drywelltotal(cf)= 0.00Ret.Basindesign(area,depth)Top= 0.0001s.f.Bot.= 0.0001 s.f. Max.Depth(d)= 0.0001 Max.storage= 0.00(d/3)*(bottom+top+(bottom*top)^0.50)Formulasvol=(h/3)*(bottom+top+(bottom*top)^0.50)area=bottom+(h/d)*(top-bottom) h=(vol*3)/(bottom+top+(bottom*top)^0.5) (valuesmustbenon-zeroorerroroccurs)Outsideinputfrom: N/A1HourStormin5minuteincrementsTime PatternStormLossRateValue Effective Flow Flow% Rain(in/hr)Max. Min. Rain(in/hr)Rate(cfs) Vol.(cf)0:05 3.7 0.8569 0.2112 N/A 0.6457 1.1785 353.550:10 4.8 1.1117 0.2112 N/A 0.9005 1.6435 493.040:15 5.1 1.1812 0.2112 N/A 0.9700 1.7703 531.080:20 4.9 1.1348 0.2112 N/A 0.9236 1.6857 505.720:25 6.6 1.5286 0.2112 N/A 1.3174 2.4043 721.290:30 7.3 1.6907 0.2112 N/A 1.4795 2.7002 810.050:35 8.4 1.9454 0.2112 N/A 1.7342 3.1651 949.540:40 9 2.0844 0.2112 N/A 1.8732 3.4188 1025.630:45 12.3 2.8487 0.2112 N/A 2.6375 4.8136 1444.090:50 17.6 4.0762 0.2112 N/A3.8650 7.0539 2116.160:55 16.1 3.7288 0.2112 N/A 3.5176 6.4198 1925.951:004.2 0.9727 0.2112 N/A 0.7615 1.3898 416.950 0.0000 0.2112 0.00 0.0000 0.0000 0.000 0.0000 0.2112 0.00 0.0000 0.0000 0.001:15 0 0.0000 0.2112 0.00 0.0000 0.0000 0.00Totalvolume(cf) 11293.06 2of63HourStormin5minuteincrementsTime PatternStormLossRateValue Effective Flow Flow% Rain(in/hr)Max. Min. Rain(in/hr)Rate(cfs) Vol.(cf)0:05 1.3 0.42 0.21 N/A 0.2100 0.3833 114.980:10 1.3 0.42 0.21 N/A 0.2100 0.3833 114.980:15 1.1 0.36 0.21 N/A 0.1452 0.2650 79.500:20 1.5 0.49 0.21 N/A 0.2748 0.5015 150.460:25 1.5 0.49 0.21 N/A 0.2748 0.5015 150.460:30 1.8 0.58 0.21 N/A 0.3720 0.6789 203.680:35 1.5 0.49 0.21 N/A 0.2748 0.5015 150.460:40 1.8 0.58 0.21 N/A 0.3720 0.6789 203.680:45 1.8 0.58 0.21 N/A 0.3720 0.6789 203.680:50 1.5 0.49 0.21 N/A 0.2748 0.5015 150.460:55 1.6 0.52 0.21 N/A 0.3072 0.5607 168.201:001.8 0.58 0.21 N/A 0.3720 0.6789 203.681:05 2.2 0.71 0.21 N/A 0.5016 0.9155 274.641:10 2.2 0.71 0.21 N/A 0.5016 0.9155 274.641:15 2.2 0.71 0.21 N/A 0.5016 0.9155 274.641:20 2 0.65 0.21 N/A 0.4368 0.7972 239.161:25 2.6 0.84 0.21 N/A 0.6312 1.1520 345.601:30 2.7 0.87 0.21 N/A 0.6636 1.2111 363.341:35 2.4 0.78 0.21 N/A 0.5664 1.0337 310.121:40 2.7 0.87 0.21 N/A 0.6636 1.2111 363.341:45 3.3 1.07 0.21 N/A 0.8580 1.5659 469.781:50 3.1 1.00 0.21 N/A 0.7932 1.4477 434.301:55 2.9 0.94 0.21 N/A 0.7284 1.3294 398.822:003 0.97 0.21 N/A 0.7608 1.3885 416.562:05 3.1 1.00 0.21 N/A 0.7932 1.4477 434.302:10 4.2 1.36 0.21 N/A 1.1496 2.0981 629.442:15 5 1.62 0.21 N/A 1.4088 2.5712 771.362:20 3.5 1.13 0.21 N/A 0.9228 1.6842 505.262:25 6.8 2.20 0.21 N/A 1.9920 3.6356 1090.672:30 7.3 2.37 0.21 N/A 2.1540 3.9312 1179.372:35 8.2 2.66 0.21 N/A2.4456 4.4634 1339.032:40 5.9 1.91 0.21 N/A 1.7004 3.1034 931.012:45 2 0.65 0.21 N/A 0.4368 0.7972 239.162:50 1.8 0.58 0.21 N/A 0.3720 0.6789 203.682:55 1.8 0.58 0.21 N/A 0.3720 0.6789 203.683:000.6 0.19 0.21 0.17 0.0194 0.0355 10.640 0.00 0.21 0.00 0.0000 0.0000 0.000 0.00 0.21 0.00 0.0000 0.0000 0.003:15 0 0.00 0.21 0.00 0.0000 0.0000 0.000 0.00 0.21 0.00 0.0000 0.0000 0.000 0.00 0.21 0.00 0.0000 0.0000 0.003:30 0 0.00 0.21 0.00 0.0000 0.0000 0.000 0.00 0.21 0.00 0.0000 0.0000 0.000 0.00 0.21 0.00 0.0000 0.0000 0.00Totalvolume(cf) 13596.79 3of66HourStormin5minuteincrementsTime PatternStormLossRateValue Effective Flow Flow% Rain(in/hr)Max. Min. Rain(in/hr)Rate(cfs) Vol.(cf)0:05 0.5 0.21 0.21 0.19 0.0209 0.0382 11.470:10 0.6 0.25 0.21 N/A 0.0401 0.0732 21.950:15 0.6 0.25 0.21 N/A 0.0401 0.0732 21.950:20 0.6 0.25 0.21 N/A 0.0401 0.0732 21.950:25 0.6 0.25 0.21 N/A 0.0401 0.0732 21.950:30 0.7 0.29 0.21 N/A 0.0820 0.1496 44.880:35 0.7 0.29 0.21 N/A 0.0820 0.1496 44.880:40 0.7 0.29 0.21 N/A 0.0820 0.1496 44.880:45 0.7 0.29 0.21 N/A 0.0820 0.1496 44.880:50 0.7 0.29 0.21 N/A 0.0820 0.1496 44.880:55 0.7 0.29 0.21 N/A 0.0820 0.1496 44.881:000.8 0.34 0.21 N/A 0.1238 0.2260 67.811:05 0.8 0.34 0.21 N/A 0.1238 0.2260 67.811:10 0.8 0.34 0.21 N/A 0.1238 0.2260 67.811:15 0.8 0.34 0.21 N/A 0.1238 0.2260 67.811:20 0.8 0.34 0.21 N/A 0.1238 0.2260 67.811:25 0.8 0.34 0.21 N/A 0.1238 0.2260 67.811:30 0.8 0.34 0.21 N/A 0.1238 0.2260 67.811:35 0.8 0.34 0.21 N/A 0.1238 0.2260 67.811:40 0.8 0.34 0.21 N/A 0.1238 0.2260 67.811:45 0.8 0.34 0.21 N/A 0.1238 0.2260 67.811:50 0.8 0.34 0.21 N/A 0.1238 0.2260 67.811:55 0.8 0.34 0.21 N/A 0.1238 0.2260 67.812:000.9 0.38 0.21 N/A 0.1657 0.3025 90.742:05 0.8 0.34 0.21 N/A 0.1238 0.2260 67.812:10 0.9 0.38 0.21 N/A 0.1657 0.3025 90.742:15 0.9 0.38 0.21 N/A 0.1657 0.3025 90.742:20 0.9 0.38 0.21 N/A 0.1657 0.3025 90.742:25 0.9 0.38 0.21 N/A 0.1657 0.3025 90.742:30 0.9 0.38 0.21 N/A 0.1657 0.3025 90.742:35 0.9 0.38 0.21 N/A 0.1657 0.3025 90.742:40 0.9 0.38 0.21 N/A 0.1657 0.3025 90.742:45 1 0.42 0.21 N/A 0.2076 0.3789 113.672:50 1 0.42 0.21 N/A 0.2076 0.3789 113.672:55 1 0.42 0.21 N/A 0.2076 0.3789 113.673:001 0.42 0.21 N/A 0.2076 0.3789 113.673:05 1 0.42 0.21 N/A 0.2076 0.3789 113.673:10 1.1 0.46 0.21 N/A 0.2495 0.4553 136.603:15 1.1 0.46 0.21 N/A 0.2495 0.4553 136.603:20 1.1 0.46 0.21 N/A 0.2495 0.4553 136.603:25 1.2 0.50 0.21 N/A 0.2914 0.5318 159.533:30 1.3 0.54 0.21 N/A 0.3332 0.6082 182.463:35 1.4 0.59 0.21 N/A 0.3751 0.6846 205.393:40 1.4 0.59 0.21 N/A 0.3751 0.6846 205.393:45 1.5 0.63 0.21 N/A 0.4170 0.7611 228.323:50 1.5 0.63 0.21 N/A 0.4170 0.7611 228.323:55 1.6 0.67 0.21 N/A 0.4589 0.8375 251.254:001.6 0.67 0.21 N/A 0.4589 0.8375 251.254:05 1.7 0.71 0.21 N/A 0.5008 0.9139 274.184:10 1.8 0.75 0.21 N/A 0.5426 0.9904 297.114:15 1.9 0.80 0.21 N/A 0.5845 1.0668 320.04 4of64:20 2 0.84 0.21 N/A 0.6264 1.1432 342.974:25 2.1 0.88 0.21 N/A 0.6683 1.2197 365.904:30 2.1 0.88 0.21 N/A 0.6683 1.2197 365.904:35 2.2 0.92 0.21 N/A 0.7102 1.2961 388.834:40 2.3 0.96 0.21 N/A 0.7520 1.3725 411.764:45 2.4 1.01 0.21 N/A 0.7939 1.4490 434.694:50 2.4 1.01 0.21 N/A 0.7939 1.4490 434.694:55 2.5 1.05 0.21 N/A 0.8358 1.5254 457.625:002.6 1.09 0.21 N/A 0.8777 1.6018 480.555:05 3.1 1.30 0.21 N/A 1.0871 1.9840 595.215:10 3.6 1.51 0.21 N/A 1.2965 2.3662 709.865:15 3.9 1.63 0.21 N/A 1.4221 2.5955 778.655:20 4.2 1.76 0.21 N/A 1.5478 2.8248 847.445:25 4.7 1.97 0.21 N/A 1.7572 3.2070 962.095:30 5.6 2.35 0.21 N/A2.1341 3.8949 1168.465:35 1.9 0.80 0.21 N/A 0.5845 1.0668 320.045:40 0.9 0.38 0.21 N/A 0.1657 0.3025 90.745:45 0.6 0.25 0.21 N/A 0.0401 0.0732 21.955:50 0.5 0.21 0.21 0.19 0.0209 0.0382 11.475:55 0.3 0.13 0.21 0.11 0.0126 0.0229 6.886:000.2 0.08 0.21 0.08 0.0084 0.0153 4.590 0.00 0.21 0.00 0.0000 0.0000 0.000 0.00 0.21 0.00 0.0000 0.0000 0.006:15 0 0.00 0.21 0.00 0.0000 0.0000 0.000 0.00 0.21 0.00 0.0000 0.0000 0.000 0.00 0.21 0.00 0.0000 0.0000 0.006:30 0 0.00 0.21 0.00 0.0000 0.0000 0.000 0.00 0.21 0.00 0.0000 0.0000 0.000 0.00 0.21 0.00 0.0000 0.0000 0.006:45 0 0.00 0.21 0.00 0.0000 0.0000 0.000 0.00 0.21 0.00 0.0000 0.0000 0.000 0.00 0.21 0.00 0.0000 0.0000 0.007:000 0.00 0.21 0.00 0.0000 0.0000 0.00Totalvolume(cf) 14757.60 5of624HourStormin15minuteincrementsTime PatternStormLossRateValue Effective Flow Flow% Rain(in/hr)Max. Min. Rain(in/hr)Rate(cfs) Vol.(cf)0:15 0.2 0.04 0.37 0.04 0.0042 0.0077 6.910:30 0.3 0.06 0.37 0.06 0.0063 0.0115 10.370:45 0.3 0.06 0.36 0.06 0.0063 0.0115 10.371:000.4 0.08 0.36 0.08 0.0084 0.0154 13.821:15 0.3 0.06 0.35 0.06 0.0063 0.0115 10.371:30 0.3 0.06 0.35 0.06 0.0063 0.0115 10.371:45 0.3 0.06 0.35 0.06 0.0063 0.0115 10.372:000.4 0.08 0.34 0.08 0.0084 0.0154 13.822:15 0.4 0.08 0.34 0.08 0.0084 0.0154 13.822:30 0.4 0.08 0.33 0.08 0.0084 0.0154 13.822:45 0.5 0.11 0.33 0.09 0.0105 0.0192 17.283:000.5 0.11 0.32 0.09 0.0105 0.0192 17.283:15 0.5 0.11 0.32 0.09 0.0105 0.0192 17.283:30 0.5 0.11 0.32 0.09 0.0105 0.0192 17.283:45 0.5 0.11 0.31 0.09 0.0105 0.0192 17.284:000.6 0.13 0.31 0.11 0.0126 0.0230 20.744:15 0.6 0.13 0.30 0.11 0.0126 0.0230 20.744:30 0.7 0.15 0.30 0.13 0.0147 0.0269 24.194:45 0.7 0.15 0.30 0.13 0.0147 0.0269 24.195:000.8 0.17 0.29 0.15 0.0168 0.0307 27.655:15 0.6 0.13 0.29 0.11 0.0126 0.0230 20.745:30 0.7 0.15 0.29 0.13 0.0147 0.0269 24.195:45 0.8 0.17 0.28 0.15 0.0168 0.0307 27.656:000.8 0.17 0.28 0.15 0.0168 0.0307 27.656:15 0.9 0.19 0.27 0.17 0.0189 0.0346 31.106:30 0.9 0.19 0.27 0.17 0.0189 0.0346 31.106:45 1 0.21 0.27 0.19 0.0210 0.0384 34.567:001 0.21 0.26 0.19 0.0210 0.0384 34.567:15 1 0.21 0.26 0.19 0.0210 0.0384 34.567:30 1.1 0.23 0.26 0.21 0.0231 0.0422 38.027:45 1.2 0.25 0.25 0.23 0.0252 0.0461 41.478:001.3 0.27 0.25 0.25 0.0274 0.0499 44.938:15 1.5 0.32 0.25 N/A 0.0697 0.1272 114.508:30 1.5 0.32 0.24 N/A 0.0731 0.1335 120.148:45 1.6 0.34 0.24 N/A 0.0976 0.1781 160.309:001.7 0.36 0.24 N/A 0.1220 0.2227 200.409:15 1.9 0.40 0.23 N/A 0.1674 0.3056 275.019:30 2 0.42 0.23 N/A 0.1918 0.3500 315.029:45 2.1 0.44 0.23 N/A 0.2161 0.3944 354.9710:002.2 0.46 0.22 N/A 0.2404 0.4387 394.8710:15 1.5 0.32 0.22 N/A 0.0963 0.1758 158.2410:30 1.5 0.32 0.22 N/A 0.0995 0.1816 163.4710:45 2 0.42 0.21 N/A 0.2079 0.3794 341.4611:002 0.42 0.21 N/A 0.2110 0.3851 346.5811:15 1.9 0.40 0.21 N/A 0.1930 0.3523 317.1011:30 1.9 0.40 0.20 N/A 0.1961 0.3579 322.1211:45 1.7 0.36 0.20 N/A 0.1570 0.2866 257.9712:001.8 0.38 0.20 N/A 0.1811 0.3305 297.4412:15 2.5 0.53 0.19 N/A 0.3313 0.6047 544.2112:30 2.6 0.55 0.19 N/A 0.3553 0.6484 583.5612:45 2.8 0.59 0.19 N/A 0.4002 0.7305 657.43 6of613:002.9 0.61 0.19 N/A 0.4241 0.7741 696.6713:15 3.4 0.72 0.18 N/A 0.5321 0.9712 874.0913:30 3.4 0.72 0.18 N/A0.5349 0.9763 878.6613:45 2.3 0.48 0.18 N/A 0.3062 0.5589 503.0114:002.3 0.48 0.17 N/A 0.3089 0.5638 507.4514:15 2.7 0.57 0.17 N/A 0.3958 0.7223 650.0814:30 2.6 0.55 0.17 N/A 0.3774 0.6887 619.8414:45 2.6 0.55 0.17 N/A 0.3800 0.6934 624.1015:002.5 0.53 0.16 N/A 0.3615 0.6597 593.7415:15 2.4 0.50 0.16 N/A 0.3429 0.6259 563.3215:30 2.3 0.48 0.16 N/A 0.3244 0.5920 532.8315:45 1.9 0.40 0.16 N/A 0.2427 0.4429 398.6016:001.9 0.40 0.15 N/A 0.2451 0.4473 402.5416:15 0.4 0.08 0.15 0.08 0.0084 0.0154 13.8216:30 0.4 0.08 0.15 0.08 0.0084 0.0154 13.8216:45 0.3 0.06 0.15 0.06 0.0063 0.0115 10.3717:000.3 0.06 0.15 0.06 0.0063 0.0115 10.3717:15 0.5 0.11 0.14 0.09 0.0105 0.0192 17.2817:30 0.5 0.11 0.14 0.09 0.0105 0.0192 17.2817:45 0.5 0.11 0.14 0.09 0.0105 0.0192 17.2818:000.4 0.08 0.14 0.08 0.0084 0.0154 13.8218:15 0.4 0.08 0.14 0.08 0.0084 0.0154 13.8218:30 0.4 0.08 0.13 0.08 0.0084 0.0154 13.8218:45 0.3 0.06 0.13 0.06 0.0063 0.0115 10.3719:000.2 0.04 0.13 0.04 0.0042 0.0077 6.9119:15 0.3 0.06 0.13 0.06 0.0063 0.0115 10.3719:30 0.4 0.08 0.13 0.08 0.0084 0.0154 13.8219:45 0.3 0.06 0.12 0.06 0.0063 0.0115 10.3720:000.2 0.04 0.12 0.04 0.0042 0.0077 6.9120:15 0.3 0.06 0.12 0.06 0.0063 0.0115 10.3720:30 0.3 0.06 0.12 0.06 0.0063 0.0115 10.3720:45 0.3 0.06 0.12 0.06 0.0063 0.0115 10.3721:000.2 0.04 0.12 0.04 0.0042 0.0077 6.9121:15 0.3 0.06 0.11 0.06 0.0063 0.0115 10.3721:30 0.2 0.04 0.11 0.04 0.0042 0.0077 6.9121:45 0.3 0.06 0.11 0.06 0.0063 0.0115 10.3722:000.2 0.04 0.11 0.04 0.0042 0.0077 6.9122:15 0.3 0.06 0.11 0.06 0.0063 0.0115 10.3722:30 0.2 0.04 0.11 0.04 0.0042 0.0077 6.9122:45 0.2 0.04 0.11 0.04 0.0042 0.0077 6.9123:000.2 0.04 0.11 0.04 0.0042 0.0077 6.9123:15 0.2 0.04 0.11 0.04 0.0042 0.0077 6.9123:30 0.2 0.04 0.11 0.04 0.0042 0.0077 6.9123:45 0.2 0.04 0.11 0.04 0.0042 0.0077 6.9124:000.2 0.04 0.11 0.04 0.0042 0.0077 6.910 0.00 0.11 0.00 0.0000 0.0000 0.00Totalvolume(cf) 14809.96 1of6HYDROLOGYCALCULATIONS-UsingtheRCFC&WCDShortCutUnitHydrographMethodAreaDesignations DatePalmApartmentsT2DrainageArea(ac.) 1.6800Unittime(minutes)5 5 5 15100YearStormDuration(hrs) 1 3 6 24TotalPrecipitation(PlatesD-4.4,E-5.2,5.4,5.6)(in.)1.93 2.70 3.49 5.26OrdatafromNOAAinteractivewebsiteSoilsGroup AAMCindexIIRunoffNumber(plateE-6.1) 32PlateE-6.2PerviousAreaLossRate(Fp)(in/hr) 0.74 (AMCII)PercentageofImperviousCover(Ai)(%)(plateE-6.3)81.9WeightedAverageLossRate(F=Fp(1-.9Ai))(in./hr.) 0.19 (usedfor1,3,and6hourstorm,the24hourstormusesvariablemaximumlossrateperplateE-1.1(3of6))LowLossRatePercent(%)90RetentionBasinPercolationRate(in/hr)2(alsousedfordrywellpercolationrate)Percolationistakenincrementally.Basinvolumeiscalculatedusingthe"truncatedpyramid"formula,amoreconservativeestimatethan"averagedendareas"sometimesused(Drywellcanbe"zeroedout"byreducingnumberstolessthan.001,butshouldnotenteredaszerosorprogramchokes.)Drywellstorageincludes40%ofthe1'widerockbedsurroundingthedrywell:formula(upper)*PI()*(diam/2)^2+(lower)*PI()*((diam/2)^2+0.4*((diam/2+(grav+0.4166))^2-(diam/2+0.4166)^2))Thedrywellwallthicknessisassumedat5"(0.4166)andthegravelbedwidthisvariable"grav"Drywelldesignfactors Uppersec.(ft.)= 0.0001 Lowersec.(ft.)= 0.0001 Ringdiam.(ft.)= 0.0001 Drywelllowermax.(cf)= 0.00 Uppermax.(cf)= 0.00Gravelbedwidtharounddrwyell= 0 Drywelltotal(cf)= 0.00Ret.Basindesign(area,depth)Top= 0.0001s.f.Bot.= 0.0001 s.f. Max.Depth(d)= 0.0001 Max.storage= 0.00(d/3)*(bottom+top+(bottom*top)^0.50)Formulasvol=(h/3)*(bottom+top+(bottom*top)^0.50)area=bottom+(h/d)*(top-bottom) h=(vol*3)/(bottom+top+(bottom*top)^0.5) (valuesmustbenon-zeroorerroroccurs)Outsideinputfrom: N/A1HourStormin5minuteincrementsTime PatternStormLossRateValue Effective Flow Flow% Rain(in/hr)Max. Min. Rain(in/hr)Rate(cfs) Vol.(cf)0:05 3.7 0.8569 0.1945 N/A 0.6624 1.1221 336.620:10 4.8 1.1117 0.1945 N/A 0.9171 1.5536 466.090:15 5.1 1.1812 0.1945 N/A 0.9866 1.6713 501.400:20 4.9 1.1348 0.1945 N/A 0.9403 1.5929 477.860:25 6.6 1.5286 0.1945 N/A 1.3340 2.2598 677.950:30 7.3 1.6907 0.1945 N/A 1.4961 2.5345 760.340:35 8.4 1.9454 0.1945 N/A 1.7509 2.9660 889.800:40 9 2.0844 0.1945 N/A 1.8899 3.2014 960.420:45 12.3 2.8487 0.1945 N/A 2.6541 4.4961 1348.830:50 17.6 4.0762 0.1945 N/A3.8816 6.5755 1972.640:55 16.1 3.7288 0.1945 N/A 3.5342 5.9870 1796.091:004.2 0.9727 0.1945 N/A 0.7782 1.3182 395.470 0.0000 0.1945 0.00 0.0000 0.0000 0.000 0.0000 0.1945 0.00 0.0000 0.0000 0.001:15 0 0.0000 0.1945 0.00 0.0000 0.0000 0.00Totalvolume(cf) 10583.49 2of63HourStormin5minuteincrementsTime PatternStormLossRateValue Effective Flow Flow% Rain(in/hr)Max. Min. Rain(in/hr)Rate(cfs) Vol.(cf)0:05 1.3 0.42 0.19 N/A 0.2267 0.3840 115.190:10 1.3 0.42 0.19 N/A 0.2267 0.3840 115.190:15 1.1 0.36 0.19 N/A 0.1619 0.2742 82.250:20 1.5 0.49 0.19 N/A 0.2915 0.4937 148.120:25 1.5 0.49 0.19 N/A 0.2915 0.4937 148.120:30 1.8 0.58 0.19 N/A 0.3887 0.6584 197.510:35 1.5 0.49 0.19 N/A 0.2915 0.4937 148.120:40 1.8 0.58 0.19 N/A 0.3887 0.6584 197.510:45 1.8 0.58 0.19 N/A 0.3887 0.6584 197.510:50 1.5 0.49 0.19 N/A 0.2915 0.4937 148.120:55 1.6 0.52 0.19 N/A 0.3239 0.5486 164.581:001.8 0.58 0.19 N/A 0.3887 0.6584 197.511:05 2.2 0.71 0.19 N/A 0.5183 0.8779 263.381:10 2.2 0.71 0.19 N/A 0.5183 0.8779 263.381:15 2.2 0.71 0.19 N/A 0.5183 0.8779 263.381:20 2 0.65 0.19 N/A 0.4535 0.7682 230.451:25 2.6 0.84 0.19 N/A 0.6479 1.0975 329.241:30 2.7 0.87 0.19 N/A 0.6803 1.1524 345.711:35 2.4 0.78 0.19 N/A 0.5831 0.9877 296.311:40 2.7 0.87 0.19 N/A 0.6803 1.1524 345.711:45 3.3 1.07 0.19 N/A 0.8747 1.4817 444.501:50 3.1 1.00 0.19 N/A 0.8099 1.3719 411.571:55 2.9 0.94 0.19 N/A 0.7451 1.2621 378.642:003 0.97 0.19 N/A 0.7775 1.3170 395.102:05 3.1 1.00 0.19 N/A 0.8099 1.3719 411.572:10 4.2 1.36 0.19 N/A 1.1663 1.9756 592.692:15 5 1.62 0.19 N/A 1.4255 2.4147 724.422:20 3.5 1.13 0.19 N/A 0.9395 1.5914 477.432:25 6.8 2.20 0.19 N/A 2.0087 3.4027 1020.802:30 7.3 2.37 0.19 N/A 2.1707 3.6771 1103.132:35 8.2 2.66 0.19 N/A2.4623 4.1711 1251.322:40 5.9 1.91 0.19 N/A 1.7171 2.9087 872.612:45 2 0.65 0.19 N/A 0.4535 0.7682 230.452:50 1.8 0.58 0.19 N/A 0.3887 0.6584 197.512:55 1.8 0.58 0.19 N/A 0.3887 0.6584 197.513:000.6 0.19 0.19 0.17 0.0194 0.0329 9.880 0.00 0.19 0.00 0.0000 0.0000 0.000 0.00 0.19 0.00 0.0000 0.0000 0.003:15 0 0.00 0.19 0.00 0.0000 0.0000 0.000 0.00 0.19 0.00 0.0000 0.0000 0.000 0.00 0.19 0.00 0.0000 0.0000 0.003:30 0 0.00 0.19 0.00 0.0000 0.0000 0.000 0.00 0.19 0.00 0.0000 0.0000 0.000 0.00 0.19 0.00 0.0000 0.0000 0.00Totalvolume(cf) 12916.38 3of66HourStormin5minuteincrementsTime PatternStormLossRateValue Effective Flow Flow% Rain(in/hr)Max. Min. Rain(in/hr)Rate(cfs) Vol.(cf)0:05 0.5 0.21 0.19 0.19 0.0209 0.0355 10.640:10 0.6 0.25 0.19 N/A 0.0567 0.0961 28.830:15 0.6 0.25 0.19 N/A 0.0567 0.0961 28.830:20 0.6 0.25 0.19 N/A 0.0567 0.0961 28.830:25 0.6 0.25 0.19 N/A 0.0567 0.0961 28.830:30 0.7 0.29 0.19 N/A 0.0986 0.1671 50.120:35 0.7 0.29 0.19 N/A 0.0986 0.1671 50.120:40 0.7 0.29 0.19 N/A 0.0986 0.1671 50.120:45 0.7 0.29 0.19 N/A 0.0986 0.1671 50.120:50 0.7 0.29 0.19 N/A 0.0986 0.1671 50.120:55 0.7 0.29 0.19 N/A 0.0986 0.1671 50.121:000.8 0.34 0.19 N/A 0.1405 0.2380 71.401:05 0.8 0.34 0.19 N/A 0.1405 0.2380 71.401:10 0.8 0.34 0.19 N/A 0.1405 0.2380 71.401:15 0.8 0.34 0.19 N/A 0.1405 0.2380 71.401:20 0.8 0.34 0.19 N/A 0.1405 0.2380 71.401:25 0.8 0.34 0.19 N/A 0.1405 0.2380 71.401:30 0.8 0.34 0.19 N/A 0.1405 0.2380 71.401:35 0.8 0.34 0.19 N/A 0.1405 0.2380 71.401:40 0.8 0.34 0.19 N/A 0.1405 0.2380 71.401:45 0.8 0.34 0.19 N/A 0.1405 0.2380 71.401:50 0.8 0.34 0.19 N/A 0.1405 0.2380 71.401:55 0.8 0.34 0.19 N/A 0.1405 0.2380 71.402:000.9 0.38 0.19 N/A 0.1824 0.3089 92.682:05 0.8 0.34 0.19 N/A 0.1405 0.2380 71.402:10 0.9 0.38 0.19 N/A 0.1824 0.3089 92.682:15 0.9 0.38 0.19 N/A 0.1824 0.3089 92.682:20 0.9 0.38 0.19 N/A 0.1824 0.3089 92.682:25 0.9 0.38 0.19 N/A 0.1824 0.3089 92.682:30 0.9 0.38 0.19 N/A 0.1824 0.3089 92.682:35 0.9 0.38 0.19 N/A 0.1824 0.3089 92.682:40 0.9 0.38 0.19 N/A 0.1824 0.3089 92.682:45 1 0.42 0.19 N/A 0.2243 0.3799 113.972:50 1 0.42 0.19 N/A 0.2243 0.3799 113.972:55 1 0.42 0.19 N/A 0.2243 0.3799 113.973:001 0.42 0.19 N/A 0.2243 0.3799 113.973:05 1 0.42 0.19 N/A 0.2243 0.3799 113.973:10 1.1 0.46 0.19 N/A 0.2661 0.4508 135.253:15 1.1 0.46 0.19 N/A 0.2661 0.4508 135.253:20 1.1 0.46 0.19 N/A 0.2661 0.4508 135.253:25 1.2 0.50 0.19 N/A 0.3080 0.5218 156.533:30 1.3 0.54 0.19 N/A 0.3499 0.5927 177.823:35 1.4 0.59 0.19 N/A 0.3918 0.6637 199.103:40 1.4 0.59 0.19 N/A 0.3918 0.6637 199.103:45 1.5 0.63 0.19 N/A 0.4337 0.7346 220.383:50 1.5 0.63 0.19 N/A 0.4337 0.7346 220.383:55 1.6 0.67 0.19 N/A 0.4755 0.8056 241.674:001.6 0.67 0.19 N/A 0.4755 0.8056 241.674:05 1.7 0.71 0.19 N/A 0.5174 0.8765 262.954:10 1.8 0.75 0.19 N/A 0.5593 0.9474 284.234:15 1.9 0.80 0.19 N/A 0.6012 1.0184 305.52 4of64:20 2 0.84 0.19 N/A 0.6431 1.0893 326.804:25 2.1 0.88 0.19 N/A 0.6849 1.1603 348.084:30 2.1 0.88 0.19 N/A 0.6849 1.1603 348.084:35 2.2 0.92 0.19 N/A 0.7268 1.2312 369.374:40 2.3 0.96 0.19 N/A 0.7687 1.3022 390.654:45 2.4 1.01 0.19 N/A 0.8106 1.3731 411.934:50 2.4 1.01 0.19 N/A 0.8106 1.3731 411.934:55 2.5 1.05 0.19 N/A 0.8525 1.4441 433.225:002.6 1.09 0.19 N/A 0.8943 1.5150 454.505:05 3.1 1.30 0.19 N/A 1.1037 1.8697 560.925:10 3.6 1.51 0.19 N/A 1.3131 2.2244 667.335:15 3.9 1.63 0.19 N/A 1.4388 2.4373 731.185:20 4.2 1.76 0.19 N/A 1.5644 2.6501 795.045:25 4.7 1.97 0.19 N/A 1.7738 3.0048 901.455:30 5.6 2.35 0.19 N/A2.1507 3.6433 1093.005:35 1.9 0.80 0.19 N/A 0.6012 1.0184 305.525:40 0.9 0.38 0.19 N/A 0.1824 0.3089 92.685:45 0.6 0.25 0.19 N/A 0.0567 0.0961 28.835:50 0.5 0.21 0.19 0.19 0.0209 0.0355 10.645:55 0.3 0.13 0.19 0.11 0.0126 0.0213 6.396:000.2 0.08 0.19 0.08 0.0084 0.0142 4.260 0.00 0.19 0.00 0.0000 0.0000 0.000 0.00 0.19 0.00 0.0000 0.0000 0.006:15 0 0.00 0.19 0.00 0.0000 0.0000 0.000 0.00 0.19 0.00 0.0000 0.0000 0.000 0.00 0.19 0.00 0.0000 0.0000 0.006:30 0 0.00 0.19 0.00 0.0000 0.0000 0.000 0.00 0.19 0.00 0.0000 0.0000 0.000 0.00 0.19 0.00 0.0000 0.0000 0.006:45 0 0.00 0.19 0.00 0.0000 0.0000 0.000 0.00 0.19 0.00 0.0000 0.0000 0.000 0.00 0.19 0.00 0.0000 0.0000 0.007:000 0.00 0.19 0.00 0.0000 0.0000 0.00Totalvolume(cf) 14273.05 5of624HourStormin15minuteincrementsTime PatternStormLossRateValue Effective Flow Flow% Rain(in/hr)Max. Min. Rain(in/hr)Rate(cfs) Vol.(cf)0:15 0.2 0.04 0.34 0.04 0.0042 0.0071 6.420:30 0.3 0.06 0.34 0.06 0.0063 0.0107 9.620:45 0.3 0.06 0.33 0.06 0.0063 0.0107 9.621:000.4 0.08 0.33 0.08 0.0084 0.0143 12.831:15 0.3 0.06 0.33 0.06 0.0063 0.0107 9.621:30 0.3 0.06 0.32 0.06 0.0063 0.0107 9.621:45 0.3 0.06 0.32 0.06 0.0063 0.0107 9.622:000.4 0.08 0.31 0.08 0.0084 0.0143 12.832:15 0.4 0.08 0.31 0.08 0.0084 0.0143 12.832:30 0.4 0.08 0.31 0.08 0.0084 0.0143 12.832:45 0.5 0.11 0.30 0.09 0.0105 0.0178 16.043:000.5 0.11 0.30 0.09 0.0105 0.0178 16.043:15 0.5 0.11 0.30 0.09 0.0105 0.0178 16.043:30 0.5 0.11 0.29 0.09 0.0105 0.0178 16.043:45 0.5 0.11 0.29 0.09 0.0105 0.0178 16.044:000.6 0.13 0.28 0.11 0.0126 0.0214 19.254:15 0.6 0.13 0.28 0.11 0.0126 0.0214 19.254:30 0.7 0.15 0.28 0.13 0.0147 0.0249 22.454:45 0.7 0.15 0.27 0.13 0.0147 0.0249 22.455:000.8 0.17 0.27 0.15 0.0168 0.0285 25.665:15 0.6 0.13 0.27 0.11 0.0126 0.0214 19.255:30 0.7 0.15 0.26 0.13 0.0147 0.0249 22.455:45 0.8 0.17 0.26 0.15 0.0168 0.0285 25.666:000.8 0.17 0.26 0.15 0.0168 0.0285 25.666:15 0.9 0.19 0.25 0.17 0.0189 0.0321 28.876:30 0.9 0.19 0.25 0.17 0.0189 0.0321 28.876:45 1 0.21 0.25 0.19 0.0210 0.0356 32.087:001 0.21 0.24 0.19 0.0210 0.0356 32.087:15 1 0.21 0.24 0.19 0.0210 0.0356 32.087:30 1.1 0.23 0.24 0.21 0.0231 0.0392 35.297:45 1.2 0.25 0.23 0.23 0.0252 0.0428 38.498:001.3 0.27 0.23 N/A 0.0438 0.0742 66.808:15 1.5 0.32 0.23 N/A 0.0891 0.1509 135.838:30 1.5 0.32 0.22 N/A 0.0923 0.1563 140.658:45 1.6 0.34 0.22 N/A 0.1164 0.1972 177.529:001.7 0.36 0.22 N/A 0.1406 0.2381 214.339:15 1.9 0.40 0.21 N/A 0.1857 0.3147 283.199:30 2 0.42 0.21 N/A 0.2098 0.3555 319.929:45 2.1 0.44 0.21 N/A 0.2339 0.3962 356.6110:002.2 0.46 0.20 N/A 0.2579 0.4369 393.2510:15 1.5 0.32 0.20 N/A 0.1136 0.1925 173.2310:30 1.5 0.32 0.20 N/A 0.1166 0.1974 177.7010:45 2 0.42 0.20 N/A 0.2247 0.3806 342.5211:002 0.42 0.19 N/A 0.2275 0.3855 346.9111:15 1.9 0.40 0.19 N/A 0.2093 0.3546 319.1711:30 1.9 0.40 0.19 N/A 0.2122 0.3594 323.4611:45 1.7 0.36 0.18 N/A 0.1729 0.2928 263.5512:001.8 0.38 0.18 N/A 0.1967 0.3331 299.8312:15 2.5 0.53 0.18 N/A 0.3467 0.5872 528.5212:30 2.6 0.55 0.18 N/A 0.3704 0.6274 564.7012:45 2.8 0.59 0.17 N/A 0.4151 0.7032 632.91 6of613:002.9 0.61 0.17 N/A 0.4388 0.7433 668.9913:15 3.4 0.72 0.17 N/A 0.5466 0.9259 833.3313:30 3.4 0.72 0.17 N/A0.54920.9303837.2413:45 2.3 0.48 0.16 N/A 0.3202 0.5425 488.2414:002.3 0.48 0.16 N/A 0.3227 0.5467 492.0414:15 2.7 0.57 0.16 N/A 0.4094 0.6934 624.1014:30 2.6 0.55 0.16 N/A 0.3907 0.6619 595.7214:45 2.6 0.55 0.15 N/A 0.3931 0.6660 599.3615:002.5 0.53 0.15 N/A 0.3744 0.6343 570.8815:15 2.4 0.50 0.15 N/A 0.3557 0.6026 542.3315:30 2.3 0.48 0.15 N/A 0.3370 0.5708 513.7415:45 1.9 0.40 0.14 N/A 0.2551 0.4321 388.8516:001.9 0.40 0.14 N/A 0.2573 0.4358 392.2216:15 0.4 0.08 0.14 0.08 0.0084 0.0143 12.8316:30 0.4 0.08 0.14 0.08 0.0084 0.0143 12.8316:45 0.3 0.06 0.14 0.06 0.0063 0.0107 9.6217:000.3 0.06 0.13 0.06 0.0063 0.0107 9.6217:15 0.5 0.11 0.13 0.09 0.0105 0.0178 16.0417:30 0.5 0.11 0.13 0.09 0.0105 0.0178 16.0417:45 0.5 0.11 0.13 0.09 0.0105 0.0178 16.0418:000.4 0.08 0.13 0.08 0.0084 0.0143 12.8318:15 0.4 0.08 0.12 0.08 0.0084 0.0143 12.8318:30 0.4 0.08 0.12 0.08 0.0084 0.0143 12.8318:45 0.3 0.06 0.12 0.06 0.0063 0.0107 9.6219:000.2 0.04 0.12 0.04 0.0042 0.0071 6.4219:15 0.3 0.06 0.12 0.06 0.0063 0.0107 9.6219:30 0.4 0.08 0.12 0.08 0.0084 0.0143 12.8319:45 0.3 0.06 0.11 0.06 0.0063 0.0107 9.6220:000.2 0.04 0.11 0.04 0.0042 0.0071 6.4220:15 0.3 0.06 0.11 0.06 0.0063 0.0107 9.6220:30 0.3 0.06 0.11 0.06 0.0063 0.0107 9.6220:45 0.3 0.06 0.11 0.06 0.0063 0.0107 9.6221:000.2 0.04 0.11 0.04 0.0042 0.0071 6.4221:15 0.3 0.06 0.11 0.06 0.0063 0.0107 9.6221:30 0.2 0.04 0.10 0.04 0.0042 0.0071 6.4221:45 0.3 0.06 0.10 0.06 0.0063 0.0107 9.6222:000.2 0.04 0.10 0.04 0.0042 0.0071 6.4222:15 0.3 0.06 0.10 0.06 0.0063 0.0107 9.6222:30 0.2 0.04 0.10 0.04 0.0042 0.0071 6.4222:45 0.2 0.04 0.10 0.04 0.0042 0.0071 6.4223:000.2 0.04 0.10 0.04 0.0042 0.0071 6.4223:15 0.2 0.04 0.10 0.04 0.0042 0.0071 6.4223:30 0.2 0.04 0.10 0.04 0.0042 0.0071 6.4223:45 0.2 0.04 0.10 0.04 0.0042 0.0071 6.4224:000.2 0.04 0.10 0.04 0.0042 0.0071 6.420 0.00 0.10 0.00 0.0000 0.0000 0.00Totalvolume(cf) 14531.47 1of6HYDROLOGYCALCULATIONS-UsingtheRCFC&WCDShortCutUnitHydrographMethodAreaDesignations DatePalmApartmentsT3DrainageArea(ac.) 1.9400Unittime(minutes)5 5 5 15100YearStormDuration(hrs) 1 3 6 24TotalPrecipitation(PlatesD-4.4,E-5.2,5.4,5.6)(in.)1.93 2.70 3.49 5.26OrdatafromNOAAinteractivewebsiteSoilsGroup AAMCindexIIRunoffNumber(plateE-6.1) 32PlateE-6.2PerviousAreaLossRate(Fp)(in/hr) 0.74 (AMCII)PercentageofImperviousCover(Ai)(%)(plateE-6.3)90WeightedAverageLossRate(F=Fp(1-.9Ai))(in./hr.) 0.14 (usedfor1,3,and6hourstorm,the24hourstormusesvariablemaximumlossrateperplateE-1.1(3of6))LowLossRatePercent(%)90RetentionBasinPercolationRate(in/hr)2(alsousedfordrywellpercolationrate)Percolationistakenincrementally.Basinvolumeiscalculatedusingthe"truncatedpyramid"formula,amoreconservativeestimatethan"averagedendareas"sometimesused(Drywellcanbe"zeroedout"byreducingnumberstolessthan.001,butshouldnotenteredaszerosorprogramchokes.)Drywellstorageincludes40%ofthe1'widerockbedsurroundingthedrywell:formula(upper)*PI()*(diam/2)^2+(lower)*PI()*((diam/2)^2+0.4*((diam/2+(grav+0.4166))^2-(diam/2+0.4166)^2))Thedrywellwallthicknessisassumedat5"(0.4166)andthegravelbedwidthisvariable"grav"Drywelldesignfactors Uppersec.(ft.)= 0.0001 Lowersec.(ft.)= 0.0001 Ringdiam.(ft.)= 0.0001 Drywelllowermax.(cf)= 0.00 Uppermax.(cf)= 0.00Gravelbedwidtharounddrwyell= 0 Drywelltotal(cf)= 0.00Ret.Basindesign(area,depth)Top= 0.0001s.f.Bot.= 0.0001 s.f. Max.Depth(d)= 0.0001 Max.storage= 0.00(d/3)*(bottom+top+(bottom*top)^0.50)Formulasvol=(h/3)*(bottom+top+(bottom*top)^0.50)area=bottom+(h/d)*(top-bottom) h=(vol*3)/(bottom+top+(bottom*top)^0.5) (valuesmustbenon-zeroorerroroccurs)Outsideinputfrom: N/A1HourStormin5minuteincrementsTime PatternStormLossRateValue Effective Flow Flow% Rain(in/hr)Max. Min. Rain(in/hr)Rate(cfs) Vol.(cf)0:05 3.7 0.8569 0.1406 N/A 0.7163 1.4012 420.370:10 4.8 1.1117 0.1406 N/A 0.9711 1.8996 569.880:15 5.1 1.1812 0.1406 N/A 1.0406 2.0355 610.650:20 4.9 1.1348 0.1406 N/A 0.9942 1.9449 583.470:25 6.6 1.5286 0.1406 N/A 1.3880 2.7151 814.520:30 7.3 1.6907 0.1406 N/A 1.5501 3.0322 909.660:35 8.4 1.9454 0.1406 N/A 1.8048 3.5306 1059.170:40 9 2.0844 0.1406 N/A 1.9438 3.8024 1140.720:45 12.3 2.8487 0.1406 N/A 2.7081 5.2975 1589.240:50 17.6 4.0762 0.1406 N/A3.9356 7.6986 2309.580:55 16.1 3.7288 0.1406 N/A 3.5882 7.0190 2105.711:004.2 0.9727 0.1406 N/A 0.8321 1.6278 488.330 0.0000 0.1406 0.00 0.0000 0.0000 0.000 0.0000 0.1406 0.00 0.0000 0.0000 0.001:15 0 0.0000 0.1406 0.00 0.0000 0.0000 0.00Totalvolume(cf) 12601.31 2of63HourStormin5minuteincrementsTime PatternStormLossRateValue Effective Flow Flow% Rain(in/hr)Max. Min. Rain(in/hr)Rate(cfs) Vol.(cf)0:05 1.3 0.42 0.14 N/A 0.2806 0.5489 164.670:10 1.3 0.42 0.14 N/A 0.2806 0.5489 164.670:15 1.1 0.36 0.14 N/A 0.2158 0.4221 126.640:20 1.5 0.49 0.14 N/A 0.3454 0.6757 202.700:25 1.5 0.49 0.14 N/A 0.3454 0.6757 202.700:30 1.8 0.58 0.14 N/A 0.4426 0.8658 259.740:35 1.5 0.49 0.14 N/A 0.3454 0.6757 202.700:40 1.8 0.58 0.14 N/A 0.4426 0.8658 259.740:45 1.8 0.58 0.14 N/A 0.4426 0.8658 259.740:50 1.5 0.49 0.14 N/A 0.3454 0.6757 202.700:55 1.6 0.52 0.14 N/A 0.3778 0.7390 221.711:001.8 0.58 0.14 N/A 0.4426 0.8658 259.741:05 2.2 0.71 0.14 N/A 0.5722 1.1193 335.801:10 2.2 0.71 0.14 N/A 0.5722 1.1193 335.801:15 2.2 0.71 0.14 N/A 0.5722 1.1193 335.801:20 2 0.65 0.14 N/A 0.5074 0.9926 297.771:25 2.6 0.84 0.14 N/A 0.7018 1.3728 411.851:30 2.7 0.87 0.14 N/A 0.7342 1.4362 430.871:35 2.4 0.78 0.14 N/A 0.6370 1.2461 373.821:40 2.7 0.87 0.14 N/A 0.7342 1.4362 430.871:45 3.3 1.07 0.14 N/A 0.9286 1.8165 544.951:50 3.1 1.00 0.14 N/A 0.8638 1.6897 506.921:55 2.9 0.94 0.14 N/A 0.7990 1.5630 468.892:003 0.97 0.14 N/A 0.8314 1.6264 487.912:05 3.1 1.00 0.14 N/A 0.8638 1.6897 506.922:10 4.2 1.36 0.14 N/A 1.2202 2.3869 716.072:15 5 1.62 0.14 N/A 1.4794 2.8940 868.192:20 3.5 1.13 0.14 N/A 0.9934 1.9433 582.982:25 6.8 2.20 0.14 N/A 2.0626 4.0348 1210.442:30 7.3 2.37 0.14 N/A 2.2246 4.3517 1305.512:35 8.2 2.66 0.14 N/A2.5162 4.9221 1476.632:40 5.9 1.91 0.14 N/A 1.7710 3.4644 1039.312:45 2 0.65 0.14 N/A 0.5074 0.9926 297.772:50 1.8 0.58 0.14 N/A 0.4426 0.8658 259.742:55 1.8 0.58 0.14 N/A 0.4426 0.8658 259.743:000.6 0.19 0.14 N/A 0.0538 0.1052 31.570 0.00 0.14 0.00 0.0000 0.0000 0.000 0.00 0.14 0.00 0.0000 0.0000 0.003:15 0 0.00 0.14 0.00 0.0000 0.0000 0.000 0.00 0.14 0.00 0.0000 0.0000 0.000 0.00 0.14 0.00 0.0000 0.0000 0.003:30 0 0.00 0.14 0.00 0.0000 0.0000 0.000 0.00 0.14 0.00 0.0000 0.0000 0.000 0.00 0.14 0.00 0.0000 0.0000 0.00Totalvolume(cf) 16043.54 3of66HourStormin5minuteincrementsTime PatternStormLossRateValue Effective Flow Flow% Rain(in/hr)Max. Min. Rain(in/hr)Rate(cfs) Vol.(cf)0:05 0.5 0.21 0.14 N/A 0.0688 0.1346 40.380:10 0.6 0.25 0.14 N/A 0.1107 0.2165 64.950:15 0.6 0.25 0.14 N/A 0.1107 0.2165 64.950:20 0.6 0.25 0.14 N/A 0.1107 0.2165 64.950:25 0.6 0.25 0.14 N/A 0.1107 0.2165 64.950:30 0.7 0.29 0.14 N/A 0.1526 0.2984 89.530:35 0.7 0.29 0.14 N/A 0.1526 0.2984 89.530:40 0.7 0.29 0.14 N/A 0.1526 0.2984 89.530:45 0.7 0.29 0.14 N/A 0.1526 0.2984 89.530:50 0.7 0.29 0.14 N/A 0.1526 0.2984 89.530:55 0.7 0.29 0.14 N/A 0.1526 0.2984 89.531:000.8 0.34 0.14 N/A 0.1944 0.3804 114.111:05 0.8 0.34 0.14 N/A 0.1944 0.3804 114.111:10 0.8 0.34 0.14 N/A 0.1944 0.3804 114.111:15 0.8 0.34 0.14 N/A 0.1944 0.3804 114.111:20 0.8 0.34 0.14 N/A 0.1944 0.3804 114.111:25 0.8 0.34 0.14 N/A 0.1944 0.3804 114.111:30 0.8 0.34 0.14 N/A 0.1944 0.3804 114.111:35 0.8 0.34 0.14 N/A 0.1944 0.3804 114.111:40 0.8 0.34 0.14 N/A 0.1944 0.3804 114.111:45 0.8 0.34 0.14 N/A 0.1944 0.3804 114.111:50 0.8 0.34 0.14 N/A 0.1944 0.3804 114.111:55 0.8 0.34 0.14 N/A 0.1944 0.3804 114.112:000.9 0.38 0.14 N/A 0.2363 0.4623 138.682:05 0.8 0.34 0.14 N/A 0.1944 0.3804 114.112:10 0.9 0.38 0.14 N/A 0.2363 0.4623 138.682:15 0.9 0.38 0.14 N/A 0.2363 0.4623 138.682:20 0.9 0.38 0.14 N/A 0.2363 0.4623 138.682:25 0.9 0.38 0.14 N/A 0.2363 0.4623 138.682:30 0.9 0.38 0.14 N/A 0.2363 0.4623 138.682:35 0.9 0.38 0.14 N/A 0.2363 0.4623 138.682:40 0.9 0.38 0.14 N/A 0.2363 0.4623 138.682:45 1 0.42 0.14 N/A 0.2782 0.5442 163.262:50 1 0.42 0.14 N/A 0.2782 0.5442 163.262:55 1 0.42 0.14 N/A 0.2782 0.5442 163.263:001 0.42 0.14 N/A 0.2782 0.5442 163.263:05 1 0.42 0.14 N/A 0.2782 0.5442 163.263:10 1.1 0.46 0.14 N/A 0.3201 0.6261 187.843:15 1.1 0.46 0.14 N/A 0.3201 0.6261 187.843:20 1.1 0.46 0.14 N/A 0.3201 0.6261 187.843:25 1.2 0.50 0.14 N/A 0.3620 0.7081 212.423:30 1.3 0.54 0.14 N/A 0.4038 0.7900 236.993:35 1.4 0.59 0.14 N/A 0.4457 0.8719 261.573:40 1.4 0.59 0.14 N/A 0.4457 0.8719 261.573:45 1.5 0.63 0.14 N/A 0.4876 0.9538 286.153:50 1.5 0.63 0.14 N/A 0.4876 0.9538 286.153:55 1.6 0.67 0.14 N/A 0.5295 1.0358 310.734:001.6 0.67 0.14 N/A 0.5295 1.0358 310.734:05 1.7 0.71 0.14 N/A 0.5714 1.1177 335.304:10 1.8 0.75 0.14 N/A 0.6132 1.1996 359.884:15 1.9 0.80 0.14 N/A 0.6551 1.2815 384.46 4of64:20 2 0.84 0.14 N/A 0.6970 1.3634 409.034:25 2.1 0.88 0.14 N/A 0.7389 1.4454 433.614:30 2.1 0.88 0.14 N/A 0.7389 1.4454 433.614:35 2.2 0.92 0.14 N/A 0.7808 1.5273 458.194:40 2.3 0.96 0.14 N/A 0.8226 1.6092 482.774:45 2.4 1.01 0.14 N/A 0.8645 1.6911 507.344:50 2.4 1.01 0.14 N/A 0.8645 1.6911 507.344:55 2.5 1.05 0.14 N/A 0.9064 1.7731 531.925:002.6 1.09 0.14 N/A 0.9483 1.8550 556.505:05 3.1 1.30 0.14 N/A 1.1577 2.2646 679.385:10 3.6 1.51 0.14 N/A 1.3671 2.6742 802.275:15 3.9 1.63 0.14 N/A 1.4927 2.9200 876.005:20 4.2 1.76 0.14 N/A 1.6184 3.1658 949.735:25 4.7 1.97 0.14 N/A 1.8278 3.5754 1072.625:30 5.6 2.35 0.14 N/A2.2047 4.3127 1293.825:35 1.9 0.80 0.14 N/A 0.6551 1.2815 384.465:40 0.9 0.38 0.14 N/A 0.2363 0.4623 138.685:45 0.6 0.25 0.14 N/A 0.1107 0.2165 64.955:50 0.5 0.21 0.14 N/A 0.0688 0.1346 40.385:55 0.3 0.13 0.14 0.11 0.0126 0.0246 7.376:000.2 0.08 0.14 0.08 0.0084 0.0164 4.920 0.00 0.14 0.00 0.0000 0.0000 0.000 0.00 0.14 0.00 0.0000 0.0000 0.006:15 0 0.00 0.14 0.00 0.0000 0.0000 0.000 0.00 0.14 0.00 0.0000 0.0000 0.000 0.00 0.14 0.00 0.0000 0.0000 0.006:30 0 0.00 0.14 0.00 0.0000 0.0000 0.000 0.00 0.14 0.00 0.0000 0.0000 0.000 0.00 0.14 0.00 0.0000 0.0000 0.006:45 0 0.00 0.14 0.00 0.0000 0.0000 0.000 0.00 0.14 0.00 0.0000 0.0000 0.000 0.00 0.14 0.00 0.0000 0.0000 0.007:000 0.00 0.14 0.00 0.0000 0.0000 0.00Totalvolume(cf) 18690.90 5of624HourStormin15minuteincrementsTime PatternStormLossRateValue Effective Flow Flow% Rain(in/hr)Max. Min. Rain(in/hr)Rate(cfs) Vol.(cf)0:15 0.2 0.04 0.25 0.04 0.0042 0.0082 7.410:30 0.3 0.06 0.24 0.06 0.0063 0.0123 11.110:45 0.3 0.06 0.24 0.06 0.0063 0.0123 11.111:000.4 0.08 0.24 0.08 0.0084 0.0165 14.821:15 0.3 0.06 0.24 0.06 0.0063 0.0123 11.111:30 0.3 0.06 0.23 0.06 0.0063 0.0123 11.111:45 0.3 0.06 0.23 0.06 0.0063 0.0123 11.112:000.4 0.08 0.23 0.08 0.0084 0.0165 14.822:15 0.4 0.08 0.22 0.08 0.0084 0.0165 14.822:30 0.4 0.08 0.22 0.08 0.0084 0.0165 14.822:45 0.5 0.11 0.22 0.09 0.0105 0.0206 18.523:000.5 0.11 0.22 0.09 0.0105 0.0206 18.523:15 0.5 0.11 0.21 0.09 0.0105 0.0206 18.523:30 0.5 0.11 0.21 0.09 0.0105 0.0206 18.523:45 0.5 0.11 0.21 0.09 0.0105 0.0206 18.524:000.6 0.13 0.21 0.11 0.0126 0.0247 22.234:15 0.6 0.13 0.20 0.11 0.0126 0.0247 22.234:30 0.7 0.15 0.20 0.13 0.0147 0.0288 25.934:45 0.7 0.15 0.20 0.13 0.0147 0.0288 25.935:000.8 0.17 0.20 0.15 0.0168 0.0329 29.635:15 0.6 0.13 0.19 0.11 0.0126 0.0247 22.235:30 0.7 0.15 0.19 0.13 0.0147 0.0288 25.935:45 0.8 0.17 0.19 0.15 0.0168 0.0329 29.636:000.8 0.17 0.19 0.15 0.0168 0.0329 29.636:15 0.9 0.19 0.18 0.17 0.0189 0.0370 33.346:30 0.9 0.19 0.18 0.17 0.0189 0.0370 33.346:45 1 0.21 0.18 N/A 0.0326 0.0637 57.327:001 0.21 0.18 N/A 0.0350 0.0684 61.557:15 1 0.21 0.17 N/A 0.0373 0.0731 65.767:30 1.1 0.23 0.17 N/A 0.0608 0.1189 106.977:45 1.2 0.25 0.17 N/A 0.0841 0.1646 148.148:001.3 0.27 0.17 N/A 0.1075 0.2103 189.288:15 1.5 0.32 0.16 N/A 0.1519 0.2971 267.438:30 1.5 0.32 0.16 N/A 0.1542 0.3016 271.468:45 1.6 0.34 0.16 N/A 0.1775 0.3472 312.499:001.7 0.36 0.16 N/A 0.2008 0.3928 353.499:15 1.9 0.40 0.15 N/A 0.2451 0.4794 431.499:30 2 0.42 0.15 N/A 0.2683 0.5249 472.429:45 2.1 0.44 0.15 N/A 0.2916 0.5703 513.3110:002.2 0.46 0.15 N/A 0.3148 0.6157 554.1610:15 1.5 0.32 0.15 N/A 0.1696 0.3318 298.6410:30 1.5 0.32 0.14 N/A 0.1718 0.3360 302.3810:45 2 0.42 0.14 N/A 0.2791 0.5459 491.2811:002 0.42 0.14 N/A 0.2811 0.5499 494.9411:15 1.9 0.40 0.14 N/A 0.2621 0.5128 461.5211:30 1.9 0.40 0.14 N/A 0.2642 0.5168 465.1011:45 1.7 0.36 0.13 N/A 0.2241 0.4384 394.5612:001.8 0.38 0.13 N/A 0.2471 0.4835 435.1112:15 2.5 0.53 0.13 N/A 0.3964 0.7754 697.8712:30 2.6 0.55 0.13 N/A 0.4194 0.8204 738.3312:45 2.8 0.59 0.13 N/A 0.4634 0.9064 815.80 6of613:002.9 0.61 0.12 N/A 0.4863 0.9513 856.1813:15 3.4 0.72 0.12 N/A 0.5934 1.1608 1044.6913:30 3.4 0.72 0.12 N/A0.59521.16441047.9513:45 2.3 0.48 0.12 N/A 0.3656 0.7152 643.7014:002.3 0.48 0.12 N/A 0.3674 0.7188 646.8814:15 2.7 0.57 0.11 N/A 0.4534 0.8869 798.1714:30 2.6 0.55 0.11 N/A 0.4341 0.8491 764.2214:45 2.6 0.55 0.11 N/A 0.4358 0.8525 767.2615:002.5 0.53 0.11 N/A 0.4165 0.8147 733.2115:15 2.4 0.50 0.11 N/A 0.3971 0.7768 699.1215:30 2.3 0.48 0.11 N/A 0.3777 0.7389 664.9915:45 1.9 0.40 0.10 N/A 0.2952 0.5774 519.6816:001.9 0.40 0.10 N/A 0.2968 0.5805 522.4916:15 0.4 0.08 0.10 0.08 0.0084 0.0165 14.8216:30 0.4 0.08 0.10 0.08 0.0084 0.0165 14.8216:45 0.3 0.06 0.10 0.06 0.0063 0.0123 11.1117:000.3 0.06 0.10 0.06 0.0063 0.0123 11.1117:15 0.5 0.11 0.10 0.09 0.0105 0.0206 18.5217:30 0.5 0.11 0.09 N/A 0.0112 0.0219 19.7317:45 0.5 0.11 0.09 N/A 0.0126 0.0247 22.1918:000.4 0.08 0.09 0.08 0.0084 0.0165 14.8218:15 0.4 0.08 0.09 0.08 0.0084 0.0165 14.8218:30 0.4 0.08 0.09 0.08 0.0084 0.0165 14.8218:45 0.3 0.06 0.09 0.06 0.0063 0.0123 11.1119:000.2 0.04 0.09 0.04 0.0042 0.0082 7.4119:15 0.3 0.06 0.08 0.06 0.0063 0.0123 11.1119:30 0.4 0.08 0.08 0.08 0.0084 0.0165 14.8219:45 0.3 0.06 0.08 0.06 0.0063 0.0123 11.1120:000.2 0.04 0.08 0.04 0.0042 0.0082 7.4120:15 0.3 0.06 0.08 0.06 0.0063 0.0123 11.1120:30 0.3 0.06 0.08 0.06 0.0063 0.0123 11.1120:45 0.3 0.06 0.08 0.06 0.0063 0.0123 11.1121:000.2 0.04 0.08 0.04 0.0042 0.0082 7.4121:15 0.3 0.06 0.08 0.06 0.0063 0.0123 11.1121:30 0.2 0.04 0.08 0.04 0.0042 0.0082 7.4121:45 0.3 0.06 0.07 0.06 0.0063 0.0123 11.1122:000.2 0.04 0.07 0.04 0.0042 0.0082 7.4122:15 0.3 0.06 0.07 0.06 0.0063 0.0123 11.1122:30 0.2 0.04 0.07 0.04 0.0042 0.0082 7.4122:45 0.2 0.04 0.07 0.04 0.0042 0.0082 7.4123:000.2 0.04 0.07 0.04 0.0042 0.0082 7.4123:15 0.2 0.04 0.07 0.04 0.0042 0.0082 7.4123:30 0.2 0.04 0.07 0.04 0.0042 0.0082 7.4123:45 0.2 0.04 0.07 0.04 0.0042 0.0082 7.4124:000.2 0.04 0.07 0.04 0.0042 0.0082 7.410 0.00 0.07 0.00 0.0000 0.0000 0.00Totalvolume(cf) 19984.70 1of6HYDROLOGYCALCULATIONS-UsingtheRCFC&WCDShortCutUnitHydrographMethodAreaDesignations DatePalmApartmentsT4DrainageArea(ac.) 3.1900Unittime(minutes)5 5 5 15100YearStormDuration(hrs) 1 3 6 24TotalPrecipitation(PlatesD-4.4,E-5.2,5.4,5.6)(in.)1.93 2.70 3.49 5.26OrdatafromNOAAinteractivewebsiteSoilsGroup AAMCindexIIRunoffNumber(plateE-6.1) 32PlateE-6.2PerviousAreaLossRate(Fp)(in/hr) 0.74 (AMCII)PercentageofImperviousCover(Ai)(%)(plateE-6.3)78.4WeightedAverageLossRate(F=Fp(1-.9Ai))(in./hr.) 0.22 (usedfor1,3,and6hourstorm,the24hourstormusesvariablemaximumlossrateperplateE-1.1(3of6))LowLossRatePercent(%)90RetentionBasinPercolationRate(in/hr)2(alsousedfordrywellpercolationrate)Percolationistakenincrementally.Basinvolumeiscalculatedusingthe"truncatedpyramid"formula,amoreconservativeestimatethan"averagedendareas"sometimesused(Drywellcanbe"zeroedout"byreducingnumberstolessthan.001,butshouldnotenteredaszerosorprogramchokes.)Drywellstorageincludes40%ofthe1'widerockbedsurroundingthedrywell:formula(upper)*PI()*(diam/2)^2+(lower)*PI()*((diam/2)^2+0.4*((diam/2+(grav+0.4166))^2-(diam/2+0.4166)^2))Thedrywellwallthicknessisassumedat5"(0.4166)andthegravelbedwidthisvariable"grav"Drywelldesignfactors Uppersec.(ft.)= 0.0001 Lowersec.(ft.)= 0.0001 Ringdiam.(ft.)= 0.0001 Drywelllowermax.(cf)= 0.00 Uppermax.(cf)= 0.00Gravelbedwidtharounddrwyell= 0 Drywelltotal(cf)= 0.00Ret.Basindesign(area,depth)Top= 0.0001s.f.Bot.= 0.0001 s.f. Max.Depth(d)= 0.0001 Max.storage= 0.00(d/3)*(bottom+top+(bottom*top)^0.50)Formulasvol=(h/3)*(bottom+top+(bottom*top)^0.50)area=bottom+(h/d)*(top-bottom) h=(vol*3)/(bottom+top+(bottom*top)^0.5) (valuesmustbenon-zeroorerroroccurs)Outsideinputfrom: N/A1HourStormin5minuteincrementsTime PatternStormLossRateValue Effective Flow Flow% Rain(in/hr)Max. Min. Rain(in/hr)Rate(cfs) Vol.(cf)0:05 3.7 0.8569 0.2179 N/A 0.6391 2.0556 616.680:10 4.8 1.1117 0.2179 N/A 0.8938 2.8751 862.520:15 5.1 1.1812 0.2179 N/A 0.9633 3.0985 929.560:20 4.9 1.1348 0.2179 N/A 0.9170 2.9496 884.870:25 6.6 1.5286 0.2179 N/A 1.3107 4.2160 1264.800:30 7.3 1.6907 0.2179 N/A 1.4728 4.7375 1421.240:35 8.4 1.9454 0.2179 N/A 1.7276 5.5569 1667.080:40 9 2.0844 0.2179 N/A 1.8665 6.0039 1801.170:45 12.3 2.8487 0.2179 N/A 2.6308 8.4623 2538.680:50 17.6 4.0762 0.2179 N/A3.8583 12.4106 3723.170:55 16.1 3.7288 0.2179 N/A 3.5109 11.2931 3387.931:004.2 0.9727 0.2179 N/A 0.7549 2.4281 728.420 0.0000 0.2179 0.00 0.0000 0.0000 0.000 0.0000 0.2179 0.00 0.0000 0.0000 0.001:15 0 0.0000 0.2179 0.00 0.0000 0.0000 0.00Totalvolume(cf) 19826.11 2of63HourStormin5minuteincrementsTime PatternStormLossRateValue Effective Flow Flow% Rain(in/hr)Max. Min. Rain(in/hr)Rate(cfs) Vol.(cf)0:05 1.3 0.42 0.22 N/A 0.2033 0.6541 196.220:10 1.3 0.42 0.22 N/A 0.2033 0.6541 196.220:15 1.1 0.36 0.22 N/A 0.1385 0.4456 133.690:20 1.5 0.49 0.22 N/A 0.2681 0.8625 258.750:25 1.5 0.49 0.22 N/A 0.2681 0.8625 258.750:30 1.8 0.58 0.22 N/A 0.3653 1.1752 352.550:35 1.5 0.49 0.22 N/A 0.2681 0.8625 258.750:40 1.8 0.58 0.22 N/A 0.3653 1.1752 352.550:45 1.8 0.58 0.22 N/A 0.3653 1.1752 352.550:50 1.5 0.49 0.22 N/A 0.2681 0.8625 258.750:55 1.6 0.52 0.22 N/A 0.3005 0.9667 290.021:001.8 0.58 0.22 N/A 0.3653 1.1752 352.551:05 2.2 0.71 0.22 N/A 0.4949 1.5920 477.611:10 2.2 0.71 0.22 N/A 0.4949 1.5920 477.611:15 2.2 0.71 0.22 N/A 0.4949 1.5920 477.611:20 2 0.65 0.22 N/A 0.4301 1.3836 415.081:25 2.6 0.84 0.22 N/A 0.6245 2.0089 602.671:30 2.7 0.87 0.22 N/A 0.6569 2.1131 633.931:35 2.4 0.78 0.22 N/A 0.5597 1.8005 540.141:40 2.7 0.87 0.22 N/A 0.6569 2.1131 633.931:45 3.3 1.07 0.22 N/A 0.8513 2.7384 821.531:50 3.1 1.00 0.22 N/A 0.7865 2.5300 759.001:55 2.9 0.94 0.22 N/A 0.7217 2.3215 696.462:003 0.97 0.22 N/A 0.7541 2.4258 727.732:05 3.1 1.00 0.22 N/A 0.7865 2.5300 759.002:10 4.2 1.36 0.22 N/A 1.1429 3.6764 1102.912:15 5 1.62 0.22 N/A 1.4021 4.5101 1353.032:20 3.5 1.13 0.22 N/A 0.9161 2.9469 884.062:25 6.8 2.20 0.22 N/A 1.9853 6.3860 1915.812:30 7.3 2.37 0.22 N/A 2.1473 6.9071 2072.132:35 8.2 2.66 0.22 N/A2.4389 7.8451 2353.522:40 5.9 1.91 0.22 N/A 1.6937 5.4481 1634.422:45 2 0.65 0.22 N/A 0.4301 1.3836 415.082:50 1.8 0.58 0.22 N/A 0.3653 1.1752 352.552:55 1.8 0.58 0.22 N/A 0.3653 1.1752 352.553:000.6 0.19 0.22 0.17 0.0194 0.0625 18.760 0.00 0.22 0.00 0.0000 0.0000 0.000 0.00 0.22 0.00 0.0000 0.0000 0.003:15 0 0.00 0.22 0.00 0.0000 0.0000 0.000 0.00 0.22 0.00 0.0000 0.0000 0.000 0.00 0.22 0.00 0.0000 0.0000 0.003:30 0 0.00 0.22 0.00 0.0000 0.0000 0.000 0.00 0.22 0.00 0.0000 0.0000 0.000 0.00 0.22 0.00 0.0000 0.0000 0.00Totalvolume(cf) 23738.46 3of66HourStormin5minuteincrementsTime PatternStormLossRateValue Effective Flow Flow% Rain(in/hr)Max. Min. Rain(in/hr)Rate(cfs) Vol.(cf)0:05 0.5 0.21 0.22 0.19 0.0209 0.0674 20.210:10 0.6 0.25 0.22 N/A 0.0334 0.1075 32.250:15 0.6 0.25 0.22 N/A 0.0334 0.1075 32.250:20 0.6 0.25 0.22 N/A 0.0334 0.1075 32.250:25 0.6 0.25 0.22 N/A 0.0334 0.1075 32.250:30 0.7 0.29 0.22 N/A 0.0753 0.2422 72.670:35 0.7 0.29 0.22 N/A 0.0753 0.2422 72.670:40 0.7 0.29 0.22 N/A 0.0753 0.2422 72.670:45 0.7 0.29 0.22 N/A 0.0753 0.2422 72.670:50 0.7 0.29 0.22 N/A 0.0753 0.2422 72.670:55 0.7 0.29 0.22 N/A 0.0753 0.2422 72.671:000.8 0.34 0.22 N/A 0.1172 0.3769 113.081:05 0.8 0.34 0.22 N/A 0.1172 0.3769 113.081:10 0.8 0.34 0.22 N/A 0.1172 0.3769 113.081:15 0.8 0.34 0.22 N/A 0.1172 0.3769 113.081:20 0.8 0.34 0.22 N/A 0.1172 0.3769 113.081:25 0.8 0.34 0.22 N/A 0.1172 0.3769 113.081:30 0.8 0.34 0.22 N/A 0.1172 0.3769 113.081:35 0.8 0.34 0.22 N/A 0.1172 0.3769 113.081:40 0.8 0.34 0.22 N/A 0.1172 0.3769 113.081:45 0.8 0.34 0.22 N/A 0.1172 0.3769 113.081:50 0.8 0.34 0.22 N/A 0.1172 0.3769 113.081:55 0.8 0.34 0.22 N/A 0.1172 0.3769 113.082:000.9 0.38 0.22 N/A 0.1591 0.5116 153.492:05 0.8 0.34 0.22 N/A 0.1172 0.3769 113.082:10 0.9 0.38 0.22 N/A 0.1591 0.5116 153.492:15 0.9 0.38 0.22 N/A 0.1591 0.5116 153.492:20 0.9 0.38 0.22 N/A 0.1591 0.5116 153.492:25 0.9 0.38 0.22 N/A 0.1591 0.5116 153.492:30 0.9 0.38 0.22 N/A 0.1591 0.5116 153.492:35 0.9 0.38 0.22 N/A 0.1591 0.5116 153.492:40 0.9 0.38 0.22 N/A 0.1591 0.5116 153.492:45 1 0.42 0.22 N/A 0.2009 0.6464 193.912:50 1 0.42 0.22 N/A 0.2009 0.6464 193.912:55 1 0.42 0.22 N/A 0.2009 0.6464 193.913:001 0.42 0.22 N/A 0.2009 0.6464 193.913:05 1 0.42 0.22 N/A 0.2009 0.6464 193.913:10 1.1 0.46 0.22 N/A 0.2428 0.7811 234.323:15 1.1 0.46 0.22 N/A 0.2428 0.7811 234.323:20 1.1 0.46 0.22 N/A 0.2428 0.7811 234.323:25 1.2 0.50 0.22 N/A 0.2847 0.9158 274.733:30 1.3 0.54 0.22 N/A 0.3266 1.0505 315.153:35 1.4 0.59 0.22 N/A 0.3685 1.1852 355.563:40 1.4 0.59 0.22 N/A 0.3685 1.1852 355.563:45 1.5 0.63 0.22 N/A 0.4103 1.3199 395.973:50 1.5 0.63 0.22 N/A 0.4103 1.3199 395.973:55 1.6 0.67 0.22 N/A 0.4522 1.4546 436.384:001.6 0.67 0.22 N/A 0.4522 1.4546 436.384:05 1.7 0.71 0.22 N/A 0.4941 1.5893 476.804:10 1.8 0.75 0.22 N/A 0.5360 1.7240 517.214:15 1.9 0.80 0.22 N/A 0.5779 1.8587 557.62 4of64:20 2 0.84 0.22 N/A 0.6197 1.9935 598.044:25 2.1 0.88 0.22 N/A 0.6616 2.1282 638.454:30 2.1 0.88 0.22 N/A 0.6616 2.1282 638.454:35 2.2 0.92 0.22 N/A 0.7035 2.2629 678.864:40 2.3 0.96 0.22 N/A 0.7454 2.3976 719.284:45 2.4 1.01 0.22 N/A 0.7873 2.5323 759.694:50 2.4 1.01 0.22 N/A 0.7873 2.5323 759.694:55 2.5 1.05 0.22 N/A 0.8291 2.6670 800.105:002.6 1.09 0.22 N/A 0.8710 2.8017 840.525:05 3.1 1.30 0.22 N/A 1.0804 3.4753 1042.585:10 3.6 1.51 0.22 N/A 1.2898 4.1488 1244.655:15 3.9 1.63 0.22 N/A 1.4155 4.5530 1365.895:20 4.2 1.76 0.22 N/A 1.5411 4.9571 1487.135:25 4.7 1.97 0.22 N/A 1.7505 5.6306 1689.195:30 5.6 2.35 0.22 N/A2.1274 6.8430 2052.915:35 1.9 0.80 0.22 N/A 0.5779 1.8587 557.625:40 0.9 0.38 0.22 N/A 0.1591 0.5116 153.495:45 0.6 0.25 0.22 N/A 0.0334 0.1075 32.255:50 0.5 0.21 0.22 0.19 0.0209 0.0674 20.215:55 0.3 0.13 0.22 0.11 0.0126 0.0404 12.126:000.2 0.08 0.22 0.08 0.0084 0.0269 8.080 0.00 0.22 0.00 0.0000 0.0000 0.000 0.00 0.22 0.00 0.0000 0.0000 0.006:15 0 0.00 0.22 0.00 0.0000 0.0000 0.000 0.00 0.22 0.00 0.0000 0.0000 0.000 0.00 0.22 0.00 0.0000 0.0000 0.006:30 0 0.00 0.22 0.00 0.0000 0.0000 0.000 0.00 0.22 0.00 0.0000 0.0000 0.000 0.00 0.22 0.00 0.0000 0.0000 0.006:45 0 0.00 0.22 0.00 0.0000 0.0000 0.000 0.00 0.22 0.00 0.0000 0.0000 0.000 0.00 0.22 0.00 0.0000 0.0000 0.007:000 0.00 0.22 0.00 0.0000 0.0000 0.00Totalvolume(cf) 25572.24 5of624HourStormin15minuteincrementsTime PatternStormLossRateValue Effective Flow Flow% Rain(in/hr)Max. Min. Rain(in/hr)Rate(cfs) Vol.(cf)0:15 0.2 0.04 0.38 0.04 0.0042 0.0135 12.180:30 0.3 0.06 0.38 0.06 0.0063 0.0203 18.270:45 0.3 0.06 0.37 0.06 0.0063 0.0203 18.271:000.4 0.08 0.37 0.08 0.0084 0.0271 24.361:15 0.3 0.06 0.36 0.06 0.0063 0.0203 18.271:30 0.3 0.06 0.36 0.06 0.0063 0.0203 18.271:45 0.3 0.06 0.36 0.06 0.0063 0.0203 18.272:000.4 0.08 0.35 0.08 0.0084 0.0271 24.362:15 0.4 0.08 0.35 0.08 0.0084 0.0271 24.362:30 0.4 0.08 0.34 0.08 0.0084 0.0271 24.362:45 0.5 0.11 0.34 0.09 0.0105 0.0338 30.453:000.5 0.11 0.33 0.09 0.0105 0.0338 30.453:15 0.5 0.11 0.33 0.09 0.0105 0.0338 30.453:30 0.5 0.11 0.33 0.09 0.0105 0.0338 30.453:45 0.5 0.11 0.32 0.09 0.0105 0.0338 30.454:000.6 0.13 0.32 0.11 0.0126 0.0406 36.554:15 0.6 0.13 0.31 0.11 0.0126 0.0406 36.554:30 0.7 0.15 0.31 0.13 0.0147 0.0474 42.644:45 0.7 0.15 0.31 0.13 0.0147 0.0474 42.645:000.8 0.17 0.30 0.15 0.0168 0.0541 48.735:15 0.6 0.13 0.30 0.11 0.0126 0.0406 36.555:30 0.7 0.15 0.29 0.13 0.0147 0.0474 42.645:45 0.8 0.17 0.29 0.15 0.0168 0.0541 48.736:000.8 0.17 0.29 0.15 0.0168 0.0541 48.736:15 0.9 0.19 0.28 0.17 0.0189 0.0609 54.826:30 0.9 0.19 0.28 0.17 0.0189 0.0609 54.826:45 1 0.21 0.28 0.19 0.0210 0.0677 60.917:001 0.21 0.27 0.19 0.0210 0.0677 60.917:15 1 0.21 0.27 0.19 0.0210 0.0677 60.917:30 1.1 0.23 0.26 0.21 0.0231 0.0744 67.007:45 1.2 0.25 0.26 0.23 0.0252 0.0812 73.098:001.3 0.27 0.26 0.25 0.0274 0.0880 79.188:15 1.5 0.32 0.25 N/A 0.0620 0.1993 179.348:30 1.5 0.32 0.25 N/A 0.0655 0.2107 189.618:45 1.6 0.34 0.25 N/A 0.0901 0.2897 260.699:001.7 0.36 0.24 N/A 0.1146 0.3685 331.689:15 1.9 0.40 0.24 N/A 0.1601 0.5150 463.489:30 2 0.42 0.24 N/A 0.1846 0.5937 534.299:45 2.1 0.44 0.23 N/A 0.2090 0.6722 605.0010:002.2 0.46 0.23 N/A 0.2334 0.7507 675.6210:15 1.5 0.32 0.23 N/A 0.0894 0.2876 258.8710:30 1.5 0.32 0.22 N/A 0.0927 0.2982 268.3910:45 2 0.42 0.22 N/A 0.2012 0.6471 582.3511:002 0.42 0.22 N/A 0.2044 0.6574 591.6811:15 1.9 0.40 0.21 N/A 0.1865 0.6000 539.9911:30 1.9 0.40 0.21 N/A 0.1897 0.6101 549.1211:45 1.7 0.36 0.21 N/A 0.1507 0.4848 436.3312:001.8 0.38 0.20 N/A 0.1748 0.5624 506.1712:15 2.5 0.53 0.20 N/A 0.3252 1.0460 941.3612:30 2.6 0.55 0.20 N/A 0.3492 1.1233 1010.9912:45 2.8 0.59 0.19 N/A 0.3943 1.2682 1141.42 6of613:002.9 0.61 0.19 N/A 0.4183 1.3454 1210.8513:15 3.4 0.72 0.19 N/A 0.5264 1.6931 1523.8013:30 3.4 0.72 0.19 N/A0.52921.70231532.1013:45 2.3 0.48 0.18 N/A 0.3006 0.9670 870.2914:002.3 0.48 0.18 N/A 0.3034 0.9760 878.3814:15 2.7 0.57 0.18 N/A 0.3903 1.2555 1129.9914:30 2.6 0.55 0.18 N/A 0.3720 1.1966 1076.9414:45 2.6 0.55 0.17 N/A 0.3747 1.2052 1084.6915:002.5 0.53 0.17 N/A 0.3563 1.1460 1031.4115:15 2.4 0.50 0.17 N/A 0.3378 1.0867 978.0215:30 2.3 0.48 0.16 N/A 0.3194 1.0272 924.5215:45 1.9 0.40 0.16 N/A 0.2377 0.7646 688.1616:001.9 0.40 0.16 N/A 0.2402 0.7726 695.3216:15 0.4 0.08 0.16 0.08 0.0084 0.0271 24.3616:30 0.4 0.08 0.15 0.08 0.0084 0.0271 24.3616:45 0.3 0.06 0.15 0.06 0.0063 0.0203 18.2717:000.3 0.06 0.15 0.06 0.0063 0.0203 18.2717:15 0.5 0.11 0.15 0.09 0.0105 0.0338 30.4517:30 0.5 0.11 0.15 0.09 0.0105 0.0338 30.4517:45 0.5 0.11 0.14 0.09 0.0105 0.0338 30.4518:000.4 0.08 0.14 0.08 0.0084 0.0271 24.3618:15 0.4 0.08 0.14 0.08 0.0084 0.0271 24.3618:30 0.4 0.08 0.14 0.08 0.0084 0.0271 24.3618:45 0.3 0.06 0.14 0.06 0.0063 0.0203 18.2719:000.2 0.04 0.13 0.04 0.0042 0.0135 12.1819:15 0.3 0.06 0.13 0.06 0.0063 0.0203 18.2719:30 0.4 0.08 0.13 0.08 0.0084 0.0271 24.3619:45 0.3 0.06 0.13 0.06 0.0063 0.0203 18.2720:000.2 0.04 0.13 0.04 0.0042 0.0135 12.1820:15 0.3 0.06 0.12 0.06 0.0063 0.0203 18.2720:30 0.3 0.06 0.12 0.06 0.0063 0.0203 18.2720:45 0.3 0.06 0.12 0.06 0.0063 0.0203 18.2721:000.2 0.04 0.12 0.04 0.0042 0.0135 12.1821:15 0.3 0.06 0.12 0.06 0.0063 0.0203 18.2721:30 0.2 0.04 0.12 0.04 0.0042 0.0135 12.1821:45 0.3 0.06 0.12 0.06 0.0063 0.0203 18.2722:000.2 0.04 0.11 0.04 0.0042 0.0135 12.1822:15 0.3 0.06 0.11 0.06 0.0063 0.0203 18.2722:30 0.2 0.04 0.11 0.04 0.0042 0.0135 12.1822:45 0.2 0.04 0.11 0.04 0.0042 0.0135 12.1823:000.2 0.04 0.11 0.04 0.0042 0.0135 12.1823:15 0.2 0.04 0.11 0.04 0.0042 0.0135 12.1823:30 0.2 0.04 0.11 0.04 0.0042 0.0135 12.1823:45 0.2 0.04 0.11 0.04 0.0042 0.0135 12.1824:000.2 0.04 0.11 0.04 0.0042 0.0135 12.180 0.00 0.11 0.00 0.0000 0.0000 0.00Totalvolume(cf) 25524.22 1of6HYDROLOGYCALCULATIONS-UsingtheRCFC&WCDShortCutUnitHydrographMethodAreaDesignations DatePalmApartmentsT5DrainageArea(ac.) 0.6000Unittime(minutes)5 5 5 15100YearStormDuration(hrs) 1 3 6 24TotalPrecipitation(PlatesD-4.4,E-5.2,5.4,5.6)(in.)1.93 2.70 3.49 5.26OrdatafromNOAAinteractivewebsiteSoilsGroup AAMCindexIIRunoffNumber(plateE-6.1) 32PlateE-6.2PerviousAreaLossRate(Fp)(in/hr) 0.74 (AMCII)PercentageofImperviousCover(Ai)(%)(plateE-6.3)67.7WeightedAverageLossRate(F=Fp(1-.9Ai))(in./hr.) 0.29 (usedfor1,3,and6hourstorm,the24hourstormusesvariablemaximumlossrateperplateE-1.1(3of6))LowLossRatePercent(%)90RetentionBasinPercolationRate(in/hr)2(alsousedfordrywellpercolationrate)Percolationistakenincrementally.Basinvolumeiscalculatedusingthe"truncatedpyramid"formula,amoreconservativeestimatethan"averagedendareas"sometimesused(Dryw ellcanbe"zeroedout"byreducingnumberstolessthan.001,butshouldnotenteredaszerosorprogramchokes.)Dryw ellstorageincludes40%ofthe1'w iderockbedsurroundingthedryw ell:formula(upper)*PI()*(diam/2)^ 2+(low er)*PI()*((diam/2)^ 2+0.4*((diam/2+(grav+0.4166))^ 2-(diam/2+0.4166)^ 2))Thedryw ellw allthicknessisassumedat5"(0.4166)andthegravelbedw idthisvariable"grav"Dryw elldesignfactors Uppersec.(ft.)= 0.0001 Low ersec.(ft.)= 0.0001 Ringdiam.(ft.)= 0.0001 Dryw elllow ermax.(cf)= 0.00 Uppermax.(cf)= 0.00Gravelbedw idtharounddrw yell= 0 Dryw elltotal(cf)= 0.00Ret.Basindesign(area,depth)Top= 0.0001s.f.Bot.= 0.0001 s.f. Max.Depth(d)= 0.0001 Max.storage= 0.00(d/3)*(bottom+top+(bottom*top)^0.50)Formulasvol=(h/3)*(bottom+top+(bottom*top)^ 0.50)area=bottom+(h/d)*(top-bottom) h=(vol*3)/(bottom+top+(bottom*top)^ 0.5) (valuesmustbenon-zeroorerroroccurs)Outsideinputfrom: N/A1HourStormin5minuteincrementsTime PatternStormLossRateValue Effective Flow Flow% Rain(in/hr)Max. Min. Rain(in/hr)Rate(cfs) Vol.(cf)0:05 3.7 0.8569 0.2891 N/A 0.5678 0.3435 103.060:10 4.8 1.1117 0.2891 N/A 0.8226 0.4977 149.300:15 5.1 1.1812 0.2891 N/A 0.8920 0.5397 161.910:20 4.9 1.1348 0.2891 N/A 0.8457 0.5117 153.500:25 6.6 1.5286 0.2891 N/A 1.2394 0.7499 224.960:30 7.3 1.6907 0.2891 N/A 1.4016 0.8479 254.380:35 8.4 1.9454 0.2891 N/A 1.6563 1.0021 300.620:40 9 2.0844 0.2891 N/A 1.7953 1.0861 325.840:45 12.3 2.8487 0.2891 N/A 2.5596 1.5485 464.560:50 17.6 4.0762 0.2891 N/A3.7870 2.2912 687.350:55 16.1 3.7288 0.2891 N/A 3.4396 2.0810 624.301:004.2 0.9727 0.2891 N/A 0.6836 0.4136 124.070 0.0000 0.2891 0.00 0.0000 0.0000 0.000 0.0000 0.2891 0.00 0.0000 0.0000 0.001:15 0 0.0000 0.2891 0.00 0.0000 0.0000 0.00Totalvolume(cf) 3573.84 2of63HourStormin5minuteincrementsTime PatternStormLossRateValue Effective Flow Flow% Rain(in/hr)Max. Min. Rain(in/hr)Rate(cfs) Vol.(cf)0:05 1.3 0.42 0.29 N/A 0.1321 0.0799 23.970:10 1.3 0.42 0.29 N/A 0.1321 0.0799 23.970:15 1.1 0.36 0.29 N/A 0.0673 0.0407 12.210:20 1.5 0.49 0.29 N/A 0.1969 0.1191 35.730:25 1.5 0.49 0.29 N/A 0.1969 0.1191 35.730:30 1.8 0.58 0.29 N/A 0.2941 0.1779 53.380:35 1.5 0.49 0.29 N/A 0.1969 0.1191 35.730:40 1.8 0.58 0.29 N/A 0.2941 0.1779 53.380:45 1.8 0.58 0.29 N/A 0.2941 0.1779 53.380:50 1.5 0.49 0.29 N/A 0.1969 0.1191 35.730:55 1.6 0.52 0.29 N/A 0.2293 0.1387 41.611:001.8 0.58 0.29 N/A 0.2941 0.1779 53.381:05 2.2 0.71 0.29 N/A 0.4237 0.2563 76.901:10 2.2 0.71 0.29 N/A 0.4237 0.2563 76.901:15 2.2 0.71 0.29 N/A 0.4237 0.2563 76.901:20 2 0.65 0.29 N/A 0.3589 0.2171 65.141:25 2.6 0.84 0.29 N/A 0.5533 0.3347 100.421:30 2.7 0.87 0.29 N/A 0.5857 0.3543 106.301:35 2.4 0.78 0.29 N/A 0.4885 0.2955 88.661:40 2.7 0.87 0.29 N/A 0.5857 0.3543 106.301:45 3.3 1.07 0.29 N/A 0.7801 0.4719 141.581:50 3.1 1.00 0.29 N/A 0.7153 0.4327 129.821:55 2.9 0.94 0.29 N/A 0.6505 0.3935 118.062:003 0.97 0.29 N/A 0.6829 0.4131 123.942:05 3.1 1.00 0.29 N/A 0.7153 0.4327 129.822:10 4.2 1.36 0.29 N/A 1.0717 0.6484 194.512:15 5 1.62 0.29 N/A 1.3309 0.8052 241.562:20 3.5 1.13 0.29 N/A 0.8449 0.5112 153.352:25 6.8 2.20 0.29 N/A 1.9141 1.1580 347.412:30 7.3 2.37 0.29 N/A 2.0761 1.2560 376.812:35 8.2 2.66 0.29 N/A2.3677 1.4324 429.732:40 5.9 1.91 0.29 N/A 1.6225 0.9816 294.482:45 2 0.65 0.29 N/A 0.3589 0.2171 65.142:50 1.8 0.58 0.29 N/A 0.2941 0.1779 53.382:55 1.8 0.58 0.29 N/A 0.2941 0.1779 53.383:000.6 0.19 0.29 0.17 0.0194 0.0118 3.530 0.00 0.29 0.00 0.0000 0.0000 0.000 0.00 0.29 0.00 0.0000 0.0000 0.003:15 0 0.00 0.29 0.00 0.0000 0.0000 0.000 0.00 0.29 0.00 0.0000 0.0000 0.000 0.00 0.29 0.00 0.0000 0.0000 0.003:30 0 0.00 0.29 0.00 0.0000 0.0000 0.000 0.00 0.29 0.00 0.0000 0.0000 0.000 0.00 0.29 0.00 0.0000 0.0000 0.00Totalvolume(cf) 4012.22 3of66HourStormin5minuteincrementsTime PatternStormLossRateValue Effective Flow Flow% Rain(in/hr)Max. Min. Rain(in/hr)Rate(cfs) Vol.(cf)0:05 0.5 0.21 0.29 0.19 0.0209 0.0127 3.800:10 0.6 0.25 0.29 0.23 0.0251 0.0152 4.560:15 0.6 0.25 0.29 0.23 0.0251 0.0152 4.560:20 0.6 0.25 0.29 0.23 0.0251 0.0152 4.560:25 0.6 0.25 0.29 0.23 0.0251 0.0152 4.560:30 0.7 0.29 0.29 0.26 0.0293 0.0177 5.320:35 0.7 0.29 0.29 0.26 0.0293 0.0177 5.320:40 0.7 0.29 0.29 0.26 0.0293 0.0177 5.320:45 0.7 0.29 0.29 0.26 0.0293 0.0177 5.320:50 0.7 0.29 0.29 0.26 0.0293 0.0177 5.320:55 0.7 0.29 0.29 0.26 0.0293 0.0177 5.321:000.8 0.34 0.29 N/A 0.0459 0.0278 8.331:05 0.8 0.34 0.29 N/A 0.0459 0.0278 8.331:10 0.8 0.34 0.29 N/A 0.0459 0.0278 8.331:15 0.8 0.34 0.29 N/A 0.0459 0.0278 8.331:20 0.8 0.34 0.29 N/A 0.0459 0.0278 8.331:25 0.8 0.34 0.29 N/A 0.0459 0.0278 8.331:30 0.8 0.34 0.29 N/A 0.0459 0.0278 8.331:35 0.8 0.34 0.29 N/A 0.0459 0.0278 8.331:40 0.8 0.34 0.29 N/A 0.0459 0.0278 8.331:45 0.8 0.34 0.29 N/A 0.0459 0.0278 8.331:50 0.8 0.34 0.29 N/A 0.0459 0.0278 8.331:55 0.8 0.34 0.29 N/A 0.0459 0.0278 8.332:000.9 0.38 0.29 N/A 0.0878 0.0531 15.942:05 0.8 0.34 0.29 N/A 0.0459 0.0278 8.332:10 0.9 0.38 0.29 N/A 0.0878 0.0531 15.942:15 0.9 0.38 0.29 N/A 0.0878 0.0531 15.942:20 0.9 0.38 0.29 N/A 0.0878 0.0531 15.942:25 0.9 0.38 0.29 N/A 0.0878 0.0531 15.942:30 0.9 0.38 0.29 N/A 0.0878 0.0531 15.942:35 0.9 0.38 0.29 N/A 0.0878 0.0531 15.942:40 0.9 0.38 0.29 N/A 0.0878 0.0531 15.942:45 1 0.42 0.29 N/A 0.1297 0.0785 23.542:50 1 0.42 0.29 N/A 0.1297 0.0785 23.542:55 1 0.42 0.29 N/A 0.1297 0.0785 23.543:001 0.42 0.29 N/A 0.1297 0.0785 23.543:05 1 0.42 0.29 N/A 0.1297 0.0785 23.543:10 1.1 0.46 0.29 N/A 0.1716 0.1038 31.143:15 1.1 0.46 0.29 N/A 0.1716 0.1038 31.143:20 1.1 0.46 0.29 N/A 0.1716 0.1038 31.143:25 1.2 0.50 0.29 N/A 0.2134 0.1291 38.743:30 1.3 0.54 0.29 N/A 0.2553 0.1545 46.343:35 1.4 0.59 0.29 N/A 0.2972 0.1798 53.943:40 1.4 0.59 0.29 N/A 0.2972 0.1798 53.943:45 1.5 0.63 0.29 N/A 0.3391 0.2051 61.543:50 1.5 0.63 0.29 N/A 0.3391 0.2051 61.543:55 1.6 0.67 0.29 N/A 0.3810 0.2305 69.144:001.6 0.67 0.29 N/A 0.3810 0.2305 69.144:05 1.7 0.71 0.29 N/A 0.4228 0.2558 76.754:10 1.8 0.75 0.29 N/A 0.4647 0.2812 84.354:15 1.9 0.80 0.29 N/A 0.5066 0.3065 91.95 4of64:20 2 0.84 0.29 N/A 0.5485 0.3318 99.554:25 2.1 0.88 0.29 N/A 0.5904 0.3572 107.154:30 2.1 0.88 0.29 N/A 0.5904 0.3572 107.154:35 2.2 0.92 0.29 N/A 0.6322 0.3825 114.754:40 2.3 0.96 0.29 N/A 0.6741 0.4078 122.354:45 2.4 1.01 0.29 N/A 0.7160 0.4332 129.954:50 2.4 1.01 0.29 N/A 0.7160 0.4332 129.954:55 2.5 1.05 0.29 N/A 0.7579 0.4585 137.565:002.6 1.09 0.29 N/A 0.7998 0.4839 145.165:05 3.1 1.30 0.29 N/A 1.0092 0.6105 183.165:10 3.6 1.51 0.29 N/A 1.2186 0.7372 221.175:15 3.9 1.63 0.29 N/A 1.3442 0.8132 243.975:20 4.2 1.76 0.29 N/A 1.4698 0.8893 266.785:25 4.7 1.97 0.29 N/A 1.6792 1.0159 304.785:30 5.6 2.35 0.29 N/A2.0562 1.2440 373.195:35 1.9 0.80 0.29 N/A 0.5066 0.3065 91.955:40 0.9 0.38 0.29 N/A 0.0878 0.0531 15.945:45 0.6 0.25 0.29 0.23 0.0251 0.0152 4.565:50 0.5 0.21 0.29 0.19 0.0209 0.0127 3.805:55 0.3 0.13 0.29 0.11 0.0126 0.0076 2.286:000.2 0.08 0.29 0.08 0.0084 0.0051 1.520 0.00 0.29 0.00 0.0000 0.0000 0.000 0.00 0.29 0.00 0.0000 0.0000 0.006:15 0 0.00 0.29 0.00 0.0000 0.0000 0.000 0.00 0.29 0.00 0.0000 0.0000 0.000 0.00 0.29 0.00 0.0000 0.0000 0.006:30 0 0.00 0.29 0.00 0.0000 0.0000 0.000 0.00 0.29 0.00 0.0000 0.0000 0.000 0.00 0.29 0.00 0.0000 0.0000 0.006:45 0 0.00 0.29 0.00 0.0000 0.0000 0.000 0.00 0.29 0.00 0.0000 0.0000 0.000 0.00 0.29 0.00 0.0000 0.0000 0.007:000 0.00 0.29 0.00 0.0000 0.0000 0.00Totalvolume(cf) 4014.97 5of624HourStormin15minuteincrementsTime PatternStormLossRateValue Effective Flow Flow% Rain(in/hr)Max. Min. Rain(in/hr)Rate(cfs) Vol.(cf)0:15 0.2 0.04 0.51 0.04 0.0042 0.0025 2.290:30 0.3 0.06 0.50 0.06 0.0063 0.0038 3.440:45 0.3 0.06 0.50 0.06 0.0063 0.0038 3.441:000.4 0.08 0.49 0.08 0.0084 0.0051 4.581:15 0.3 0.06 0.48 0.06 0.0063 0.0038 3.441:30 0.3 0.06 0.48 0.06 0.0063 0.0038 3.441:45 0.3 0.06 0.47 0.06 0.0063 0.0038 3.442:000.4 0.08 0.47 0.08 0.0084 0.0051 4.582:15 0.4 0.08 0.46 0.08 0.0084 0.0051 4.582:30 0.4 0.08 0.46 0.08 0.0084 0.0051 4.582:45 0.5 0.11 0.45 0.09 0.0105 0.0064 5.733:000.5 0.11 0.44 0.09 0.0105 0.0064 5.733:15 0.5 0.11 0.44 0.09 0.0105 0.0064 5.733:30 0.5 0.11 0.43 0.09 0.0105 0.0064 5.733:45 0.5 0.11 0.43 0.09 0.0105 0.0064 5.734:000.6 0.13 0.42 0.11 0.0126 0.0076 6.874:15 0.6 0.13 0.42 0.11 0.0126 0.0076 6.874:30 0.7 0.15 0.41 0.13 0.0147 0.0089 8.024:45 0.7 0.15 0.41 0.13 0.0147 0.0089 8.025:000.8 0.17 0.40 0.15 0.0168 0.0102 9.175:15 0.6 0.13 0.40 0.11 0.0126 0.0076 6.875:30 0.7 0.15 0.39 0.13 0.0147 0.0089 8.025:45 0.8 0.17 0.39 0.15 0.0168 0.0102 9.176:000.8 0.17 0.38 0.15 0.0168 0.0102 9.176:15 0.9 0.19 0.38 0.17 0.0189 0.0115 10.316:30 0.9 0.19 0.37 0.17 0.0189 0.0115 10.316:45 1 0.21 0.37 0.19 0.0210 0.0127 11.467:001 0.21 0.36 0.19 0.0210 0.0127 11.467:15 1 0.21 0.36 0.19 0.0210 0.0127 11.467:30 1.1 0.23 0.35 0.21 0.0231 0.0140 12.607:45 1.2 0.25 0.35 0.23 0.0252 0.0153 13.758:001.3 0.27 0.34 0.25 0.0274 0.0165 14.898:15 1.5 0.32 0.34 0.28 0.0316 0.0191 17.188:30 1.5 0.32 0.33 0.28 0.0316 0.0191 17.188:45 1.6 0.34 0.33 0.30 0.0337 0.0204 18.339:001.7 0.36 0.32 0.32 0.0358 0.0216 19.489:15 1.9 0.40 0.32 N/A 0.0817 0.0494 44.499:30 2 0.42 0.31 N/A 0.1073 0.0649 58.429:45 2.1 0.44 0.31 N/A 0.1328 0.0804 72.3210:002.2 0.46 0.30 N/A 0.1583 0.0958 86.2010:15 1.5 0.32 0.30 0.28 0.0316 0.0191 17.1810:30 1.5 0.32 0.30 0.28 0.0316 0.0191 17.1810:45 2 0.42 0.29 N/A 0.1293 0.0782 70.4111:002 0.42 0.29 N/A 0.1336 0.0808 72.7411:15 1.9 0.40 0.28 N/A 0.1168 0.0707 63.5911:30 1.9 0.40 0.28 N/A 0.1210 0.0732 65.8711:45 1.7 0.36 0.27 N/A 0.0830 0.0502 45.2112:001.8 0.38 0.27 N/A 0.1082 0.0654 58.8912:15 2.5 0.53 0.27 N/A 0.2595 0.1570 141.2912:30 2.6 0.55 0.26 N/A 0.2845 0.1721 154.9212:45 2.8 0.59 0.26 N/A 0.3306 0.2000 179.99 6of613:002.9 0.61 0.25 N/A 0.3555 0.2151 193.5713:15 3.4 0.72 0.25 N/A 0.4645 0.2811 252.9513:30 3.4 0.72 0.25 N/A0.46840.2834255.0213:45 2.3 0.48 0.24 N/A 0.2407 0.1456 131.0514:002.3 0.48 0.24 N/A 0.2444 0.1478 133.0614:15 2.7 0.57 0.24 N/A 0.3322 0.2010 180.8814:30 2.6 0.55 0.23 N/A 0.3148 0.1904 171.3814:45 2.6 0.55 0.23 N/A 0.3183 0.1926 173.3215:002.5 0.53 0.23 N/A 0.3008 0.1820 163.7715:15 2.4 0.50 0.22 N/A 0.2832 0.1713 154.1915:30 2.3 0.48 0.22 N/A 0.2655 0.1606 144.5815:45 1.9 0.40 0.22 N/A 0.1847 0.1117 100.5716:001.9 0.40 0.21 N/A 0.1880 0.1137 102.3616:15 0.4 0.08 0.21 0.08 0.0084 0.0051 4.5816:30 0.4 0.08 0.21 0.08 0.0084 0.0051 4.5816:45 0.3 0.06 0.20 0.06 0.0063 0.0038 3.4417:000.3 0.06 0.20 0.06 0.0063 0.0038 3.4417:15 0.5 0.11 0.20 0.09 0.0105 0.0064 5.7317:30 0.5 0.11 0.19 0.09 0.0105 0.0064 5.7317:45 0.5 0.11 0.19 0.09 0.0105 0.0064 5.7318:000.4 0.08 0.19 0.08 0.0084 0.0051 4.5818:15 0.4 0.08 0.18 0.08 0.0084 0.0051 4.5818:30 0.4 0.08 0.18 0.08 0.0084 0.0051 4.5818:45 0.3 0.06 0.18 0.06 0.0063 0.0038 3.4419:000.2 0.04 0.18 0.04 0.0042 0.0025 2.2919:15 0.3 0.06 0.17 0.06 0.0063 0.0038 3.4419:30 0.4 0.08 0.17 0.08 0.0084 0.0051 4.5819:45 0.3 0.06 0.17 0.06 0.0063 0.0038 3.4420:000.2 0.04 0.17 0.04 0.0042 0.0025 2.2920:15 0.3 0.06 0.17 0.06 0.0063 0.0038 3.4420:30 0.3 0.06 0.16 0.06 0.0063 0.0038 3.4420:45 0.3 0.06 0.16 0.06 0.0063 0.0038 3.4421:000.2 0.04 0.16 0.04 0.0042 0.0025 2.2921:15 0.3 0.06 0.16 0.06 0.0063 0.0038 3.4421:30 0.2 0.04 0.16 0.04 0.0042 0.0025 2.2921:45 0.3 0.06 0.15 0.06 0.0063 0.0038 3.4422:000.2 0.04 0.15 0.04 0.0042 0.0025 2.2922:15 0.3 0.06 0.15 0.06 0.0063 0.0038 3.4422:30 0.2 0.04 0.15 0.04 0.0042 0.0025 2.2922:45 0.2 0.04 0.15 0.04 0.0042 0.0025 2.2923:000.2 0.04 0.15 0.04 0.0042 0.0025 2.2923:15 0.2 0.04 0.15 0.04 0.0042 0.0025 2.2923:30 0.2 0.04 0.15 0.04 0.0042 0.0025 2.2923:45 0.2 0.04 0.14 0.04 0.0042 0.0025 2.2924:000.2 0.04 0.14 0.04 0.0042 0.0025 2.290 0.00 0.14 0.00 0.0000 0.0000 0.00Totalvolume(cf) 3722.41 1of6HYDROLOGYCALCULATIONS-UsingtheRCFC&WCDShortCutUnitHydrographMethodAreaDesignations DatePalmApartmentsT6DrainageArea(ac.) 1.4500Unittime(minutes)5 5 5 15100YearStormDuration(hrs) 1 3 6 24TotalPrecipitation(PlatesD-4.4,E-5.2,5.4,5.6)(in.)1.93 2.70 3.49 5.26OrdatafromNOAAinteractivewebsiteSoilsGroup AAMCindexIIRunoffNumber(plateE-6.1) 32PlateE-6.2PerviousAreaLossRate(Fp)(in/hr) 0.74 (AMCII)PercentageofImperviousCover(Ai)(%)(plateE-6.3)5WeightedAverageLossRate(F=Fp(1-.9Ai))(in./hr.) 0.71 (usedfor1,3,and6hourstorm,the24hourstormusesvariablemaximumlossrateperplateE-1.1(3of6))LowLossRatePercent(%)90RetentionBasinPercolationRate(in/hr)2(alsousedfordrywellpercolationrate)Percolationistakenincrementally.Basinvolumeiscalculatedusingthe"truncatedpyramid"formula,amoreconservativeestimatethan"averagedendareas"sometimesused(Drywellcanbe"zeroedout"byreducingnumberstolessthan.001,butshouldnotenteredaszerosorprogramchokes.)Drywellstorageincludes40%ofthe1'widerockbedsurroundingthedrywell:formula(upper)*PI()*(diam/2)^2+(lower)*PI()*((diam/2)^2+0.4*((diam/2+(grav+0.4166))^2-(diam/2+0.4166)^2))Thedrywellwallthicknessisassumedat5"(0.4166)andthegravelbedwidthisvariable"grav"Drywelldesignfactors Uppersec.(ft.)= 0.0001 Lowersec.(ft.)= 0.0001 Ringdiam.(ft.)= 0.0001 Drywelllowermax.(cf)= 0.00 Uppermax.(cf)= 0.00Gravelbedwidtharounddrwyell= 0 Drywelltotal(cf)= 0.00Ret.Basindesign(area,depth)Top= 24000s.f.Bot.= 3700 s.f. Max.Depth(d)= 5 Max.storage= 61872.29(d/3)*(bottom+top+(bottom*top)^0.50)Formulasvol=(h/3)*(bottom+top+(bottom*top)^0.50)area=bottom+(h/d)*(top-bottom) h=(vol*3)/(bottom+top+(bottom*top)^0.5) (valuesmustbenon-zeroorerroroccurs)Outsideinputfrom: N/A1HourStormin5minuteincrementsDrywell Drywell DrywellDrywell OverflowBasin Basin BasinTime PatternStormLossRateValue Effective Flow Flow Outside Retention Period Storage Storage To Retention Period Storage Storage Overflow Overflow% Rain(in/hr)Max. Min. Rain(in/hr)Rate(cfs) Vol.(cf) Input(cf) Area(sf) Perc.(cf)Vol.(cf) Depth(ft) Basin(cf) Area(sf) Perc.(cf) Vol.(cf) Depth(ft)Vol.(cf) Rate(cfs)0:05 3.7 0.8569 0.7067 N/A 0.1502 0.2196 65.89 0.00 0.00 0.00 0.00 0.00 65.89 3700.00 51.39 14.50 0.00 0.00 0.000:10 4.8 1.1117 0.7067 N/A 0.4050 0.5921 177.63 0.00 0.00 0.00 0.00 0.00 177.63 3704.76 51.45 140.68 0.01 0.00 0.000:15 5.1 1.1812 0.7067 N/A 0.4745 0.6937 208.11 0.00 0.00 0.00 0.00 0.00 208.11 3746.16 52.03 296.76 0.02 0.00 0.000:20 4.9 1.1348 0.7067 N/A 0.4281 0.6260 187.79 0.00 0.00 0.00 0.00 0.00 187.79 3797.37 52.74 431.81 0.03 0.00 0.000:25 6.6 1.5286 0.7067 N/A 0.8219 1.2016 360.49 0.00 0.00 0.00 0.00 0.00 360.49 3841.68 53.36 738.94 0.06 0.00 0.000:30 7.3 1.6907 0.7067 N/A 0.9840 1.4387 431.60 0.00 0.00 0.00 0.00 0.00 431.60 3942.44 54.76 1115.79 0.09 0.00 0.000:35 8.4 1.9454 0.7067 N/A 1.2387 1.8111 543.34 0.00 0.00 0.00 0.00 0.00 543.34 4066.08 56.47 1602.66 0.13 0.00 0.000:40 9 2.0844 0.7067 N/A 1.3777 2.0143 604.29 0.00 0.00 0.00 0.00 0.00 604.29 4225.82 58.69 2148.26 0.17 0.00 0.000:45 12.3 2.8487 0.7067 N/A 2.1420 3.1318 939.53 0.00 0.00 0.00 0.00 0.00 939.53 4404.83 61.18 3026.60 0.24 0.00 0.000:50 17.6 4.0762 0.7067 N/A3.3695 4.9264 1477.930.00 0.00 0.00 0.00 0.00 1477.93 4693.01 65.18 4439.35 0.36 0.00 0.000:55 16.1 3.7288 0.7067 N/A 3.0221 4.4185 1325.55 0.00 0.00 0.00 0.00 0.00 1325.55 5156.53 71.62 5693.29 0.46 0.00 0.001:004.2 0.9727 0.7067 N/A 0.2660 0.3889 116.68 0.00 0.00 0.00 0.00 0.00 116.68 5567.94 77.335732.64 0.460.00 0.000 0.0000 0.7067 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5580.85 77.51 5655.12 0.46 0.00 0.000 0.0000 0.7067 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5555.42 77.16 5577.97 0.45 0.00 0.001:15 0 0.0000 0.7067 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 5530.10 76.81 5501.16 0.44 0.00 0.00Totalvolume(cf) 6438.84 TotalOverflow(cf) 0.00 2of63HourStormin5minuteincrementsDrywell Drywell DrywellDrywell OverflowBasin Basin BasinTime PatternStormLossRateValue Effective Flow Flow Outside Retention Period Storage Storage To Retention Period Storage Storage Overflow Overflow% Rain(in/hr)Max. Min. Rain(in/hr)Rate(cfs) Vol.(cf) Input(cf) Area(sf) Perc.(cf)Vol.(cf) Depth(ft) Basin(cf) Area(sf) Perc.(cf) Vol.(cf) Depth(ft)Vol.(cf) Rate(cfs)0:05 1.3 0.42 0.71 0.38 0.0421 0.0616 18.47 0.00 0.00 0.00 0.00 0.00 18.47 3700.00 18.47 0.00 0.00 0.00 0.000:10 1.3 0.42 0.71 0.38 0.0421 0.0616 18.47 0.00 0.00 0.00 0.00 0.00 18.47 3700.00 18.47 0.00 0.00 0.00 0.000:15 1.1 0.36 0.71 0.32 0.0356 0.0521 15.63 0.00 0.00 0.00 0.00 0.00 15.63 3700.00 15.63 0.00 0.00 0.00 0.000:20 1.5 0.49 0.71 0.44 0.0486 0.0711 21.32 0.00 0.00 0.00 0.00 0.00 21.32 3700.00 21.32 0.00 0.00 0.00 0.000:25 1.5 0.49 0.71 0.44 0.0486 0.0711 21.32 0.00 0.00 0.00 0.00 0.00 21.32 3700.00 21.32 0.00 0.00 0.00 0.000:30 1.8 0.58 0.71 0.52 0.0583 0.0853 25.58 0.00 0.00 0.00 0.00 0.00 25.58 3700.00 25.58 0.00 0.00 0.00 0.000:35 1.5 0.49 0.71 0.44 0.0486 0.0711 21.32 0.00 0.00 0.00 0.00 0.00 21.32 3700.00 21.32 0.00 0.00 0.00 0.000:40 1.8 0.58 0.71 0.52 0.0583 0.0853 25.58 0.00 0.00 0.00 0.00 0.00 25.58 3700.00 25.58 0.00 0.00 0.00 0.000:45 1.8 0.58 0.71 0.52 0.0583 0.0853 25.58 0.00 0.00 0.00 0.00 0.00 25.58 3700.00 25.58 0.00 0.00 0.00 0.000:50 1.5 0.49 0.71 0.44 0.0486 0.0711 21.32 0.00 0.00 0.00 0.00 0.00 21.32 3700.00 21.32 0.00 0.00 0.00 0.000:55 1.6 0.52 0.71 0.47 0.0518 0.0758 22.74 0.00 0.00 0.00 0.00 0.00 22.74 3700.00 22.74 0.00 0.00 0.00 0.001:001.8 0.58 0.71 0.52 0.0583 0.0853 25.58 0.00 0.00 0.00 0.00 0.00 25.58 3700.00 25.58 0.00 0.00 0.00 0.001:05 2.2 0.71 0.71 0.64 0.0713 0.1042 31.27 0.00 0.00 0.00 0.00 0.00 31.27 3700.00 31.27 0.00 0.00 0.00 0.001:10 2.2 0.71 0.71 0.64 0.0713 0.1042 31.27 0.00 0.00 0.00 0.00 0.00 31.27 3700.00 31.27 0.00 0.00 0.00 0.001:15 2.2 0.71 0.71 0.64 0.0713 0.1042 31.27 0.00 0.00 0.00 0.00 0.00 31.27 3700.00 31.27 0.00 0.00 0.00 0.001:20 2 0.65 0.71 0.58 0.0648 0.0947 28.42 0.00 0.00 0.00 0.00 0.00 28.42 3700.00 28.42 0.00 0.00 0.00 0.001:25 2.6 0.84 0.71 N/A 0.1357 0.1984 59.52 0.00 0.00 0.00 0.00 0.00 59.52 3700.00 51.39 8.13 0.00 0.00 0.001:30 2.7 0.87 0.71 N/A 0.1681 0.2458 73.73 0.00 0.00 0.00 0.00 0.00 73.73 3702.67 51.43 30.44 0.00 0.00 0.001:35 2.4 0.78 0.71 0.70 0.0778 0.1137 34.11 0.00 0.00 0.00 0.00 0.00 34.11 3709.99 51.53 13.02 0.00 0.00 0.001:40 2.7 0.87 0.71 N/A 0.1681 0.2458 73.73 0.00 0.00 0.00 0.00 0.00 73.73 3704.27 51.45 35.30 0.00 0.00 0.001:45 3.3 1.07 0.71 N/A 0.3625 0.5300 159.00 0.00 0.00 0.00 0.00 0.00 159.00 3711.58 51.55 142.76 0.01 0.00 0.001:50 3.1 1.00 0.71 N/A 0.2977 0.4353 130.58 0.00 0.00 0.00 0.00 0.00 130.58 3746.84 52.04 221.30 0.02 0.00 0.001:55 2.9 0.94 0.71 N/A 0.2329 0.3405 102.16 0.00 0.00 0.00 0.00 0.00 102.16 3772.61 52.40 271.05 0.02 0.00 0.002:003 0.97 0.71 N/A 0.2653 0.3879 116.37 0.00 0.00 0.00 0.00 0.00 116.37 3788.93 52.62 334.80 0.03 0.00 0.002:05 3.1 1.00 0.71 N/A 0.2977 0.4353 130.58 0.00 0.00 0.00 0.00 0.00 130.58 3809.85 52.91 412.46 0.03 0.00 0.002:10 4.2 1.36 0.71 N/A 0.6541 0.9563 286.90 0.00 0.00 0.00 0.00 0.00 286.90 3835.33 53.27 646.10 0.05 0.00 0.002:15 5 1.62 0.71 N/A 0.9133 1.3353 400.60 0.00 0.00 0.00 0.00 0.00 400.60 3911.98 54.33 992.36 0.08 0.00 0.002:20 3.5 1.13 0.71 N/A 0.4273 0.6247 187.42 0.00 0.00 0.00 0.00 0.00 187.42 4025.59 55.91 1123.87 0.09 0.00 0.002:25 6.8 2.20 0.71 N/A 1.4965 2.1880 656.40 0.00 0.00 0.00 0.00 0.00 656.40 4068.74 56.51 1723.77 0.14 0.00 0.002:30 7.3 2.37 0.71 N/A 1.6585 2.4249 727.46 0.00 0.00 0.00 0.00 0.00 727.46 4265.56 59.24 2391.98 0.19 0.00 0.002:35 8.2 2.66 0.71 N/A1.9501 2.8512 855.360.00 0.00 0.00 0.00 0.00 855.36 4484.80 62.29 3185.06 0.26 0.00 0.002:40 5.9 1.91 0.71 N/A 1.2049 1.7617 528.50 0.00 0.00 0.00 0.00 0.00 528.50 4745.00 65.903647.65 0.290.00 0.002:45 2 0.65 0.71 0.58 0.0648 0.0947 28.42 0.00 0.00 0.00 0.00 0.00 28.42 4896.78 68.01 3608.06 0.29 0.00 0.002:50 1.8 0.58 0.71 0.52 0.0583 0.0853 25.58 0.00 0.00 0.00 0.00 0.00 25.58 4883.79 67.83 3565.81 0.29 0.00 0.002:55 1.8 0.58 0.71 0.52 0.0583 0.0853 25.58 0.00 0.00 0.00 0.00 0.00 25.58 4869.93 67.64 3523.76 0.28 0.00 0.003:000.6 0.19 0.71 0.17 0.0194 0.0284 8.53 0.00 0.00 0.00 0.00 0.00 8.53 4856.13 67.45 3464.84 0.28 0.00 0.000 0.00 0.71 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4836.80 67.18 3397.66 0.27 0.00 0.000 0.00 0.71 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4814.76 66.87 3330.79 0.27 0.00 0.003:15 0 0.00 0.71 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4792.82 66.57 3264.22 0.26 0.00 0.000 0.00 0.71 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4770.98 66.26 3197.96 0.26 0.00 0.000 0.00 0.71 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4749.23 65.96 3132.00 0.25 0.00 0.003:30 0 0.00 0.71 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4727.59 65.66 3066.33 0.25 0.00 0.000 0.00 0.71 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4706.05 65.36 3000.97 0.24 0.00 0.000 0.00 0.71 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4684.60 65.06 2935.91 0.24 0.00 0.00Totalvolume(cf) 4995.67 TotalOverflow(cf) 0.00 3of66HourStormin5minuteincrementsDrywell Drywell DrywellDrywell OverflowBasin Basin BasinTime PatternStormLossRateValue Effective Flow Flow Outside Retention Period Storage Storage To Retention Period Storage Storage Overflow Overflow% Rain(in/hr)Max. Min. Rain(in/hr)Rate(cfs) Vol.(cf) Input(cf) Area(sf) Perc.(cf)Vol.(cf) Depth(ft) Basin(cf) Area(sf) Perc.(cf) Vol.(cf) Depth(ft)Vol.(cf) Rate(cfs)0:05 0.5 0.21 0.71 0.19 0.0209 0.0306 9.18 0.00 0.00 0.00 0.00 0.00 9.18 3700.00 9.18 0.00 0.00 0.00 0.000:10 0.6 0.25 0.71 0.23 0.0251 0.0367 11.02 0.00 0.00 0.00 0.00 0.00 11.02 3700.00 11.02 0.00 0.00 0.00 0.000:15 0.6 0.25 0.71 0.23 0.0251 0.0367 11.02 0.00 0.00 0.00 0.00 0.00 11.02 3700.00 11.02 0.00 0.00 0.00 0.000:20 0.6 0.25 0.71 0.23 0.0251 0.0367 11.02 0.00 0.00 0.00 0.00 0.00 11.02 3700.00 11.02 0.00 0.00 0.00 0.000:25 0.6 0.25 0.71 0.23 0.0251 0.0367 11.02 0.00 0.00 0.00 0.00 0.00 11.02 3700.00 11.02 0.00 0.00 0.00 0.000:30 0.7 0.29 0.71 0.26 0.0293 0.0429 12.86 0.00 0.00 0.00 0.00 0.00 12.86 3700.00 12.86 0.00 0.00 0.00 0.000:35 0.7 0.29 0.71 0.26 0.0293 0.0429 12.86 0.00 0.00 0.00 0.00 0.00 12.86 3700.00 12.86 0.00 0.00 0.00 0.000:40 0.7 0.29 0.71 0.26 0.0293 0.0429 12.86 0.00 0.00 0.00 0.00 0.00 12.86 3700.00 12.86 0.00 0.00 0.00 0.000:45 0.7 0.29 0.71 0.26 0.0293 0.0429 12.86 0.00 0.00 0.00 0.00 0.00 12.86 3700.00 12.86 0.00 0.00 0.00 0.000:50 0.7 0.29 0.71 0.26 0.0293 0.0429 12.86 0.00 0.00 0.00 0.00 0.00 12.86 3700.00 12.86 0.00 0.00 0.00 0.000:55 0.7 0.29 0.71 0.26 0.0293 0.0429 12.86 0.00 0.00 0.00 0.00 0.00 12.86 3700.00 12.86 0.00 0.00 0.00 0.001:000.8 0.34 0.71 0.30 0.0335 0.0490 14.70 0.00 0.00 0.00 0.00 0.00 14.70 3700.00 14.70 0.00 0.00 0.00 0.001:05 0.8 0.34 0.71 0.30 0.0335 0.0490 14.70 0.00 0.00 0.00 0.00 0.00 14.70 3700.00 14.70 0.00 0.00 0.00 0.001:10 0.8 0.34 0.71 0.30 0.0335 0.0490 14.70 0.00 0.00 0.00 0.00 0.00 14.70 3700.00 14.70 0.00 0.00 0.00 0.001:15 0.8 0.34 0.71 0.30 0.0335 0.0490 14.70 0.00 0.00 0.00 0.00 0.00 14.70 3700.00 14.70 0.00 0.00 0.00 0.001:20 0.8 0.34 0.71 0.30 0.0335 0.0490 14.70 0.00 0.00 0.00 0.00 0.00 14.70 3700.00 14.70 0.00 0.00 0.00 0.001:25 0.8 0.34 0.71 0.30 0.0335 0.0490 14.70 0.00 0.00 0.00 0.00 0.00 14.70 3700.00 14.70 0.00 0.00 0.00 0.001:30 0.8 0.34 0.71 0.30 0.0335 0.0490 14.70 0.00 0.00 0.00 0.00 0.00 14.70 3700.00 14.70 0.00 0.00 0.00 0.001:35 0.8 0.34 0.71 0.30 0.0335 0.0490 14.70 0.00 0.00 0.00 0.00 0.00 14.70 3700.00 14.70 0.00 0.00 0.00 0.001:40 0.8 0.34 0.71 0.30 0.0335 0.0490 14.70 0.00 0.00 0.00 0.00 0.00 14.70 3700.00 14.70 0.00 0.00 0.00 0.001:45 0.8 0.34 0.71 0.30 0.0335 0.0490 14.70 0.00 0.00 0.00 0.00 0.00 14.70 3700.00 14.70 0.00 0.00 0.00 0.001:50 0.8 0.34 0.71 0.30 0.0335 0.0490 14.70 0.00 0.00 0.00 0.00 0.00 14.70 3700.00 14.70 0.00 0.00 0.00 0.001:55 0.8 0.34 0.71 0.30 0.0335 0.0490 14.70 0.00 0.00 0.00 0.00 0.00 14.70 3700.00 14.70 0.00 0.00 0.00 0.002:000.9 0.38 0.71 0.34 0.0377 0.0551 16.53 0.00 0.00 0.00 0.00 0.00 16.53 3700.00 16.53 0.00 0.00 0.00 0.002:05 0.8 0.34 0.71 0.30 0.0335 0.0490 14.70 0.00 0.00 0.00 0.00 0.00 14.70 3700.00 14.70 0.00 0.00 0.00 0.002:10 0.9 0.38 0.71 0.34 0.0377 0.0551 16.53 0.00 0.00 0.00 0.00 0.00 16.53 3700.00 16.53 0.00 0.00 0.00 0.002:15 0.9 0.38 0.71 0.34 0.0377 0.0551 16.53 0.00 0.00 0.00 0.00 0.00 16.53 3700.00 16.53 0.00 0.00 0.00 0.002:20 0.9 0.38 0.71 0.34 0.0377 0.0551 16.53 0.00 0.00 0.00 0.00 0.00 16.53 3700.00 16.53 0.00 0.00 0.00 0.002:25 0.9 0.38 0.71 0.34 0.0377 0.0551 16.53 0.00 0.00 0.00 0.00 0.00 16.53 3700.00 16.53 0.00 0.00 0.00 0.002:30 0.9 0.38 0.71 0.34 0.0377 0.0551 16.53 0.00 0.00 0.00 0.00 0.00 16.53 3700.00 16.53 0.00 0.00 0.00 0.002:35 0.9 0.38 0.71 0.34 0.0377 0.0551 16.53 0.00 0.00 0.00 0.00 0.00 16.53 3700.00 16.53 0.00 0.00 0.00 0.002:40 0.9 0.38 0.71 0.34 0.0377 0.0551 16.53 0.00 0.00 0.00 0.00 0.00 16.53 3700.00 16.53 0.00 0.00 0.00 0.002:45 1 0.42 0.71 0.38 0.0419 0.0612 18.37 0.00 0.00 0.00 0.00 0.00 18.37 3700.00 18.37 0.00 0.00 0.00 0.002:50 1 0.42 0.71 0.38 0.0419 0.0612 18.37 0.00 0.00 0.00 0.00 0.00 18.37 3700.00 18.37 0.00 0.00 0.00 0.002:55 1 0.42 0.71 0.38 0.0419 0.0612 18.37 0.00 0.00 0.00 0.00 0.00 18.37 3700.00 18.37 0.00 0.00 0.00 0.003:001 0.42 0.71 0.38 0.0419 0.0612 18.37 0.00 0.00 0.00 0.00 0.00 18.37 3700.00 18.37 0.00 0.00 0.00 0.003:05 1 0.42 0.71 0.38 0.0419 0.0612 18.37 0.00 0.00 0.00 0.00 0.00 18.37 3700.00 18.37 0.00 0.00 0.00 0.003:10 1.1 0.46 0.71 0.41 0.0461 0.0674 20.21 0.00 0.00 0.00 0.00 0.00 20.21 3700.00 20.21 0.00 0.00 0.00 0.003:15 1.1 0.46 0.71 0.41 0.0461 0.0674 20.21 0.00 0.00 0.00 0.00 0.00 20.21 3700.00 20.21 0.00 0.00 0.00 0.003:20 1.1 0.46 0.71 0.41 0.0461 0.0674 20.21 0.00 0.00 0.00 0.00 0.00 20.21 3700.00 20.21 0.00 0.00 0.00 0.003:25 1.2 0.50 0.71 0.45 0.0503 0.0735 22.04 0.00 0.00 0.00 0.00 0.00 22.04 3700.00 22.04 0.00 0.00 0.00 0.003:30 1.3 0.54 0.71 0.49 0.0544 0.0796 23.88 0.00 0.00 0.00 0.00 0.00 23.88 3700.00 23.88 0.00 0.00 0.00 0.003:35 1.4 0.59 0.71 0.53 0.0586 0.0857 25.72 0.00 0.00 0.00 0.00 0.00 25.72 3700.00 25.72 0.00 0.00 0.00 0.003:40 1.4 0.59 0.71 0.53 0.0586 0.0857 25.72 0.00 0.00 0.00 0.00 0.00 25.72 3700.00 25.72 0.00 0.00 0.00 0.003:45 1.5 0.63 0.71 0.57 0.0628 0.0918 27.55 0.00 0.00 0.00 0.00 0.00 27.55 3700.00 27.55 0.00 0.00 0.00 0.003:50 1.5 0.63 0.71 0.57 0.0628 0.0918 27.55 0.00 0.00 0.00 0.00 0.00 27.55 3700.00 27.55 0.00 0.00 0.00 0.003:55 1.6 0.67 0.71 0.60 0.0670 0.0980 29.39 0.00 0.00 0.00 0.00 0.00 29.39 3700.00 29.39 0.00 0.00 0.00 0.004:001.6 0.67 0.71 0.60 0.0670 0.0980 29.39 0.00 0.00 0.00 0.00 0.00 29.39 3700.00 29.39 0.00 0.00 0.00 0.004:05 1.7 0.71 0.71 0.64 0.0712 0.1041 31.23 0.00 0.00 0.00 0.00 0.00 31.23 3700.00 31.23 0.00 0.00 0.00 0.004:10 1.8 0.75 0.71 0.68 0.0754 0.1102 33.07 0.00 0.00 0.00 0.00 0.00 33.07 3700.00 33.07 0.00 0.00 0.00 0.004:15 1.9 0.80 0.71 N/A 0.0890 0.1302 39.05 0.00 0.00 0.00 0.00 0.00 39.05 3700.00 39.05 0.00 0.00 0.00 0.00 4of64:20 2 0.84 0.71 N/A 0.1309 0.1914 57.42 0.00 0.00 0.00 0.00 0.00 57.42 3700.00 51.39 6.03 0.00 0.00 0.004:25 2.1 0.88 0.71 N/A 0.1728 0.2526 75.79 0.00 0.00 0.00 0.00 0.00 75.79 3701.98 51.42 30.40 0.00 0.00 0.004:30 2.1 0.88 0.71 N/A 0.1728 0.2526 75.79 0.00 0.00 0.00 0.00 0.00 75.79 3709.97 51.53 54.65 0.00 0.00 0.004:35 2.2 0.92 0.71 N/A 0.2147 0.3139 94.16 0.00 0.00 0.00 0.00 0.00 94.16 3717.93 51.64 97.17 0.01 0.00 0.004:40 2.3 0.96 0.71 N/A 0.2565 0.3751 112.52 0.00 0.00 0.00 0.00 0.00 112.52 3731.88 51.83 157.87 0.01 0.00 0.004:45 2.4 1.01 0.71 N/A 0.2984 0.4363 130.89 0.00 0.00 0.00 0.00 0.00 130.89 3751.79 52.11 236.65 0.02 0.00 0.004:50 2.4 1.01 0.71 N/A 0.2984 0.4363 130.89 0.00 0.00 0.00 0.00 0.00 130.89 3777.64 52.47 315.08 0.03 0.00 0.004:55 2.5 1.05 0.71 N/A 0.3403 0.4975 149.26 0.00 0.00 0.00 0.00 0.00 149.26 3803.38 52.82 411.52 0.03 0.00 0.005:002.6 1.09 0.71 N/A 0.3822 0.5588 167.63 0.00 0.00 0.00 0.00 0.00 167.63 3835.02 53.26 525.89 0.04 0.00 0.005:05 3.1 1.30 0.71 N/A 0.5916 0.8649 259.48 0.00 0.00 0.00 0.00 0.00 259.48 3872.54 53.79 731.58 0.06 0.00 0.005:10 3.6 1.51 0.71 N/A 0.8010 1.1711 351.33 0.00 0.00 0.00 0.00 0.00 351.33 3940.03 54.72 1028.19 0.08 0.00 0.005:15 3.9 1.63 0.71 N/A 0.9266 1.3548 406.44 0.00 0.00 0.00 0.00 0.00 406.44 4037.34 56.07 1378.56 0.11 0.00 0.005:20 4.2 1.76 0.71 N/A 1.0523 1.5385 461.55 0.00 0.00 0.00 0.00 0.00 461.55 4152.30 57.67 1782.43 0.14 0.00 0.005:25 4.7 1.97 0.71 N/A 1.2617 1.8447 553.40 0.00 0.00 0.00 0.00 0.00 553.40 4284.81 59.51 2276.32 0.18 0.00 0.005:30 5.6 2.35 0.71 N/A1.6386 2.3957 718.720.00 0.00 0.00 0.00 0.00 718.72 4446.85 61.76 2933.28 0.24 0.00 0.005:35 1.9 0.80 0.71 N/A 0.0890 0.1302 39.05 0.00 0.00 0.00 0.00 0.00 39.05 4662.39 64.762907.57 0.230.00 0.005:40 0.9 0.38 0.71 0.34 0.0377 0.0551 16.53 0.00 0.00 0.00 0.00 0.00 16.53 4653.96 64.64 2859.46 0.23 0.00 0.005:45 0.6 0.25 0.71 0.23 0.0251 0.0367 11.02 0.00 0.00 0.00 0.00 0.00 11.02 4638.18 64.42 2806.07 0.23 0.00 0.005:50 0.5 0.21 0.71 0.19 0.0209 0.0306 9.18 0.00 0.00 0.00 0.00 0.00 9.18 4620.66 64.18 2751.07 0.22 0.00 0.005:55 0.3 0.13 0.71 0.11 0.0126 0.0184 5.51 0.00 0.00 0.00 0.00 0.00 5.51 4602.61 63.93 2692.66 0.22 0.00 0.006:000.2 0.08 0.71 0.08 0.0084 0.0122 3.67 0.00 0.00 0.00 0.00 0.00 3.67 4583.45 63.66 2632.67 0.21 0.00 0.000 0.00 0.71 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4563.77 63.39 2569.29 0.21 0.00 0.000 0.00 0.71 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4542.97 63.10 2506.19 0.20 0.00 0.006:15 0 0.00 0.71 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4522.27 62.81 2443.38 0.20 0.00 0.000 0.00 0.71 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4501.66 62.52 2380.86 0.19 0.00 0.000 0.00 0.71 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4481.15 62.24 2318.62 0.19 0.00 0.006:30 0 0.00 0.71 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4460.73 61.95 2256.67 0.18 0.00 0.000 0.00 0.71 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4440.40 61.67 2194.99 0.18 0.00 0.000 0.00 0.71 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4420.17 61.39 2133.60 0.17 0.00 0.006:45 0 0.00 0.71 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4400.03 61.11 2072.49 0.17 0.00 0.000 0.00 0.71 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4379.97 60.83 2011.66 0.16 0.00 0.000 0.00 0.71 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4360.02 60.56 1951.10 0.16 0.00 0.007:000 0.00 0.71 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 4340.15 60.28 1890.82 0.15 0.00 0.00Totalvolume(cf) 4751.03 TotalOverflow(cf) 0.00 5of624HourStormin15minuteincrementsDrywell Drywell DrywellDrywell OverflowBasin Basin BasinTime PatternStormLossRateValue Effective Flow Flow Outside Retention Period Storage Storage To Retention Period Storage Storage Overflow Overflow% Rain(in/hr)Max. Min. Rain(in/hr)Rate(cfs) Vol.(cf) Input(cf) Area(sf) Perc.(cf)Vol.(cf) Depth(ft) Basin(cf) Area(sf) Perc.(cf) Vol.(cf) Depth(ft)Vol.(cf) Rate(cfs)0:15 0.2 0.04 1.24 0.04 0.0042 0.0062 5.54 0.00 0.00 0.00 0.00 0.00 5.54 3700.00 5.54 0.00 0.00 0.00 0.000:30 0.3 0.06 1.23 0.06 0.0063 0.0092 8.31 0.00 0.00 0.00 0.00 0.00 8.31 3700.00 8.31 0.00 0.00 0.00 0.000:45 0.3 0.06 1.21 0.06 0.0063 0.0092 8.31 0.00 0.00 0.00 0.00 0.00 8.31 3700.00 8.31 0.00 0.00 0.00 0.001:000.4 0.08 1.20 0.08 0.0084 0.0123 11.07 0.00 0.00 0.00 0.00 0.00 11.07 3700.00 11.07 0.00 0.00 0.00 0.001:15 0.3 0.06 1.18 0.06 0.0063 0.0092 8.31 0.00 0.00 0.00 0.00 0.00 8.31 3700.00 8.31 0.00 0.00 0.00 0.001:30 0.3 0.06 1.17 0.06 0.0063 0.0092 8.31 0.00 0.00 0.00 0.00 0.00 8.31 3700.00 8.31 0.00 0.00 0.00 0.001:45 0.3 0.06 1.16 0.06 0.0063 0.0092 8.31 0.00 0.00 0.00 0.00 0.00 8.31 3700.00 8.31 0.00 0.00 0.00 0.002:000.4 0.08 1.14 0.08 0.0084 0.0123 11.07 0.00 0.00 0.00 0.00 0.00 11.07 3700.00 11.07 0.00 0.00 0.00 0.002:15 0.4 0.08 1.13 0.08 0.0084 0.0123 11.07 0.00 0.00 0.00 0.00 0.00 11.07 3700.00 11.07 0.00 0.00 0.00 0.002:30 0.4 0.08 1.11 0.08 0.0084 0.0123 11.07 0.00 0.00 0.00 0.00 0.00 11.07 3700.00 11.07 0.00 0.00 0.00 0.002:45 0.5 0.11 1.10 0.09 0.0105 0.0154 13.84 0.00 0.00 0.00 0.00 0.00 13.84 3700.00 13.84 0.00 0.00 0.00 0.003:000.5 0.11 1.09 0.09 0.0105 0.0154 13.84 0.00 0.00 0.00 0.00 0.00 13.84 3700.00 13.84 0.00 0.00 0.00 0.003:15 0.5 0.11 1.07 0.09 0.0105 0.0154 13.84 0.00 0.00 0.00 0.00 0.00 13.84 3700.00 13.84 0.00 0.00 0.00 0.003:30 0.5 0.11 1.06 0.09 0.0105 0.0154 13.84 0.00 0.00 0.00 0.00 0.00 13.84 3700.00 13.84 0.00 0.00 0.00 0.003:45 0.5 0.11 1.05 0.09 0.0105 0.0154 13.84 0.00 0.00 0.00 0.00 0.00 13.84 3700.00 13.84 0.00 0.00 0.00 0.004:000.6 0.13 1.03 0.11 0.0126 0.0185 16.61 0.00 0.00 0.00 0.00 0.00 16.61 3700.00 16.61 0.00 0.00 0.00 0.004:15 0.6 0.13 1.02 0.11 0.0126 0.0185 16.61 0.00 0.00 0.00 0.00 0.00 16.61 3700.00 16.61 0.00 0.00 0.00 0.004:30 0.7 0.15 1.01 0.13 0.0147 0.0215 19.38 0.00 0.00 0.00 0.00 0.00 19.38 3700.00 19.38 0.00 0.00 0.00 0.004:45 0.7 0.15 0.99 0.13 0.0147 0.0215 19.38 0.00 0.00 0.00 0.00 0.00 19.38 3700.00 19.38 0.00 0.00 0.00 0.005:000.8 0.17 0.98 0.15 0.0168 0.0246 22.15 0.00 0.00 0.00 0.00 0.00 22.15 3700.00 22.15 0.00 0.00 0.00 0.005:15 0.6 0.13 0.97 0.11 0.0126 0.0185 16.61 0.00 0.00 0.00 0.00 0.00 16.61 3700.00 16.61 0.00 0.00 0.00 0.005:30 0.7 0.15 0.96 0.13 0.0147 0.0215 19.38 0.00 0.00 0.00 0.00 0.00 19.38 3700.00 19.38 0.00 0.00 0.00 0.005:45 0.8 0.17 0.94 0.15 0.0168 0.0246 22.15 0.00 0.00 0.00 0.00 0.00 22.15 3700.00 22.15 0.00 0.00 0.00 0.006:000.8 0.17 0.93 0.15 0.0168 0.0246 22.15 0.00 0.00 0.00 0.00 0.00 22.15 3700.00 22.15 0.00 0.00 0.00 0.006:15 0.9 0.19 0.92 0.17 0.0189 0.0277 24.92 0.00 0.00 0.00 0.00 0.00 24.92 3700.00 24.92 0.00 0.00 0.00 0.006:30 0.9 0.19 0.91 0.17 0.0189 0.0277 24.92 0.00 0.00 0.00 0.00 0.00 24.92 3700.00 24.92 0.00 0.00 0.00 0.006:45 1 0.21 0.89 0.19 0.0210 0.0308 27.69 0.00 0.00 0.00 0.00 0.00 27.69 3700.00 27.69 0.00 0.00 0.00 0.007:001 0.21 0.88 0.19 0.0210 0.0308 27.69 0.00 0.00 0.00 0.00 0.00 27.69 3700.00 27.69 0.00 0.00 0.00 0.007:15 1 0.21 0.87 0.19 0.0210 0.0308 27.69 0.00 0.00 0.00 0.00 0.00 27.69 3700.00 27.69 0.00 0.00 0.00 0.007:30 1.1 0.23 0.86 0.21 0.0231 0.0338 30.45 0.00 0.00 0.00 0.00 0.00 30.45 3700.00 30.45 0.00 0.00 0.00 0.007:45 1.2 0.25 0.85 0.23 0.0252 0.0369 33.22 0.00 0.00 0.00 0.00 0.00 33.22 3700.00 33.22 0.00 0.00 0.00 0.008:001.3 0.27 0.83 0.25 0.0274 0.0400 35.99 0.00 0.00 0.00 0.00 0.00 35.99 3700.00 35.99 0.00 0.00 0.00 0.008:15 1.5 0.32 0.82 0.28 0.0316 0.0461 41.53 0.00 0.00 0.00 0.00 0.00 41.53 3700.00 41.53 0.00 0.00 0.00 0.008:30 1.5 0.32 0.81 0.28 0.0316 0.0461 41.53 0.00 0.00 0.00 0.00 0.00 41.53 3700.00 41.53 0.00 0.00 0.00 0.008:45 1.6 0.34 0.80 0.30 0.0337 0.0492 44.30 0.00 0.00 0.00 0.00 0.00 44.30 3700.00 44.30 0.00 0.00 0.00 0.009:001.7 0.36 0.79 0.32 0.0358 0.0523 47.07 0.00 0.00 0.00 0.00 0.00 47.07 3700.00 47.07 0.00 0.00 0.00 0.009:15 1.9 0.40 0.78 0.36 0.0400 0.0584 52.60 0.00 0.00 0.00 0.00 0.00 52.60 3700.00 52.60 0.00 0.00 0.00 0.009:30 2 0.42 0.77 0.38 0.0421 0.0615 55.37 0.00 0.00 0.00 0.00 0.00 55.37 3700.00 55.37 0.00 0.00 0.00 0.009:45 2.1 0.44 0.76 0.40 0.0442 0.0646 58.14 0.00 0.00 0.00 0.00 0.00 58.14 3700.00 58.14 0.00 0.00 0.00 0.0010:002.2 0.46 0.74 0.42 0.0463 0.0677 60.91 0.00 0.00 0.00 0.00 0.00 60.91 3700.00 60.91 0.00 0.00 0.00 0.0010:15 1.5 0.32 0.73 0.28 0.0316 0.0461 41.53 0.00 0.00 0.00 0.00 0.00 41.53 3700.00 41.53 0.00 0.00 0.00 0.0010:30 1.5 0.32 0.72 0.28 0.0316 0.0461 41.53 0.00 0.00 0.00 0.00 0.00 41.53 3700.00 41.53 0.00 0.00 0.00 0.0010:45 2 0.42 0.71 0.38 0.0421 0.0615 55.37 0.00 0.00 0.00 0.00 0.00 55.37 3700.00 55.37 0.00 0.00 0.00 0.0011:002 0.42 0.70 0.38 0.0421 0.0615 55.37 0.00 0.00 0.00 0.00 0.00 55.37 3700.00 55.37 0.00 0.00 0.00 0.0011:15 1.9 0.40 0.69 0.36 0.0400 0.0584 52.60 0.00 0.00 0.00 0.00 0.00 52.60 3700.00 52.60 0.00 0.00 0.00 0.0011:30 1.9 0.40 0.68 0.36 0.0400 0.0584 52.60 0.00 0.00 0.00 0.00 0.00 52.60 3700.00 52.60 0.00 0.00 0.00 0.0011:45 1.7 0.36 0.67 0.32 0.0358 0.0523 47.07 0.00 0.00 0.00 0.00 0.00 47.07 3700.00 47.07 0.00 0.00 0.00 0.0012:001.8 0.38 0.66 0.34 0.0379 0.0554 49.83 0.00 0.00 0.00 0.00 0.00 49.83 3700.00 49.83 0.00 0.00 0.00 0.0012:15 2.5 0.53 0.65 0.47 0.0526 0.0769 69.22 0.00 0.00 0.00 0.00 0.00 69.22 3700.00 69.22 0.00 0.00 0.00 0.0012:30 2.6 0.55 0.64 0.49 0.0547 0.0800 71.98 0.00 0.00 0.00 0.00 0.00 71.98 3700.00 71.98 0.00 0.00 0.00 0.0012:45 2.8 0.59 0.63 0.53 0.0589 0.0861 77.52 0.00 0.00 0.00 0.00 0.00 77.52 3700.00 77.52 0.00 0.00 0.00 0.00 6of613:002.9 0.61 0.62 0.55 0.0610 0.0892 80.29 0.00 0.00 0.00 0.00 0.00 80.29 3700.00 80.29 0.00 0.00 0.00 0.0013:15 3.4 0.72 0.61 N/A 0.1023 0.1496 134.61 0.00 0.00 0.00 0.00 0.00 134.61 3700.00 134.61 0.00 0.00 0.00 0.0013:30 3.4 0.72 0.60 N/A0.11160.1632146.850.00 0.00 0.00 0.00 0.00 146.85 3700.00 146.85 0.00 0.00 0.00 0.0013:45 2.3 0.48 0.59 0.44 0.0484 0.0708 63.68 0.00 0.00 0.00 0.00 0.00 63.68 3700.00 63.68 0.00 0.00 0.00 0.0014:002.3 0.48 0.59 0.44 0.0484 0.0708 63.68 0.00 0.00 0.00 0.00 0.00 63.68 3700.00 63.68 0.00 0.00 0.00 0.0014:15 2.7 0.57 0.58 0.51 0.0568 0.0831 74.75 0.00 0.00 0.00 0.00 0.00 74.75 3700.00 74.75 0.00 0.00 0.00 0.0014:30 2.6 0.55 0.57 0.49 0.0547 0.0800 71.98 0.00 0.00 0.00 0.00 0.00 71.98 3700.00 71.98 0.00 0.00 0.00 0.0014:45 2.6 0.55 0.56 0.49 0.0547 0.0800 71.98 0.00 0.00 0.00 0.00 0.00 71.98 3700.00 71.98 0.00 0.00 0.00 0.0015:002.5 0.53 0.55 0.47 0.0526 0.0769 69.22 0.00 0.00 0.00 0.00 0.00 69.22 3700.00 69.22 0.00 0.00 0.00 0.0015:15 2.4 0.50 0.54 0.45 0.0505 0.0738 66.45 0.00 0.00 0.00 0.00 0.00 66.45 3700.00 66.45 0.00 0.00 0.00 0.0015:30 2.3 0.48 0.53 0.44 0.0484 0.0708 63.68 0.00 0.00 0.00 0.00 0.00 63.68 3700.00 63.68 0.00 0.00 0.00 0.0015:45 1.9 0.40 0.53 0.36 0.0400 0.0584 52.60 0.00 0.00 0.00 0.00 0.00 52.60 3700.00 52.60 0.00 0.00 0.00 0.0016:001.9 0.40 0.52 0.36 0.0400 0.0584 52.60 0.00 0.00 0.00 0.00 0.00 52.60 3700.00 52.60 0.00 0.00 0.00 0.0016:15 0.4 0.08 0.51 0.08 0.0084 0.0123 11.07 0.00 0.00 0.00 0.00 0.00 11.07 3700.00 11.07 0.00 0.00 0.00 0.0016:30 0.4 0.08 0.50 0.08 0.0084 0.0123 11.07 0.00 0.00 0.00 0.00 0.00 11.07 3700.00 11.07 0.00 0.00 0.00 0.0016:45 0.3 0.06 0.49 0.06 0.0063 0.0092 8.31 0.00 0.00 0.00 0.00 0.00 8.31 3700.00 8.31 0.00 0.00 0.00 0.0017:000.3 0.06 0.49 0.06 0.0063 0.0092 8.31 0.00 0.00 0.00 0.00 0.00 8.31 3700.00 8.31 0.00 0.00 0.00 0.0017:15 0.5 0.11 0.48 0.09 0.0105 0.0154 13.84 0.00 0.00 0.00 0.00 0.00 13.84 3700.00 13.84 0.00 0.00 0.00 0.0017:30 0.5 0.11 0.47 0.09 0.0105 0.0154 13.84 0.00 0.00 0.00 0.00 0.00 13.84 3700.00 13.84 0.00 0.00 0.00 0.0017:45 0.5 0.11 0.47 0.09 0.0105 0.0154 13.84 0.00 0.00 0.00 0.00 0.00 13.84 3700.00 13.84 0.00 0.00 0.00 0.0018:000.4 0.08 0.46 0.08 0.0084 0.0123 11.07 0.00 0.00 0.00 0.00 0.00 11.07 3700.00 11.07 0.00 0.00 0.00 0.0018:15 0.4 0.08 0.45 0.08 0.0084 0.0123 11.07 0.00 0.00 0.00 0.00 0.00 11.07 3700.00 11.07 0.00 0.00 0.00 0.0018:30 0.4 0.08 0.45 0.08 0.0084 0.0123 11.07 0.00 0.00 0.00 0.00 0.00 11.07 3700.00 11.07 0.00 0.00 0.00 0.0018:45 0.3 0.06 0.44 0.06 0.0063 0.0092 8.31 0.00 0.00 0.00 0.00 0.00 8.31 3700.00 8.31 0.00 0.00 0.00 0.0019:000.2 0.04 0.43 0.04 0.0042 0.0062 5.54 0.00 0.00 0.00 0.00 0.00 5.54 3700.00 5.54 0.00 0.00 0.00 0.0019:15 0.3 0.06 0.43 0.06 0.0063 0.0092 8.31 0.00 0.00 0.00 0.00 0.00 8.31 3700.00 8.31 0.00 0.00 0.00 0.0019:30 0.4 0.08 0.42 0.08 0.0084 0.0123 11.07 0.00 0.00 0.00 0.00 0.00 11.07 3700.00 11.07 0.00 0.00 0.00 0.0019:45 0.3 0.06 0.41 0.06 0.0063 0.0092 8.31 0.00 0.00 0.00 0.00 0.00 8.31 3700.00 8.31 0.00 0.00 0.00 0.0020:000.2 0.04 0.41 0.04 0.0042 0.0062 5.54 0.00 0.00 0.00 0.00 0.00 5.54 3700.00 5.54 0.00 0.00 0.00 0.0020:15 0.3 0.06 0.40 0.06 0.0063 0.0092 8.31 0.00 0.00 0.00 0.00 0.00 8.31 3700.00 8.31 0.00 0.00 0.00 0.0020:30 0.3 0.06 0.40 0.06 0.0063 0.0092 8.31 0.00 0.00 0.00 0.00 0.00 8.31 3700.00 8.31 0.00 0.00 0.00 0.0020:45 0.3 0.06 0.39 0.06 0.0063 0.0092 8.31 0.00 0.00 0.00 0.00 0.00 8.31 3700.00 8.31 0.00 0.00 0.00 0.0021:000.2 0.04 0.39 0.04 0.0042 0.0062 5.54 0.00 0.00 0.00 0.00 0.00 5.54 3700.00 5.54 0.00 0.00 0.00 0.0021:15 0.3 0.06 0.38 0.06 0.0063 0.0092 8.31 0.00 0.00 0.00 0.00 0.00 8.31 3700.00 8.31 0.00 0.00 0.00 0.0021:30 0.2 0.04 0.38 0.04 0.0042 0.0062 5.54 0.00 0.00 0.00 0.00 0.00 5.54 3700.00 5.54 0.00 0.00 0.00 0.0021:45 0.3 0.06 0.38 0.06 0.0063 0.0092 8.31 0.00 0.00 0.00 0.00 0.00 8.31 3700.00 8.31 0.00 0.00 0.00 0.0022:000.2 0.04 0.37 0.04 0.0042 0.0062 5.54 0.00 0.00 0.00 0.00 0.00 5.54 3700.00 5.54 0.00 0.00 0.00 0.0022:15 0.3 0.06 0.37 0.06 0.0063 0.0092 8.31 0.00 0.00 0.00 0.00 0.00 8.31 3700.00 8.31 0.00 0.00 0.00 0.0022:30 0.2 0.04 0.37 0.04 0.0042 0.0062 5.54 0.00 0.00 0.00 0.00 0.00 5.54 3700.00 5.54 0.00 0.00 0.00 0.0022:45 0.2 0.04 0.36 0.04 0.0042 0.0062 5.54 0.00 0.00 0.00 0.00 0.00 5.54 3700.00 5.54 0.00 0.00 0.00 0.0023:000.2 0.04 0.36 0.04 0.0042 0.0062 5.54 0.00 0.00 0.00 0.00 0.00 5.54 3700.00 5.54 0.00 0.00 0.00 0.0023:15 0.2 0.04 0.36 0.04 0.0042 0.0062 5.54 0.00 0.00 0.00 0.00 0.00 5.54 3700.00 5.54 0.00 0.00 0.00 0.0023:30 0.2 0.04 0.36 0.04 0.0042 0.0062 5.54 0.00 0.00 0.00 0.00 0.00 5.54 3700.00 5.54 0.00 0.00 0.00 0.0023:45 0.2 0.04 0.35 0.04 0.0042 0.0062 5.54 0.00 0.00 0.00 0.00 0.00 5.54 3700.00 5.54 0.00 0.00 0.00 0.0024:000.2 0.04 0.35 0.04 0.0042 0.0062 5.54 0.00 0.00 0.00 0.00 0.00 5.54 3700.00 5.54 0.00 0.00 0.00 0.000 0.00 0.35 0.00 0.0000 0.0000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00Totalvolume(cf) 2861.79 TotalOverflow(cf) 0.00 1of6HYDROLOGYCALCULATIONS-UsingtheRCFC&WCDShortCutUnitHydrographMethodAreaDesignations DatePalmApartmentsOFF2DrainageArea(ac.) 0.2100Unittime(minutes)5 5 5 15100YearStormDuration(hrs) 1 3 6 24TotalPrecipitation(PlatesD-4.4,E-5.2,5.4,5.6)(in.)1.93 2.70 3.49 5.26OrdatafromNOAAinteractivewebsiteSoilsGroup AAMCindexIIRunoffNumber(plateE-6.1) 32PlateE-6.2PerviousAreaLossRate(Fp)(in/hr) 0.74 (AMCII)PercentageofImperviousCover(Ai)(%)(plateE-6.3)55.5WeightedAverageLossRate(F=Fp(1-.9Ai))(in./hr.) 0.37 (usedfor1,3,and6hourstorm,the24hourstormusesvariablemaximumlossrateperplateE-1.1(3of6))LowLossRatePercent(%)90RetentionBasinPercolationRate(in/hr)2(alsousedfordrywellpercolationrate)Percolationistakenincrementally.Basinvolumeiscalculatedusingthe"truncatedpyramid"formula,amoreconservativeestimatethan"averagedendareas"sometimesused(Drywellcanbe"zeroedout"byreducingnumberstolessthan.001,butshouldnotenteredaszerosorprogramchokes.)Drywellstorageincludes40%ofthe1'widerockbedsurroundingthedrywell:formula(upper)*PI()*(diam/2)^2+(lower)*PI()*((diam/2)^2+0.4*((diam/2+(grav+0.4166))^2-(diam/2+0.4166)^2))Thedrywellwallthicknessisassumedat5"(0.4166)andthegravelbedwidthisvariable"grav"Drywelldesignfactors Uppersec.(ft.)= 0.0001 Lowersec.(ft.)= 0.0001 Ringdiam.(ft.)= 0.0001 Drywelllowermax.(cf)= 0.00 Uppermax.(cf)= 0.00Gravelbedwidtharounddrwyell= 0 Drywelltotal(cf)= 0.00Ret.Basindesign(area,depth)Top= 0.0001s.f.Bot.= 0.0001 s.f. Max.Depth(d)= 0.0001 Max.storage= 0.00(d/3)*(bottom+top+(bottom*top)^0.50)Formulasvol=(h/3)*(bottom+top+(bottom*top)^0.50)area=bottom+(h/d)*(top-bottom) h=(vol*3)/(bottom+top+(bottom*top)^0.5) (valuesmustbenon-zeroorerroroccurs)Outsideinputfrom: N/A1HourStormin5minuteincrementsTime PatternStormLossRateValue Effective Flow Flow% Rain(in/hr)Max. Min. Rain(in/hr)Rate(cfs) Vol.(cf)0:05 3.7 0.8569 0.3704 N/A 0.4866 0.1030 30.910:10 4.8 1.1117 0.3704 N/A 0.7413 0.1570 47.090:15 5.1 1.1812 0.3704 N/A 0.8108 0.1717 51.510:20 4.9 1.1348 0.3704 N/A 0.7645 0.1619 48.560:25 6.6 1.5286 0.3704 N/A 1.1582 0.2452 73.570:30 7.3 1.6907 0.3704 N/A 1.3203 0.2796 83.870:35 8.4 1.9454 0.3704 N/A 1.5751 0.3335 100.060:40 9 2.0844 0.3704 N/A 1.7140 0.3629 108.880:45 12.3 2.8487 0.3704 N/A 2.4783 0.5248 157.430:50 17.6 4.0762 0.3704 N/A3.7058 0.7847 235.410:55 16.1 3.7288 0.3704 N/A 3.3584 0.7111 213.341:004.2 0.9727 0.3704 N/A 0.6024 0.1275 38.260 0.0000 0.3704 0.00 0.0000 0.0000 0.000 0.0000 0.3704 0.00 0.0000 0.0000 0.001:15 0 0.0000 0.3704 0.00 0.0000 0.0000 0.00Totalvolume(cf) 1188.91 2of63HourStormin5minuteincrementsTime PatternStormLossRateValue Effective Flow Flow% Rain(in/hr)Max. Min. Rain(in/hr)Rate(cfs) Vol.(cf)0:05 1.3 0.42 0.37 N/A 0.0508 0.0108 3.230:10 1.3 0.42 0.37 N/A 0.0508 0.0108 3.230:15 1.1 0.36 0.37 0.32 0.0356 0.0075 2.260:20 1.5 0.49 0.37 N/A 0.1156 0.0245 7.350:25 1.5 0.49 0.37 N/A 0.1156 0.0245 7.350:30 1.8 0.58 0.37 N/A 0.2128 0.0451 13.520:35 1.5 0.49 0.37 N/A 0.1156 0.0245 7.350:40 1.8 0.58 0.37 N/A 0.2128 0.0451 13.520:45 1.8 0.58 0.37 N/A 0.2128 0.0451 13.520:50 1.5 0.49 0.37 N/A 0.1156 0.0245 7.350:55 1.6 0.52 0.37 N/A 0.1480 0.0313 9.401:001.8 0.58 0.37 N/A 0.2128 0.0451 13.521:05 2.2 0.71 0.37 N/A 0.3424 0.0725 21.751:10 2.2 0.71 0.37 N/A 0.3424 0.0725 21.751:15 2.2 0.71 0.37 N/A 0.3424 0.0725 21.751:20 2 0.65 0.37 N/A 0.2776 0.0588 17.641:25 2.6 0.84 0.37 N/A 0.4720 0.1000 29.991:30 2.7 0.87 0.37 N/A 0.5044 0.1068 32.041:35 2.4 0.78 0.37 N/A 0.4072 0.0862 25.871:40 2.7 0.87 0.37 N/A 0.5044 0.1068 32.041:45 3.3 1.07 0.37 N/A 0.6988 0.1480 44.391:50 3.1 1.00 0.37 N/A 0.6340 0.1343 40.281:55 2.9 0.94 0.37 N/A 0.5692 0.1205 36.162:003 0.97 0.37 N/A 0.6016 0.1274 38.222:05 3.1 1.00 0.37 N/A 0.6340 0.1343 40.282:10 4.2 1.36 0.37 N/A 0.9904 0.2097 62.922:15 5 1.62 0.37 N/A 1.2496 0.2646 79.382:20 3.5 1.13 0.37 N/A 0.7636 0.1617 48.512:25 6.8 2.20 0.37 N/A 1.8328 0.3881 116.432:30 7.3 2.37 0.37 N/A 1.9948 0.4224 126.722:35 8.2 2.66 0.37 N/A2.2864 0.4842 145.252:40 5.9 1.91 0.37 N/A 1.5412 0.3264 97.912:45 2 0.65 0.37 N/A 0.2776 0.0588 17.642:50 1.8 0.58 0.37 N/A 0.2128 0.0451 13.522:55 1.8 0.58 0.37 N/A 0.2128 0.0451 13.523:000.6 0.19 0.37 0.17 0.0194 0.0041 1.230 0.00 0.37 0.00 0.0000 0.0000 0.000 0.00 0.37 0.00 0.0000 0.0000 0.003:15 0 0.00 0.37 0.00 0.0000 0.0000 0.000 0.00 0.37 0.00 0.0000 0.0000 0.000 0.00 0.37 0.00 0.0000 0.0000 0.003:30 0 0.00 0.37 0.00 0.0000 0.0000 0.000 0.00 0.37 0.00 0.0000 0.0000 0.000 0.00 0.37 0.00 0.0000 0.0000 0.00Totalvolume(cf) 1226.78 3of66HourStormin5minuteincrementsTime PatternStormLossRateValue Effective Flow Flow% Rain(in/hr)Max. Min. Rain(in/hr)Rate(cfs) Vol.(cf)0:05 0.5 0.21 0.37 0.19 0.0209 0.0044 1.330:10 0.6 0.25 0.37 0.23 0.0251 0.0053 1.600:15 0.6 0.25 0.37 0.23 0.0251 0.0053 1.600:20 0.6 0.25 0.37 0.23 0.0251 0.0053 1.600:25 0.6 0.25 0.37 0.23 0.0251 0.0053 1.600:30 0.7 0.29 0.37 0.26 0.0293 0.0062 1.860:35 0.7 0.29 0.37 0.26 0.0293 0.0062 1.860:40 0.7 0.29 0.37 0.26 0.0293 0.0062 1.860:45 0.7 0.29 0.37 0.26 0.0293 0.0062 1.860:50 0.7 0.29 0.37 0.26 0.0293 0.0062 1.860:55 0.7 0.29 0.37 0.26 0.0293 0.0062 1.861:000.8 0.34 0.37 0.30 0.0335 0.0071 2.131:05 0.8 0.34 0.37 0.30 0.0335 0.0071 2.131:10 0.8 0.34 0.37 0.30 0.0335 0.0071 2.131:15 0.8 0.34 0.37 0.30 0.0335 0.0071 2.131:20 0.8 0.34 0.37 0.30 0.0335 0.0071 2.131:25 0.8 0.34 0.37 0.30 0.0335 0.0071 2.131:30 0.8 0.34 0.37 0.30 0.0335 0.0071 2.131:35 0.8 0.34 0.37 0.30 0.0335 0.0071 2.131:40 0.8 0.34 0.37 0.30 0.0335 0.0071 2.131:45 0.8 0.34 0.37 0.30 0.0335 0.0071 2.131:50 0.8 0.34 0.37 0.30 0.0335 0.0071 2.131:55 0.8 0.34 0.37 0.30 0.0335 0.0071 2.132:000.9 0.38 0.37 0.34 0.0377 0.0080 2.392:05 0.8 0.34 0.37 0.30 0.0335 0.0071 2.132:10 0.9 0.38 0.37 0.34 0.0377 0.0080 2.392:15 0.9 0.38 0.37 0.34 0.0377 0.0080 2.392:20 0.9 0.38 0.37 0.34 0.0377 0.0080 2.392:25 0.9 0.38 0.37 0.34 0.0377 0.0080 2.392:30 0.9 0.38 0.37 0.34 0.0377 0.0080 2.392:35 0.9 0.38 0.37 0.34 0.0377 0.0080 2.392:40 0.9 0.38 0.37 0.34 0.0377 0.0080 2.392:45 1 0.42 0.37 N/A 0.0484 0.0103 3.082:50 1 0.42 0.37 N/A 0.0484 0.0103 3.082:55 1 0.42 0.37 N/A 0.0484 0.0103 3.083:001 0.42 0.37 N/A 0.0484 0.0103 3.083:05 1 0.42 0.37 N/A 0.0484 0.0103 3.083:10 1.1 0.46 0.37 N/A 0.0903 0.0191 5.743:15 1.1 0.46 0.37 N/A 0.0903 0.0191 5.743:20 1.1 0.46 0.37 N/A 0.0903 0.0191 5.743:25 1.2 0.50 0.37 N/A 0.1322 0.0280 8.403:30 1.3 0.54 0.37 N/A 0.1741 0.0369 11.063:35 1.4 0.59 0.37 N/A 0.2160 0.0457 13.723:40 1.4 0.59 0.37 N/A 0.2160 0.0457 13.723:45 1.5 0.63 0.37 N/A 0.2578 0.0546 16.383:50 1.5 0.63 0.37 N/A 0.2578 0.0546 16.383:55 1.6 0.67 0.37 N/A 0.2997 0.0635 19.044:001.6 0.67 0.37 N/A 0.2997 0.0635 19.044:05 1.7 0.71 0.37 N/A 0.3416 0.0723 21.704:10 1.8 0.75 0.37 N/A 0.3835 0.0812 24.364:15 1.9 0.80 0.37 N/A 0.4254 0.0901 27.02 4of64:20 2 0.84 0.37 N/A 0.4672 0.0989 29.684:25 2.1 0.88 0.37 N/A 0.5091 0.1078 32.344:30 2.1 0.88 0.37 N/A 0.5091 0.1078 32.344:35 2.2 0.92 0.37 N/A 0.5510 0.1167 35.004:40 2.3 0.96 0.37 N/A 0.5929 0.1255 37.664:45 2.4 1.01 0.37 N/A 0.6348 0.1344 40.324:50 2.4 1.01 0.37 N/A 0.6348 0.1344 40.324:55 2.5 1.05 0.37 N/A 0.6766 0.1433 42.985:002.6 1.09 0.37 N/A 0.7185 0.1521 45.645:05 3.1 1.30 0.37 N/A 0.9279 0.1965 58.955:10 3.6 1.51 0.37 N/A 1.1373 0.2408 72.255:15 3.9 1.63 0.37 N/A 1.2630 0.2674 80.235:20 4.2 1.76 0.37 N/A 1.3886 0.2940 88.215:25 4.7 1.97 0.37 N/A 1.5980 0.3384 101.515:30 5.6 2.35 0.37 N/A1.9749 0.4182 125.465:35 1.9 0.80 0.37 N/A 0.4254 0.0901 27.025:40 0.9 0.38 0.37 0.34 0.0377 0.0080 2.395:45 0.6 0.25 0.37 0.23 0.0251 0.0053 1.605:50 0.5 0.21 0.37 0.19 0.0209 0.0044 1.335:55 0.3 0.13 0.37 0.11 0.0126 0.0027 0.806:000.2 0.08 0.37 0.08 0.0084 0.0018 0.530 0.00 0.37 0.00 0.0000 0.0000 0.000 0.00 0.37 0.00 0.0000 0.0000 0.006:15 0 0.00 0.37 0.00 0.0000 0.0000 0.000 0.00 0.37 0.00 0.0000 0.0000 0.000 0.00 0.37 0.00 0.0000 0.0000 0.006:30 0 0.00 0.37 0.00 0.0000 0.0000 0.000 0.00 0.37 0.00 0.0000 0.0000 0.000 0.00 0.37 0.00 0.0000 0.0000 0.006:45 0 0.00 0.37 0.00 0.0000 0.0000 0.000 0.00 0.37 0.00 0.0000 0.0000 0.000 0.00 0.37 0.00 0.0000 0.0000 0.007:000 0.00 0.37 0.00 0.0000 0.0000 0.00Totalvolume(cf) 1185.68 5of624HourStormin15minuteincrementsTime PatternStormLossRateValue Effective Flow Flow% Rain(in/hr)Max. Min. Rain(in/hr)Rate(cfs) Vol.(cf)0:15 0.2 0.04 0.65 0.04 0.0042 0.0009 0.800:30 0.3 0.06 0.64 0.06 0.0063 0.0013 1.200:45 0.3 0.06 0.64 0.06 0.0063 0.0013 1.201:000.4 0.08 0.63 0.08 0.0084 0.0018 1.601:15 0.3 0.06 0.62 0.06 0.0063 0.0013 1.201:30 0.3 0.06 0.61 0.06 0.0063 0.0013 1.201:45 0.3 0.06 0.61 0.06 0.0063 0.0013 1.202:000.4 0.08 0.60 0.08 0.0084 0.0018 1.602:15 0.4 0.08 0.59 0.08 0.0084 0.0018 1.602:30 0.4 0.08 0.58 0.08 0.0084 0.0018 1.602:45 0.5 0.11 0.58 0.09 0.0105 0.0022 2.003:000.5 0.11 0.57 0.09 0.0105 0.0022 2.003:15 0.5 0.11 0.56 0.09 0.0105 0.0022 2.003:30 0.5 0.11 0.56 0.09 0.0105 0.0022 2.003:45 0.5 0.11 0.55 0.09 0.0105 0.0022 2.004:000.6 0.13 0.54 0.11 0.0126 0.0027 2.414:15 0.6 0.13 0.53 0.11 0.0126 0.0027 2.414:30 0.7 0.15 0.53 0.13 0.0147 0.0031 2.814:45 0.7 0.15 0.52 0.13 0.0147 0.0031 2.815:000.8 0.17 0.51 0.15 0.0168 0.0036 3.215:15 0.6 0.13 0.51 0.11 0.0126 0.0027 2.415:30 0.7 0.15 0.50 0.13 0.0147 0.0031 2.815:45 0.8 0.17 0.49 0.15 0.0168 0.0036 3.216:000.8 0.17 0.49 0.15 0.0168 0.0036 3.216:15 0.9 0.19 0.48 0.17 0.0189 0.0040 3.616:30 0.9 0.19 0.47 0.17 0.0189 0.0040 3.616:45 1 0.21 0.47 0.19 0.0210 0.0045 4.017:001 0.21 0.46 0.19 0.0210 0.0045 4.017:15 1 0.21 0.46 0.19 0.0210 0.0045 4.017:30 1.1 0.23 0.45 0.21 0.0231 0.0049 4.417:45 1.2 0.25 0.44 0.23 0.0252 0.0053 4.818:001.3 0.27 0.44 0.25 0.0274 0.0058 5.218:15 1.5 0.32 0.43 0.28 0.0316 0.0067 6.018:30 1.5 0.32 0.43 0.28 0.0316 0.0067 6.018:45 1.6 0.34 0.42 0.30 0.0337 0.0071 6.429:001.7 0.36 0.41 0.32 0.0358 0.0076 6.829:15 1.9 0.40 0.41 0.36 0.0400 0.0085 7.629:30 2 0.42 0.40 0.38 0.0421 0.0089 8.029:45 2.1 0.44 0.40 N/A 0.0460 0.0097 8.7610:002.2 0.46 0.39 N/A 0.0727 0.0154 13.8610:15 1.5 0.32 0.38 0.28 0.0316 0.0067 6.0110:30 1.5 0.32 0.38 0.28 0.0316 0.0067 6.0110:45 2 0.42 0.37 N/A 0.0474 0.0100 9.0311:002 0.42 0.37 N/A 0.0529 0.0112 10.0811:15 1.9 0.40 0.36 0.36 0.0400 0.0085 7.6211:30 1.9 0.40 0.36 N/A 0.0426 0.0090 8.1211:45 1.7 0.36 0.35 0.32 0.0358 0.0076 6.8212:001.8 0.38 0.35 0.34 0.0379 0.0080 7.2212:15 2.5 0.53 0.34 N/A 0.1846 0.0391 35.1812:30 2.6 0.55 0.34 N/A 0.2107 0.0446 40.1612:45 2.8 0.59 0.33 N/A 0.2579 0.0546 49.15 6of613:002.9 0.61 0.33 N/A 0.2839 0.0601 54.1113:15 3.4 0.72 0.32 N/A 0.3941 0.0834 75.1013:30 3.4 0.72 0.32 N/A0.39890.084576.0313:45 2.3 0.48 0.31 N/A 0.1723 0.0365 32.8414:002.3 0.48 0.31 N/A 0.1771 0.0375 33.7414:15 2.7 0.57 0.30 N/A 0.2659 0.0563 50.6714:30 2.6 0.55 0.30 N/A 0.2495 0.0528 47.5414:45 2.6 0.55 0.29 N/A 0.2540 0.0538 48.4115:002.5 0.53 0.29 N/A 0.2375 0.0503 45.2615:15 2.4 0.50 0.28 N/A 0.2208 0.0468 42.0915:30 2.3 0.48 0.28 N/A 0.2042 0.0432 38.9115:45 1.9 0.40 0.28 N/A 0.1243 0.0263 23.6816:001.9 0.40 0.27 N/A 0.1285 0.0272 24.4816:15 0.4 0.08 0.27 0.08 0.0084 0.0018 1.6016:30 0.4 0.08 0.26 0.08 0.0084 0.0018 1.6016:45 0.3 0.06 0.26 0.06 0.0063 0.0013 1.2017:000.3 0.06 0.26 0.06 0.0063 0.0013 1.2017:15 0.5 0.11 0.25 0.09 0.0105 0.0022 2.0017:30 0.5 0.11 0.25 0.09 0.0105 0.0022 2.0017:45 0.5 0.11 0.24 0.09 0.0105 0.0022 2.0018:000.4 0.08 0.24 0.08 0.0084 0.0018 1.6018:15 0.4 0.08 0.24 0.08 0.0084 0.0018 1.6018:30 0.4 0.08 0.23 0.08 0.0084 0.0018 1.6018:45 0.3 0.06 0.23 0.06 0.0063 0.0013 1.2019:000.2 0.04 0.23 0.04 0.0042 0.0009 0.8019:15 0.3 0.06 0.22 0.06 0.0063 0.0013 1.2019:30 0.4 0.08 0.22 0.08 0.0084 0.0018 1.6019:45 0.3 0.06 0.22 0.06 0.0063 0.0013 1.2020:000.2 0.04 0.21 0.04 0.0042 0.0009 0.8020:15 0.3 0.06 0.21 0.06 0.0063 0.0013 1.2020:30 0.3 0.06 0.21 0.06 0.0063 0.0013 1.2020:45 0.3 0.06 0.21 0.06 0.0063 0.0013 1.2021:000.2 0.04 0.20 0.04 0.0042 0.0009 0.8021:15 0.3 0.06 0.20 0.06 0.0063 0.0013 1.2021:30 0.2 0.04 0.20 0.04 0.0042 0.0009 0.8021:45 0.3 0.06 0.20 0.06 0.0063 0.0013 1.2022:000.2 0.04 0.20 0.04 0.0042 0.0009 0.8022:15 0.3 0.06 0.19 0.06 0.0063 0.0013 1.2022:30 0.2 0.04 0.19 0.04 0.0042 0.0009 0.8022:45 0.2 0.04 0.19 0.04 0.0042 0.0009 0.8023:000.2 0.04 0.19 0.04 0.0042 0.0009 0.8023:15 0.2 0.04 0.19 0.04 0.0042 0.0009 0.8023:30 0.2 0.04 0.19 0.04 0.0042 0.0009 0.8023:45 0.2 0.04 0.19 0.04 0.0042 0.0009 0.8024:000.2 0.04 0.19 0.04 0.0042 0.0009 0.800 0.00 0.19 0.00 0.0000 0.0000 0.00Totalvolume(cf) 962.47




CATCH
BASIN
SIZING

3130VeronaAvenue•Buford,GA30518(866)888-8479/(770)932-2443•Fax:(770)932-2490©NyloplastInletCapacityChartsJune2012

0.005.0010.0015.0020.0025.0030.0035.00

0.00 0.05 0.10 0.15 0.20 0.25 0.30 0.35 0.40 0.45 0.50 0.55 0.60 0.65 0.70 0.75 0.80 0.85 0.90 0.95 1.00 1.05 1.10Capacity(cfs)Head(ft) Nyloplast2'x3'SteelBar/MAGGrateInletCapacityChart

1









WQMP
WORKSHEETS


DateEntertheAreaTributarytothisFeatureAT=10.48 acresIf=0.63UsethefollowingequationbasedontheWEF/ASCEMethodC=0.858If3-0.78If2+0.774If+0.04C=0.43Vu=0.17VBMP(ft3)=VBMP=6,467ft3 Whitewater Watershed BMPDesignVolume,VBMP(Rev.03-2012)Legend:RequiredEntriesCalculatedCellsCompanyName Christiansen&Company 10/11/2023Designedby KeithChristiansen County/CityCaseNoCompanyProjectNumber/Name DatePalmApartmentsDrainageAreaNumber/Name DMA1DeterminetheEffectiveImperviousFractionTypeofpost-developmentsurfacecover(usepulldownmenu)MixedSurfaceTypesEffectiveImperviousFractionCalculatethecompositeRunoffCoefficient,CfortheBMPTributaryAreaDetermineDesignStorageVolume,VBMPCalculateVU,the85%UnitStorageVolumeVU=0.40xC(in*ac)/acCalculatethedesignstoragevolumeoftheBMP,VBMP.VU(in-ac/ac)xAT(ac)x43,560(ft2/ac)12(in/ft)Notes:

CompanyName:Date:Designedby: County/CityCaseNo.:ATRIB=10.48acresVBMP=6,467ft3I=2in/hrFS=3D1= D1=2.7ft1ft50ft10 ftD2=4.0 ftDMAX=2.7 ftz=4:1dB=2.5ftAS=2587ft2AD=45000ft2Volume=32ft3Depth=1ftArea= 32ft212.0inNotes: a)TributaryDrainageArea(BMPsubarea)InfiltrationBasin-DesignProcedure(Rev.06-2014)BMPIDLegend:RequiredEntriesRet1CalculatedCellsChristiansen&CompanyKeithA.ChristiansenDesignVolumeb)EnterVBMPdeterminedfromSection4.3ofthisHandbookMaximumDeptha)Infiltrationrateb)FactorofSafety(SeeTable1,AppendixB:"InfiltrationTesting"fromthisBMPHandbook)c)CalculateD1I(in/hr)x48hrs12(in/ft)xFSd)Enterthedepthoffreeboard(atleast1ft)e)Enterdepthtohistorichighgroundwater(measuredfromtopofbasin)f)Enterdepthtotopofbedrockorimpermeablelayer(measuredfromtopofbasin)c)Minimumbottomsurfaceareaofbasin(AS=VBMP/dB)g)D2isthesmallerof:Depthtogroundwater-(10ft+freeboard)andDepthtoimpermeablelayer-(5ft+freeboard)h)DMAXisthesmallervalueofD1andD2butshallnotexceed5feetBasinGeometrya)Basinsideslopes(nosteeperthan4:1)b)Proposedbasindepth(excludingfreeboard)d)ProposedDesignSurfaceAreaForebaya)Forebayvolume(minimum0.5%VBMP)b)Forebaydepth(heightofberm/splashwall.1footmin.)c)Forebaysurfacearea(minimum)d)Fullheightnotch-typeweirWidth(W)=

INFILTRATION
TEST

1 HYDROLOGY MAP

PRE-DEVELOPMENT
N0° 05' 20"EN89° 56' 46"WK.A.C.C.A.C.K.A.C.LOCATION:BENCHELEV.DESIGN BY:DRAWN BY:CHECKED BY:FILE NO.DWG. NO.OF SHEETSSHEETDATER.C.E. 500831Christiansen & CompanyLand Development - Design - EngineeringEst. 20075225 Canyon Crest Drive, Ste 251Riverside, California 92507Ph: 951-323-4713 Fax: 951-405-8410email:[email protected] DATEREVISIONCORRECTED APPROVED"AS BUILT"BYBYDATEDATECONSTRUCTION CONTRACTOR AGREES THAT IN ACCORDANCE WITH GENERALLYACCEPTED CONSTRUCTION PRACTICES, CONSTRUCTION CONTRACTOR WILL BEREQUIRED TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITECONDITIONS DURING THE COURSE OF CONSTRUCTION OF THE PROJECT,INCLUDING THE SAFETY OF PERSONS AND PROPERTY; THAT THIS REQUIREMENTSHALL BE MADE TO APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMALWORKING HOURS, AND CONSTRUCTION CONTRACTOR FURTHER AGREES TO DEFENDINDEMNIFY AND HOLD DESIGN PROFESSIONAL HARMLESS FROM ANY AND ALLLIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORKON THIS PROJECT, EXCEPTING LIABILITY ARISING FROM THE SOLE NEGLIGENCEPRIVATE ENGINEERING NOTE:OF DESIGN PROFESSIONAL.UNAUTHORIZED CHANGES & USES:THE ENGINEER PREPARINGTHESE PLANS WILL NOT BE RESPONSIBLE FOR, OR LIABLE FOR, UNAUTHORIZEDIN WRITING AND MUST BE APPROVED BY THE PREPARER OF THESE PLANS.CHANGES TO OR USES OF THESE PLANS. ALL CHANGES TO THE PLANS MUST BE K.A.C.C.A.C.K.A.C.LOCATION:BENCHMARK:ELEV.PREPARED UNDER THE DIRECT SUPERVISION OF:DESIGN BY:DRAWN BY:CHECKED BY:CITY OF CATHEDRAL CITY, COUNTY OF RIVERSIDE,FILE NO.DWG. NO.OF SHEETSSHEETKEITH A. CHRISTIANSENDATER.C.E. 500831PRELIMINARY PRE HYDROLOGY MAPAPN 670-110-0431Christiansen & CompanyLand Development - Design - EngineeringEst. 20075225 Canyon Crest Drive, Ste 251Riverside, California 92507Ph: 951-323-4713 Fax: 951-405-8410email:[email protected] WRENAPPROVED DATEREVISIONCORRECTED APPROVED"AS BUILT"BYBYDATEDATETHESE PLANS WILL NOT BE RESPONSIBLE FOR, OR LIABLE FOR, UNAUTHORIZEDIN WRITING AND MUST BE APPROVED BY THE PREPARER OF THESE PLANS.CHANGES TO OR USES OF THESE PLANS. ALL CHANGES TO THE PLANS MUST BE 116363.23BRONZE DISC. IN CONCRETE MONUMENT AT THE BENCHMARK: FD. CATHEDRAL CITY NE COR. OF DATE PALM DR. & RAMON RD. APPROX. XXXXX ROSEMOUNT AVENUE STATE OF CALIFORNIADATE PALM/RAMON20 FEET FROM EDGES OF PAVEMENT.

IN THE CITY OF CATHEDRAL CITY, COUNTY OF RIVERSIDE, STATE OF CALIFORNIATHE WREN EXISTING GENERAL PLAN LAND USE:PROPOSED GENERAL PLAN LAND USE:LIQUEFACTION: NO LIQUEFACTION AREAFEMA FLOOD ZONE DESIGNATION: ZONE X (FLOOD HAZARD IS UNDETERMINED, BUT POSSIBLE)PER FIRM MAP NO. 06065C1579G / DATED: AUGUST 28, 2008NOTE: 1.2.THIS MAP INCLUDES THE ENTIRE CONTIGUOUS OWNERSHIP OF THE LAND DIVIDER.THERE ARE NO KNOWN WELLS ON PROPERTY OR WITHIN 200 FEET OF PROPERTY.3. THERE ARE NO EXISTING DWELLINGS, BUILDINGS, OR OTHER STRUCTURES KNOWN ON THISPROPERTY.4. SUBDIVISION WILL SHOW COMPLIANCE WITH CITY/COUNTY WATER QUALITY MANAGEMENTPER A SEPARATE WQMP REPORT.REVISIONS: NO. DATE: DESCRIPTION:CG (GENERAL COMMERCIAL)RM (MEDIUM DENSITY RESIDENTIAL)EXISTING ZONING:PROPOSED ZONING:PCC (PLANNED COMMUNITY COMMERCIAL)R3 (MULTIPLE FAMILY RESIDENTIAL)LEGAL DESCRIPTION:EXISTING GROSS ACREAGE:PROPOSED NET ACREAGE:BUILDINGS (138724 SF)ASPHALT (111774 SF)CONCRETE (34951 SF)LANDSCAPE (125947 SF)ACREAGE:10.48 ACRES10.48 ACRES3.18 ACRES2.57 ACRES0.80 ACRES2.89 ACRES1.04 ACRESOWNER / MAINTENANCE ENTITY:PRIVATEASSESSOR'S PARCEL NUMBER: 670-110-043PROPOSED IMPROVEMENT SCHEDULE: SCHEDULE "A"SOURCE OF TOPOGRAPHY:ADDRESS:DATE OF TOPOGRAPHY:INLAND AERIAL SURVEYS, INC.7117 ARLINGTON AVENUE, SUITE "A"RIVERSIDE, CA 92503JULY 11, 2023 TELEPHONE: (951) 687-4252EXHIBIT PREPARER:ADDRESS:CONTACT:CHRISTIANSEN & COMPANY5225 CANYON CREST DRIVE, SUITE 251RIVERSIDE, CA 92507KEITH CHRISTIANSEN TELEPHONE: (951)323-4713CONTACT:STEFAN VOGEL TELEPHONE: (626) 277-6782LAND OWNER:ADDRESS:DESERT CARE, LLC31190 CALLE CAYUGACATHEDRAL CITY, CA 92234APPLICANT:ADDRESS:CONTACT:DATA TABLECOACHELLA VALLEY COMMUNITY DEELOPMENT GROUP, INC36101 BOB HOPE DRIVE, SUITE E5RANCHO MIRAGE, CA 92270STEFAN VOGELTELEPHONE:(626) 277-6782EXHIBIT DATE: OCTOBER 6, 2023PRELIMINARY PRE HYDROLOGY MAPARCHITECT:ADDRESS:CONTACT:HUMPHREYS & PARTNERS ARCHITECTS, LP2350 BRISTOL STREETCOSTA MESA, CA 92626VELY ZAJEC TELEPHONE: (949)955-4500LANDSCAPE ARCHITECT:ADDRESS:CONTACT:JSA LANDSCAPE ARCHITECT19846 COVENTRY LANEHUNTINGTON BEACH, CA 92646JIM SHROPE TELEPHONE: (760)610-9873GEO/INFILTRATION:ADDRESS:CONTACT:SLADDEN ENGINEERING45090 GOLF CENTER PARKWAYINDIO, CA 92201BRETT ANDERSON TELEPHONE: (760)863-0713email:[email protected]:[email protected]:[email protected]:[email protected]:[email protected]:[email protected] BASIN (45113 SF)PRIVATEPRIVATEPRIVATEPRIVATEPRIVATEEXISTING EASEMENT NOTES:12AREAS:UTILITY PURVEYORS:WATER - COACHELLA VALLEY WATER DISTRICT PH: 760-398-2651SEWER - COACHELLA VALLEY WATER DISTRICT PH: 760-398-2651ELECTRIC - SOUTHERN CALIFORNIA EDISON PH: 760-202-4252GAS - SOUTHERN CALIFORNIA GAS COMPANY PH: 800-427-2200TELEPHONE -FRONTIER PH: 760-864-1726CABLE -SPECTRUM PH: 760-346-3714GEOTECHNICAL:ADDRESS:CONTACT:LANDMARK CONSULTANTS, INC.77-948 WILDCAT DRIVEPALM DESERT, CA 92211GREG M. CHANDRA TELEPHONE: (760)360-0665email:[email protected] EASEMENT FOR STREET PURPOSES IN FAVOR OF THECOUNTY OF SAN BERNARDINO AS RECORDED IN BOOK 2825AT PAGE 265, DATED 1/1/61, REC. OF RIVERSIDE COUNTY, CA.AN EASEMENT FOR PUBLIC HIGHWAY AND PUBLIC UTILITYPURPOSED IN FAVOR OF THE CITY OF CATHEDRAL CITY ASRECORDED PER INST. NO. 188899 , DATED 6/6/91, REC. OFRIVERSIDE COUNTY, CA.

DP/L
P/LDATE PALM DRIVEC/LSECTION 15 LINEVICINITY MAPNTSVISTA CHINO30TH AVENUEINTERSTATE 10LANDAU BLVDMcCALLUM WAYBARISTO RD.SAN ELJAY AVE.CYPRESS RD.ROSEMOUNT AVE.PROJECT SITEROSEMOUNT AVE.INDICATES DECORATIVE CONCRETEINDICATES FLOWLINEINDICATES TOP OF CURBINDICATES TOP OF PAVEMENTFLTCTPINDICATE LINEAR FEETL.F.INDICATES INVERT ELEVATIONINDICATES TOP OF GRATEINV.TGINDICATES PROPERTY LINEP/LINDICATES FINISHED HARD SURFACEFSINDICATES TOP OF FOOTINGTFINDICATES TOP OF WALLTWINDICATES PLANTERPINDICATES FINISHED DIRTFGINDICATES BLOCK WALLINDICATES BOTTOMBTMPER LANDSCAPE PLANINDICATES PROPOSED ASPHALTINDICATES EXISTING CONTOURINDICATES PROPOSED CONTOUR(50)50INDICATES EXISTING GRADEEGLEGENDHYDRAULIC DATATRIBUTARY AREA (AC.) IMP% Q100 (cfs) V100 (cf)E1 10.48 5.0% 35.61 46544OFF2OFF1Q100= 1.48 cfsV100= 2068 cf Q100= 4.68 cfsV100= 12115 cfOFF1 1.18 90.0% 4.68 12155OFF2 0.42 25.0% 1.48 2068E1Q100=35.61 cfsV100=46544 cf

POST-DEVELOPMENT
1'-6 171/256"TRELLISPOOLSPA30 x 75(TBD)
PAPA

PAPAPAPAPAPAPA
PA
FF=361.17PE=360.5TP 360.17TC 359.64FL 359.14TC 359.50FL 359.00FF=360.97PE=360.3FF=360.97PE=360.3FF=360.27PE=359.6FF=360.57PE=359.9FF=361.17PE=360.5FF=361.17PE=360.5FF=361.67PE=361.0FF=361.57PE=360.9FF=361.67PE=361.0FF=361.67PE=361.0FF=361.37PE=360.7FF=361.37PE=360.7TP 360.49TP 360.201.56%2.74%1.48%1.50%3.03%2.79%0.50%0.53%0.51%0.50%HPHP1.86%1.50%1.40%0.53%TC 360.54FL 360.04TC 359.76FL 359.260.54%TC 361.17FL 360.67HP0.89%3.34%2.73%1.50%3.73%TP 360.28TP 360.61TP 360.55HP0.53%0.85%4.71%2.34%1.57%1.25%0.57%3.20%3.01%1.02%TC 360.49TP 359.99TC 360.47FL 359.97FL 359.46TG 359.390.50%TC 360.17FL 359.67TC 360.59FL 360.09TC 360.89FL 360.39TC 361.47TP 360.97TC 361.08FL 360.58TC 360.75FL 360.25TC 360.89TP 360.39POOL LIP 361.40POOL LIP 361.401%1%BOT=350.0BOT=354.0BOT=350.0BASINRETENTIONBASINRET.BASINRET.2%MIN.2%PROP. 6"2%MIN.CURB & GUTTERPROP. 6'SIDEWALK60'C/L(TC 361.54)(FL 360.88)(TC 361.46)(FL 360.78)(TC 357.52)(FL 357.021.89%(1.10%)(TC 355.53)(FL 355.04)(TC 352.24)(FL 351.78)(TC 352.33)(FL 351.85)(TC 357.65)(FL 357.15)(TC 359.75)(FL 359.25)20'20' 10'10'(TC 361.40)(FL 360.83)(FL 360.70)(FL 360.64)(TC 361.19)(FL 360.56) (TC 362.76)(FL 362.06)EXIST. 8" CURB & GUTTER63'43' 20'11'73'FS 361.00FS 361.00TC 359.01FL 358.51CB22%0.50%0.50%TC 359.29FL 358.79HP0.50%2.25%3.42%0.58%1.0%1.0%FS 361.001%FF=361.40TC 359.21FL 358.71TC 358.82FL 358.32TC 358.40FL 357.90HPTC 360.08FL 359.58TC 359.85FL 359.35TC 361.00FL 360.50TC 360.03FL 359.53TC 359.78FL 359.28TC 359.68FL 359.18TC 359.33FL 358.83TC 359.26FL 358.76FL 358.35TC 359.81FL 359.31GB5.04%4.01%1.54%4.65%TC 359.41FL 358.91TC 359.66FL 359.163.91%2.12%2.00%1.50%1.50%3.37%TC 360.37FL 359.870.50%0.50%0.51%0.50%0.47%3.51%1.86%1.20%0.24%1.12%1.50%0.57%4.25%0.80%0.80%3.66%1.85%3.46%1.80%3.57%1.80%0.76%1.00%1.00%1.50%TP 360.34HP0.65%0.50%1.00%1.00%TC 359.89FL 359.39TC 360.19FL 359.69TC 360.25FL 359.75TC 359.86FL 359.36TC 360.20FL 359.70TC 360.17FL 359.67TC 360.46FL 359.96TC 360.54FL 360.04TC 360.67FL 360.17TC 359.78FL 359.28TC 359.83FL 359.33TC 360.67FL 360.17TC 360.55FL 360.05TC 360.50FL 360.00TC 359.80FL 359.30TC 360.62FL 360.12TC 361.03FL 360.53FS 359.810.5%0.5%0.5%FL 359.3GBHP0.5%2.3%FL 360.2FL 359.012%HPFL 360.2FL 359.20.5%TG 358.750.5%FL 360.1GBFL 360.7HPTG 359.71TC 361.48TP 360.980.5%0.5%FL 359.7FL 360.0FL 359.9FL 360.4HPTC 360.62TP 360.12TC 361.86TP 361.36TC 361.94TP 361.44FL 360.2HPFL 360.0FL 359.9TG 359.082%2%TC 361.42TP 360.92TC 361.42TP 360.92TC 361.31TP 360.81TC 360.00TP 359.50TC 360.00TP 359.50TC 360.00TP 359.50TC 360.00TP 359.50TC 360.78TP 360.28TC 361.04TP 360.54TC 361.06TP 360.56TC 361.14TP 360.64TC 361.45TP 360.95TC 361.55TP 361.0524" HDPE8" HDPE8" HDPE8" HDPE24" HDPE3.7%0.5%30" HDPE EXISTING R/WEXISTING R/WN0° 05' 20"EN89° 56' 46"WN. 00°01"43" E 779.37'(PROTECT IN PLACE)EXIST. 6' BLOCK WALL571.33'N. 89°56"46" W N. 30°54"40" W 29.17' N. 00°05"20" E 754.69'N. 89°54"51" W 585.53'PROP. 6' BLOCK WALLPROP. 6' BLOCK WALL PROP. 6' BLOCK WALL
CB1CB3CB4(TC 356.53)(FL 356.03)CB5
TC 361.00TP 360.50TC 360.98TP 360.48TC 361.05TP 360.5518" HDPE3:13:13:13:13:13:13:13:1 K.A.C.C.A.C.K.A.C.LOCATION:BENCHELEV.DESIGN BY:DRAWN BY:CHECKED BY:FILE NO.DWG. NO.OF SHEETSSHEETDATER.C.E. 500831Christiansen & CompanyLand Development - Design - EngineeringEst. 20075225 Canyon Crest Drive, Ste 251Riverside, California 92507Ph: 951-323-4713 Fax: 951-405-8410email:[email protected] DATEREVISIONCORRECTED APPROVED"AS BUILT"BYBYDATEDATECONSTRUCTION CONTRACTOR AGREES THAT IN ACCORDANCE WITH GENERALLYACCEPTED CONSTRUCTION PRACTICES, CONSTRUCTION CONTRACTOR WILL BEREQUIRED TO ASSUME SOLE AND COMPLETE RESPONSIBILITY FOR JOB SITECONDITIONS DURING THE COURSE OF CONSTRUCTION OF THE PROJECT,INCLUDING THE SAFETY OF PERSONS AND PROPERTY; THAT THIS REQUIREMENTSHALL BE MADE TO APPLY CONTINUOUSLY AND NOT BE LIMITED TO NORMALWORKING HOURS, AND CONSTRUCTION CONTRACTOR FURTHER AGREES TO DEFENDINDEMNIFY AND HOLD DESIGN PROFESSIONAL HARMLESS FROM ANY AND ALLLIABILITY, REAL OR ALLEGED, IN CONNECTION WITH THE PERFORMANCE OF WORKON THIS PROJECT, EXCEPTING LIABILITY ARISING FROM THE SOLE NEGLIGENCEPRIVATE ENGINEERING NOTE:OF DESIGN PROFESSIONAL.UNAUTHORIZED CHANGES & USES:THE ENGINEER PREPARINGTHESE PLANS WILL NOT BE RESPONSIBLE FOR, OR LIABLE FOR, UNAUTHORIZEDIN WRITING AND MUST BE APPROVED BY THE PREPARER OF THESE PLANS.CHANGES TO OR USES OF THESE PLANS. ALL CHANGES TO THE PLANS MUST BE K.A.C.C.A.C.K.A.C.LOCATION:BENCHMARK:ELEV.PREPARED UNDER THE DIRECT SUPERVISION OF:DESIGN BY:DRAWN BY:CHECKED BY:CITY OF CATHEDRAL CITY, COUNTY OF RIVERSIDE,FILE NO.DWG. NO.OF SHEETSSHEETKEITH A. CHRISTIANSENDATER.C.E. 500831PRELIMINARY POST HYDROLOGY MAPAPN 670-110-0431Christiansen & CompanyLand Development - Design - EngineeringEst. 20075225 Canyon Crest Drive, Ste 251Riverside, California 92507Ph: 951-323-4713 Fax: 951-405-8410email:[email protected] WRENAPPROVED DATEREVISIONCORRECTED APPROVED"AS BUILT"BYBYDATEDATETHESE PLANS WILL NOT BE RESPONSIBLE FOR, OR LIABLE FOR, UNAUTHORIZEDIN WRITING AND MUST BE APPROVED BY THE PREPARER OF THESE PLANS.CHANGES TO OR USES OF THESE PLANS. ALL CHANGES TO THE PLANS MUST BE 116363.23BRONZE DISC. IN CONCRETE MONUMENT AT THE BENCHMARK: FD. CATHEDRAL CITY NE COR. OF DATE PALM DR. & RAMON RD. APPROX. XXXXX ROSEMOUNT AVENUESTATE OF CALIFORNIADATE PALM/RAMON20 FEET FROM EDGES OF PAVEMENT.

IN THE CITY OF CATHEDRAL CITY, COUNTY OF RIVERSIDE, STATE OF CALIFORNIATHE WREN EXISTING GENERAL PLAN LAND USE:PROPOSED GENERAL PLAN LAND USE:LIQUEFACTION: NO LIQUEFACTION AREAFEMA FLOOD ZONE DESIGNATION: ZONE X (FLOOD HAZARD IS UNDETERMINED, BUT POSSIBLE)PER FIRM MAP NO. 06065C1579G / DATED: AUGUST 28, 2008NOTE: 1.2.THIS MAP INCLUDES THE ENTIRE CONTIGUOUS OWNERSHIP OF THE LAND DIVIDER.THERE ARE NO KNOWN WELLS ON PROPERTY OR WITHIN 200 FEET OF PROPERTY.3. THERE ARE NO EXISTING DWELLINGS, BUILDINGS, OR OTHER STRUCTURES KNOWN ON THISPROPERTY.4. SUBDIVISION WILL SHOW COMPLIANCE WITH CITY/COUNTY WATER QUALITY MANAGEMENTPER A SEPARATE WQMP REPORT.REVISIONS: NO. DATE: DESCRIPTION:CG (GENERAL COMMERCIAL)RM (MEDIUM DENSITY RESIDENTIAL)EXISTING ZONING:PROPOSED ZONING:PCC (PLANNED COMMUNITY COMMERCIAL)R3 (MULTIPLE FAMILY RESIDENTIAL)LEGAL DESCRIPTION:EXISTING GROSS ACREAGE:PROPOSED NET ACREAGE:BUILDINGS (138724 SF)ASPHALT (111774 SF)CONCRETE (34951 SF)LANDSCAPE (125947 SF)ACREAGE:10.48 ACRES10.48 ACRES3.18 ACRES2.57 ACRES0.80 ACRES2.89 ACRES1.04 ACRESOWNER / MAINTENANCE ENTITY:PRIVATEASSESSOR'S PARCEL NUMBER: 670-110-043PROPOSED IMPROVEMENT SCHEDULE: SCHEDULE "A"SOURCE OF TOPOGRAPHY:ADDRESS:DATE OF TOPOGRAPHY:INLAND AERIAL SURVEYS, INC.7117 ARLINGTON AVENUE, SUITE "A"RIVERSIDE, CA 92503JULY 11, 2023 TELEPHONE: (951) 687-4252EXHIBIT PREPARER:ADDRESS:CONTACT:CHRISTIANSEN & COMPANY5225 CANYON CREST DRIVE, SUITE 251RIVERSIDE, CA 92507KEITH CHRISTIANSEN TELEPHONE: (951)323-4713CONTACT:STEFAN VOGEL TELEPHONE: (626) 277-6782LAND OWNER:ADDRESS:DESERT CARE, LLC31190 CALLE CAYUGACATHEDRAL CITY, CA 92234APPLICANT:ADDRESS:CONTACT:DATA TABLECOACHELLA VALLEY COMMUNITY DEELOPMENT GROUP, INC36101 BOB HOPE DRIVE, SUITE E5RANCHO MIRAGE, CA 92270STEFAN VOGELTELEPHONE:(626) 277-6782EXHIBIT DATE: OCTOBER 6, 2023PRELIMINARY POST HYDROLOGY MAPARCHITECT:ADDRESS:CONTACT:HUMPHREYS & PARTNERS ARCHITECTS, LP2350 BRISTOL STREETCOSTA MESA, CA 92626VELY ZAJEC TELEPHONE: (949)955-4500LANDSCAPE ARCHITECT:ADDRESS:CONTACT:JSA LANDSCAPE ARCHITECT19846 COVENTRY LANEHUNTINGTON BEACH, CA 92646JIM SHROPE TELEPHONE: (760)610-9873GEO/INFILTRATION:ADDRESS:CONTACT:SLADDEN ENGINEERING45090 GOLF CENTER PARKWAYINDIO, CA 92201BRETT ANDERSON TELEPHONE: (760)863-0713email:[email protected]:[email protected]:[email protected]:[email protected]:[email protected]:[email protected] BASIN (45113 SF)PRIVATEPRIVATEPRIVATEPRIVATEPRIVATEEXISTING EASEMENT NOTES:12AREAS:UTILITY PURVEYORS:WATER -COACHELLA VALLEY WATER DISTRICT PH: 760-398-2651SEWER - COACHELLA VALLEY WATER DISTRICT PH: 760-398-2651ELECTRIC - SOUTHERN CALIFORNIA EDISON PH: 760-202-4252GAS - SOUTHERN CALIFORNIA GAS COMPANY PH: 800-427-2200TELEPHONE - FRONTIER PH: 760-864-1726CABLE -SPECTRUM PH: 760-346-3714GEOTECHNICAL:ADDRESS:CONTACT:LANDMARK CONSULTANTS, INC.77-948 WILDCAT DRIVEPALM DESERT, CA 92211GREG M. CHANDRA TELEPHONE: (760)360-0665email:[email protected] EASEMENT FOR STREET PURPOSES IN FAVOR OF THECOUNTY OF SAN BERNARDINO AS RECORDED IN BOOK 2825AT PAGE 265, DATED 1/1/61, REC. OF RIVERSIDE COUNTY, CA.AN EASEMENT FOR PUBLIC HIGHWAY AND PUBLIC UTILITYPURPOSED IN FAVOR OF THE CITY OF CATHEDRAL CITY ASRECORDED PER INST. NO. 188899 , DATED 6/6/91, REC. OFRIVERSIDE COUNTY, CA.

A AB B

CCDDP/L
P/LDATE PALM DRIVEC/LSECTION 15 LINEVICINITY MAPNTS
SECTION "A-A"SCALE: HORIZ. 1"=40'
VISTA CHINO30TH AVENUEINTERSTATE 10LANDAU BLVDMcCALLUM WAYBARISTO RD.SAN ELJAY AVE.CYPRESS RD.ROSEMOUNT AVE.PROJECT SITE C/LDATE PALM DRIVE 43'20'(TP 363.3)(TC 363.0)(FL 362.3)TOW 369.4TF 362.42%2:1MAX.FG 363.4PROP. 6' BLOCK WALLFL SWALE360.6BLDG 9 PAD=361.03.9%TC 359.55FL 359.35TC 360.36TP 359.860.53%TC 360.72TP 360.22TC 360.93TP 360.43TP 360.450.51%FL 359.95TC 360.86TP 360.360.80%FG 360.7350.0RETENTIONBOTTOMBASINTC 360.54TP 360.14TC 360.76TP 360.26 EXIST. R/W P/L 360 3503:13:1APN 670-401-016PE 357.0VERT. 1"=4' 360 370 ROSEMOUNT AVE.INDICATES DECORATIVE CONCRETEINDICATES FLOWLINEINDICATES TOP OF CURBINDICATES TOP OF PAVEMENTFLTCTPINDICATE LINEAR FEETL.F.INDICATES INVERT ELEVATIONINDICATES TOP OF GRATEINV.TGINDICATES PROPERTY LINEP/LINDICATES FINISHED HARD SURFACEFSINDICATES TOP OF FOOTINGTFINDICATES TOP OF WALLTWINDICATES PLANTERPINDICATES FINISHED DIRTFGINDICATES BLOCK WALLINDICATES BOTTOMBTMPER LANDSCAPE PLANINDICATES PROPOSED ASPHALTINDICATES EXISTING CONTOURINDICATES PROPOSED CONTOUR(50)50INDICATES EXISTING GRADEEGLEGENDBLDG. #4BLDG. #3BLDG. #2BLDG. #1BLDG. #5BLDG. #7BLDG. #12BLDG. #11BLDG. #10BLDG. #9BLDG. #8BLDG. #712T1T2T3T4T5 T6HYDRAULIC DATATRIBUTARY AREA (AC.) IMP% Q100 (cfs) V100 (cf)T1(CB#1) 1.81 79.4% 7.05 14810T2(CB#2) 1.68 81.9% 6.58 14531T3(CB#3) 1.94 90.0% 7.70 19985T4(CB#4) 3.19 78.4% 12.41 25572T5(CB#5) 0.60 67.7% 2.29 4015T6 1.45 5.0% 4.93 6439ENTIRE PROJECT 10.48 62.5% 39.66 66256OFF2OFF1Q100= 12.41 cfsV100= 25572 cfQ100= 7.05 cfsV100= 14801 cfQ100= 6.58 cfsV100= 14531 cfQ100=7.70 cfsV100= 19985 cfQ100= 2.29 cfsV100= 4015 cfQ100= 0.78 cfsV100= 1227 cf Q100= 4.68 cfsV100= 12115 cfOFF10.2190.0% 4.68 12155OFF21.1855.5%0.78 1227 100yr-3hr WS=355.0
2021 Whitewater River Region WQMP The Wren (APN 670-110-043) – Cathedral City, CA 92234

Appendix D Educational Materials
Site Design & Landscape Planning SD-10
January 2003 California Stormwater BMP Handbook 1 of 4 New Development and Redevelopment www.cabmphandbooks.com Description Each project site possesses unique topographic, hydrologic, and vegetative features, some of which are more suitable for development than others. Integrating and incorporating appropriate landscape planning methodologies into the project design is the most effective action that can be done to minimize surface and groundwater contamination from stormwater. Approach Landscape planning should couple consideration of land suitability for urban uses with consideration of community goals and projected growth. Project plan designs should conserve natural areas to the extent possible, maximize natural water storage and infiltration opportunities, and protect slopes and channels. Suitable Applications Appropriate applications include residential, commercial and industrial areas planned for development or redevelopment. Design Considerations Design requirements for site design and landscapes planning should conform to applicable standards and specifications of agencies with jurisdiction and be consistent with applicable General Plan and Local Area Plan policies.

Design Objectives Maximize Infiltration Provide Retention Slow Runoff Minimize Impervious Land Coverage Prohibit Dumping of Improper Materials Contain Pollutants Collect and Convey

SD-10 Site Design & Landscape Planning
2 of 4 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com Designing New Installations Begin the development of a plan for the landscape unit with attention to the following general principles: Formulate the plan on the basis of clearly articulated community goals. Carefully identify conflicts and choices between retaining and protecting desired resources and community growth. Map and assess land suitability for urban uses. Include the following landscape features in the assessment: wooded land, open unwooded land, steep slopes, erosion-prone soils, foundation suitability, soil suitability for waste disposal, aquifers, aquifer recharge areas, wetlands, floodplains, surface waters, agricultural lands, and various categories of urban land use. When appropriate, the assessment can highlight outstanding local or regional resources that the community determines should be protected (e.g., a scenic area, recreational area, threatened species habitat, farmland, fish run). Mapping and assessment should recognize not only these resources but also additional areas needed for their sustenance. Project plan designs should conserve natural areas to the extent possible, maximize natural water storage and infiltration opportunities, and protect slopes and channels. Conserve Natural Areas during Landscape Planning If applicable, the following items are required and must be implemented in the site layout during the subdivision design and approval process, consistent with applicable General Plan and Local Area Plan policies: Cluster development on least-sensitive portions of a site while leaving the remaining land in a natural undisturbed condition. Limit clearing and grading of native vegetation at a site to the minimum amount needed to build lots, allow access, and provide fire protection. Maximize trees and other vegetation at each site by planting additional vegetation, clustering tree areas, and promoting the use of native and/or drought tolerant plants. Promote natural vegetation by using parking lot islands and other landscaped areas. Preserve riparian areas and wetlands. Maximize Natural Water Storage and Infiltration Opportunities Within the Landscape Unit Promote the conservation of forest cover. Building on land that is already deforested affects basin hydrology to a lesser extent than converting forested land. Loss of forest cover reduces interception storage, detention in the organic forest floor layer, and water losses by evapotranspiration, resulting in large peak runoff increases and either their negative effects or the expense of countering them with structural solutions. Maintain natural storage reservoirs and drainage corridors, including depressions, areas of permeable soils, swales, and intermittent streams. Develop and implement policies and Site Design & Landscape Planning SD-10
January 2003 California Stormwater BMP Handbook 3 of 4 New Development and Redevelopment www.cabmphandbooks.com regulations to discourage the clearing, filling, and channelization of these features. Utilize them in drainage networks in preference to pipes, culverts, and engineered ditches. Evaluating infiltration opportunities by referring to the stormwater management manual for the jurisdiction and pay particular attention to the selection criteria for avoiding groundwater contamination, poor soils, and hydrogeological conditions that cause these facilities to fail. If necessary, locate developments with large amounts of impervious surfaces or a potential to produce relatively contaminated runoff away from groundwater recharge areas. Protection of Slopes and Channels during Landscape Design Convey runoff safely from the tops of slopes. Avoid disturbing steep or unstable slopes. Avoid disturbing natural channels. Stabilize disturbed slopes as quickly as possible. Vegetate slopes with native or drought tolerant vegetation. Control and treat flows in landscaping and/or other controls prior to reaching existing natural drainage systems. Stabilize temporary and permanent channel crossings as quickly as possible, and ensure that increases in run-off velocity and frequency caused by the project do not erode the channel. Install energy dissipaters, such as riprap, at the outlets of new storm drains, culverts, conduits, or channels that enter unlined channels in accordance with applicable specifications to minimize erosion. Energy dissipaters shall be installed in such a way as to minimize impacts to receiving waters. Line on-site conveyance channels where appropriate, to reduce erosion caused by increased flow velocity due to increases in tributary impervious area. The first choice for linings should be grass or some other vegetative surface, since these materials not only reduce runoff velocities, but also provide water quality benefits from filtration and infiltration. If velocities in the channel are high enough to erode grass or other vegetative linings, riprap, concrete, soil cement, or geo-grid stabilization are other alternatives. Consider other design principles that are comparable and equally effective. Redeveloping Existing Installations Various jurisdictional stormwater management and mitigation plans (SUSMP, WQMP, etc.) define “redevelopment” in terms of amounts of additional impervious area, increases in gross floor area and/or exterior construction, and land disturbing activities with structural or impervious surfaces. The definition of “ redevelopment” must be consulted to determine whether or not the requirements for new development apply to areas intended for redevelopment. If the definition applies, the steps outlined under “designing new installations” above should be followed.

SD-10 Site Design & Landscape Planning
4 of 4 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com Redevelopment may present significant opportunity to add features which had not previously been implemented. Examples include incorporation of depressions, areas of permeable soils, and swales in newly redeveloped areas. While some site constraints may exist due to the status of already existing infrastructure, opportunities should not be missed to maximize infiltration, slow runoff, reduce impervious areas, disconnect directly connected impervious areas. Other Resources A Manual for the Standard Urban Stormwater Mitigation Plan (SUSMP), Los Angeles County Department of Public Works, May 2002. Stormwater Management Manual for Western Washington, Washington State Department of Ecology, August 2001. Model Standard Urban Storm Water Mitigation Plan (SUSMP) for San Diego County, Port of San Diego, and Cities in San Diego County, February 14, 2002. Model Water Quality Management Plan (WQMP) for County of Orange, Orange County Flood Control District, and the Incorporated Cities of Orange County, Draft February 2003. Ventura Countywide Technical Guidance Manual for Stormwater Quality Control Measures, July 2002.

Roof Runoff Controls SD-11
January 2003 California Stormwater BMP Handbook 1 of 3 New Development and Redevelopment www.cabmphandbook.com Description Various roof runoff controls are available to address stormwater that drains off rooftops. The objective is to reduce the total volume and rate of runoff from individual lots, and retain the pollutants on site that may be picked up from roofing materials and atmospheric deposition. Roof runoff controls consist of directing the roof runoff away from paved areas and mitigating flow to the storm drain system through one of several general approaches: cisterns or rain barrels; dry wells or infiltration trenches; pop-up emitters, and foundation planting. The first three approaches require the roof runoff to be contained in a gutter and downspout system. Foundation planting provides a vegetated strip under the drip line of the roof. Approach Design of individual lots for single-family homes as well as lots for higher density residential and commercial structures should consider site design provisions for containing and infiltrating roof runoff or directing roof runoff to vegetative swales or buffer areas. Retained water can be reused for watering gardens, lawns, and trees. Benefits to the environment include reduced demand for potable water used for irrigation, improved stormwater quality, increased groundwater recharge, decreased runoff volume and peak flows, and decreased flooding potential. Suitable Applications Appropriate applications include residential, commercial and industrial areas planned for development or redevelopment. Design Considerations Designing New Installations Cisterns or Rain Barrels One method of addressing roof runoff is to direct roof downspouts to cisterns or rain barrels. A cistern is an above ground storage vessel with either a manually operated valve or a permanently open outlet. Roof runoff is temporarily stored and then released for irrigation or infiltration between storms. The number of rain Design Objectives Maximize Infiltration Provide Retention Slow Runoff Minimize Impervious Land Coverage Prohibit Dumping of Improper Materials Contain Pollutants Collect and Convey Rain Garden
SD-11 Roof Runoff Controls
2 of 3 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbook.com barrels needed is a function of the rooftop area. Some low impact developers recommend that every house have at least 2 rain barrels, with a minimum storage capacity of 1000 liters. Roof barrels serve several purposes including mitigating the first flush from the roof which has a high volume, amount of contaminants, and thermal load. Several types of rain barrels are commercially available. Consideration must be given to selecting rain barrels that are vector proof and childproof. In addition, some barrels are designed with a bypass valve that filters out grit and other contaminants and routes overflow to a soak-away pit or rain garden. If the cistern has an operable valve, the valve can be closed to store stormwater for irrigation or infiltration between storms. This system requires continual monitoring by the resident or grounds crews, but provides greater flexibility in water storage and metering. If a cistern is provided with an operable valve and water is stored inside for long periods, the cistern must be covered to prevent mosquitoes from breeding. A cistern system with a permanently open outlet can also provide for metering stormwater runoff. If the cistern outlet is significantly smaller than the size of the downspout inlet (say ¼ to ½ inch diameter), runoff will build up inside the cistern during storms, and will empty out slowly after peak intensities subside. This is a feasible way to mitigate the peak flow increases caused by rooftop impervious land coverage, especially for the frequent, small storms. Dry wells and Infiltration Trenches Roof downspouts can be directed to dry wells or infiltration trenches. A dry well is constructed by excavating a hole in the ground and filling it with an open graded aggregate, and allowing the water to fill the dry well and infiltrate after the storm event. An underground connection from the downspout conveys water into the dry well, allowing it to be stored in the voids. To minimize sedimentation from lateral soil movement, the sides and top of the stone storage matrix can be wrapped in a permeable filter fabric, though the bottom may remain open. A perforated observation pipe can be inserted vertically into the dry well to allow for inspection and maintenance. In practice, dry wells receiving runoff from single roof downspouts have been successful over long periods because they contain very little sediment. They must be sized according to the amount of rooftop runoff received, but are typically 4 to 5 feet square, and 2 to 3 feet deep, with a minimum of 1-foot soil cover over the top (maximum depth of 10 feet). To protect the foundation, dry wells must be set away from the building at least 10 feet. They must be installed in solids that accommodate infiltration. In poorly drained soils, dry wells have very limited feasibility. Infiltration trenches function in a similar manner and would be particularly effective for larger roof areas. An infiltration trench is a long, narrow, rock-filled trench with no outlet that receives stormwater runoff. These are described under Treatment Controls. Pop-up Drainage Emitter Roof downspouts can be directed to an underground pipe that daylights some distance from the building foundation, releasing the roof runoff through a pop-up emitter. Similar to a pop-up irrigation head, the emitter only opens when there is flow from the roof. The emitter remains flush to the ground during dry periods, for ease of lawn or landscape maintenance.

Roof Runoff Controls SD-11
January 2003 California Stormwater BMP Handbook 3 of 3 New Development and Redevelopment www.cabmphandbook.com Foundation Planting Landscape planting can be provided around the base to allow increased opportunities for stormwater infiltration and protect the soil from erosion caused by concentrated sheet flow coming off the roof. Foundation plantings can reduce the physical impact of water on the soil and provide a subsurface matrix of roots that encourage infiltration. These plantings must be sturdy enough to tolerate the heavy runoff sheet flows, and periodic soil saturation. Redeveloping Existing Installations Various jurisdictional stormwater management and mitigation plans (SUSMP, WQMP, etc.) define “redevelopment” in terms of amounts of additional impervious area, increases in gross floor area and/or exterior construction, and land disturbing activities with structural or impervious surfaces. The definition of “ redevelopment” must be consulted to determine whether or not the requirements for new development apply to areas intended for redevelopment. If the definition applies, the steps outlined under “designing new installations” above should be followed. Supplemental Information Examples City of Ottawa’s Water Links Surface –Water Quality Protection Program City of Toronto Downspout Disconnection Program City of Boston, MA, Rain Barrel Demonstration Program Other Resources Hager, Marty Catherine, Stormwater, “Low-Impact Development”, January/February 2003. www.stormh2o.com Low Impact Urban Design Tools, Low Impact Development Design Center, Beltsville, MD. www.lid-stormwater.net Start at the Source, Bay Area Stormwater Management Agencies Association, 1999 Edition Efficient Irrigation SD-12
January 2003 California Stormwater BMP Handbook 1 of 2 New Development and Redevelopment www.cabmphandbooks.com Description Irrigation water provided to landscaped areas may result in excess irrigation water being conveyed into stormwater drainage systems. Approach Project plan designs for development and redevelopment should include application methods of irrigation water that minimize runoff of excess irrigation water into the stormwater conveyance system. Suitable Applications Appropriate applications include residential, commercial and industrial areas planned for development or redevelopment. (Detached residential single-family homes are typically excluded from this requirement.) Design Considerations Designing New Installations The following methods to reduce excessive irrigation runoff should be considered, and incorporated and implemented where determined applicable and feasible by the Permittee: Employ rain-triggered shutoff devices to prevent irrigation after precipitation. Design irrigation systems to each landscape area’s specific water requirements. Include design featuring flow reducers or shutoff valves triggered by a pressure drop to control water loss in the event of broken sprinkler heads or lines. Implement landscape plans consistent with County or City water conservation resolutions, which may include provision of water sensors, programmable irrigation times (for short cycles), etc.

Design Objectives Maximize Infiltration Provide Retention Slow Runoff Minimize Impervious Land Coverage Prohibit Dumping of Improper Materials Contain Pollutants Collect and Convey

SD-12 Efficient Irrigation
2 of 2 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com Design timing and application methods of irrigation water to minimize the runoff of excess irrigation water into the storm water drainage system. Group plants with similar water requirements in order to reduce excess irrigation runoff and promote surface filtration. Choose plants with low irrigation requirements (for example, native or drought tolerant species). Consider design features such as: Using mulches (such as wood chips or bar) in planter areas without ground cover to minimize sediment in runoff Installing appropriate plant materials for the location, in accordance with amount of sunlight and climate, and use native plant materials where possible and/or as recommended by the landscape architect Leaving a vegetative barrier along the property boundary and interior watercourses, to act as a pollutant filter, where appropriate and feasible Choosing plants that minimize or eliminate the use of fertilizer or pesticides to sustain growth Employ other comparable, equally effective methods to reduce irrigation water runoff. Redeveloping Existing Installations Various jurisdictional stormwater management and mitigation plans (SUSMP, WQMP, etc.) define “redevelopment” in terms of amounts of additional impervious area, increases in gross floor area and/or exterior construction, and land disturbing activities with structural or impervious surfaces. The definition of “ redevelopment” must be consulted to determine whether or not the requirements for new development apply to areas intended for redevelopment. If the definition applies, the steps outlined under “designing new installations” above should be followed. Other Resources A Manual for the Standard Urban Stormwater Mitigation Plan (SUSMP), Los Angeles County Department of Public Works, May 2002. Model Standard Urban Storm Water Mitigation Plan (SUSMP) for San Diego County, Port of San Diego, and Cities in San Diego County, February 14, 2002. Model Water Quality Management Plan (WQMP) for County of Orange, Orange County Flood Control District, and the Incorporated Cities of Orange County, Draft February 2003. Ventura Countywide Technical Guidance Manual for Stormwater Quality Control Measures, July 2002.

Trash Storage Areas SD-32
January 2003 California Stormwater BMP Handbook 1 of 2 New Development and Redevelopment www.cabmphandbooks.com Description Trash storage areas are areas where a trash receptacle (s) are located for use as a repository for solid wastes. Stormwater runoff from areas where trash is stored or disposed of can be polluted. In addition, loose trash and debris can be easily transported by water or wind into nearby storm drain inlets, channels, and/or creeks. Waste handling operations that may be sources of stormwater pollution include dumpsters, litter control, and waste piles. Approach This fact sheet contains details on the specific measures required to prevent or reduce pollutants in stormwater runoff associated with trash storage and handling. Preventative measures including enclosures, containment structures, and impervious pavements to mitigate spills, should be used to reduce the likelihood of contamination. Suitable Applications Appropriate applications include residential, commercial and industrial areas planned for development or redevelopment. (Detached residential single-family homes are typically excluded from this requirement.) Design Considerations Design requirements for waste handling areas are governed by Building and Fire Codes, and by current local agency ordinances and zoning requirements. The design criteria described in this fact sheet are meant to enhance and be consistent with these code and ordinance requirements. Hazardous waste should be handled in accordance with legal requirements established in Title 22, California Code of Regulation. Wastes from commercial and industrial sites are typically hauled by either public or commercial carriers that may have design or access requirements for waste storage areas. The design criteria in this fact sheet are recommendations and are not intended to be in conflict with requirements established by the waste hauler. The waste hauler should be contacted prior to the design of your site trash collection areas. Conflicts or issues should be discussed with the local agency. Designing New Installations Trash storage areas should be designed to consider the following structural or treatment control BMPs: Design trash container areas so that drainage from adjoining roofs and pavement is diverted around the area(s) to avoid run-on. This might include berming or grading the waste handling area to prevent run-on of stormwater. Make sure trash container areas are screened or walled to prevent off-site transport of trash.

Design Objectives Maximize Infiltration Provide Retention Slow Runoff Minimize Impervious Land Coverage Prohibit Dumping of Improper Materials Contain Pollutants Collect and Convey SD-32 Trash Storage Areas
2 of 2 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com Use lined bins or dumpsters to reduce leaking of liquid waste. Provide roofs, awnings, or attached lids on all trash containers to minimize direct precipitation and prevent rainfall from entering containers. Pave trash storage areas with an impervious surface to mitigate spills. Do not locate storm drains in immediate vicinity of the trash storage area. Post signs on all dumpsters informing users that hazardous materials are not to be disposed of therein. Redeveloping Existing Installations Various jurisdictional stormwater management and mitigation plans (SUSMP, WQMP, etc.) define “redevelopment” in terms of amounts of additional impervious area, increases in gross floor area and/or exterior construction, and land disturbing activities with structural or impervious surfaces. The definition of “ redevelopment” must be consulted to determine whether or not the requirements for new development apply to areas intended for redevelopment. If the definition applies, the steps outlined under “designing new installations” above should be followed. Additional Information Maintenance Considerations The integrity of structural elements that are subject to damage (i.e., screens, covers, and signs) must be maintained by the owner/operator. Maintenance agreements between the local agency and the owner/operator may be required. Some agencies will require maintenance deed restrictions to be recorded of the property title. If required by the local agency, maintenance agreements or deed restrictions must be executed by the owner/operator before improvement plans are approved. Other Resources A Manual for the Standard Urban Stormwater Mitigation Plan (SUSMP), Los Angeles County Department of Public Works, May 2002. Model Standard Urban Storm Water Mitigation Plan (SUSMP) for San Diego County, Port of San Diego, and Cities in San Diego County, February 14, 2002. Model Water Quality Management Plan (WQMP) for County of Orange, Orange County Flood Control District, and the Incorporated Cities of Orange County, Draft February 2003. Ventura Countywide Technical Guidance Manual for Stormwater Quality Control Measures, July 2002.

Vehicle and Equipment Cleaning SC-21
September 2014 California Stormwater BMP Handbook 1 of 6 Industrial and Commercial www.casqa.org Description Wash water from vehicle and equipment cleaning activities performed outdoors or in areas where wash water flows onto the ground can contribute toxic hydrocarbons and other organic compounds, oils and greases, nutrients, phosphates, heavy metals, and suspended solids to stormwater runoff. Use of the procedures outlined below can prevent or reduce the discharge of pollutants to stormwater during vehicle and equipment cleaning. 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  If possible, use properly maintained off-site commercial washing and steam cleaning businesses whenever possible. These businesses are better equipped to handle and properly dispose of the wash waters.  Use dry cleaning methods to remove debris and sweep area; avoid washing with water when possible.  Good housekeeping practices can minimize the risk of contamination from wash water discharges.  Use biodegradable, phosphate-free detergents for washing vehicles as appropriate  Emphasize the connection between the storm drain system and runoff, help reinforce that vehicle and equipment washing activities affect local water quality through storm drain stenciling programs.

Objectives  Cover  Contain  Educate  Reduce/Minimize  Product Substitution Targeted Constituents Sediment  Nutrients  Trash
Metals 
Bacteria
Oil and Grease 
Organics 
Minimum BMPs Addressed 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 

Vehicle and Equipment Cleaning SC-21
September 2014 California Stormwater BMP Handbook 2 of 6 Industrial and Commercial www.casqa.org  Map on-site storm drain locations to avoid discharges to the storm drain system.  Designate specific wash area with clarifier or place wash areas away from storm drain connections. Good Housekeeping  Mark the area clearly as a wash area by:  Posting signs stating that only washing is allowed in wash area; and  Providing information on how washing is to be done.  Provide trash containers in wash area.  Have all vehicle and equipment washing done in areas designed to collect and hold the wash and rinse water or effluent generated. Recycle, collect or treat wash water effluent prior to discharge to the sanitary sewer system.  If washing/cleaning must occur on-site, consider washing vehicles and equipment inside the building or on an impervious surface to control the targeted constituents by directing them to the sanitary sewer.  If washing must occur on-site and outdoor:  Use designated paved wash areas. This area must be covered or bermed to collect the wash water and graded to direct the wash water to a treatment or disposal facility.  Do not conduct oil changes and other engine maintenance in the designated washing area. Perform these activities in a place designated for oil change and maintenance activities.  Cover the wash area when not in use to prevent contact with rain water.  Do not permit steam cleaning wash water to enter the storm drain system.  If possible, conduct pressure and steam cleaning at appropriate off-site areas to avoid generating runoff with high pollutant concentrations. Preventative Maintenance  Install sumps or drain lines to collect wash water for treatment.  Use hoses with nozzles that automatically turn off when left unattended.  Perform routine inspections of drain lines, holding tanks, and hoses and repair leaks immediately.

Vehicle and Equipment Cleaning SC-21
September 2014 California Stormwater BMP Handbook 3 of 6 Industrial and Commercial www.casqa.org  Perform routine inspection and maintenance of wash water recycling and treatment systems. Spill Response and Prevention Procedures  Keep the spill prevention and control 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. Material Handling and Waste Management  Collect all wash water from vehicle and equipment cleaning operations. Consider treating and reusing or discharging wash waters to a sanitary sewer system.  Large quantities of wash waters may require treatment at the facility. Treatment using a process treatment system (e.g., holding tank, filtration system, and related appurtenances) will require engineering and capital expenditures.  Collect and treat small amounts of wash water at the facility and either recycle or discharge to the sanitary sewer system or collect and dispose of as an industrial waste.  Discharge wash waters into sanitary sewer only after contacting local sewer authority to find out if pretreatment is required. Employee Training Program  Train employees on proper cleaning and wash water disposal procedures and conduct “refresher” courses on a regular basis.  Train staff on proper maintenance measures for the wash area.  Train employees and contractors on proper spill containment and cleanup. The employee should have the tools and knowledge to immediately begin cleaning up a spill should one occur.  Use a training log or similar method to document training. Quality Assurance and Record Keeping  Keep accurate maintenance/inspection logs that document the minimum BMP activities performed for vehicle and equipment cleaning activities and improvement actions.

Vehicle and Equipment Cleaning SC-21
September 2014 California Stormwater BMP Handbook 4 of 6 Industrial and Commercial www.casqa.org  Keep accurate logs of spill response actions that document what was spilled, how it was cleaned up, and how the waste was disposed.  Establish procedures to complete logs and file them in the central office. Other Facility-Specific Considerations  Some municipalities may require pretreatment and monitoring of wash water dis-charges to the sanitary sewer.  Steam cleaning can generate significant pollutant concentrations requiring that careful consideration be given to the environmental impacts and compliance issues related to the condensate wastewater generated. Potential Limitations and Work-Arounds Some facilities may have space constraints, limited staffing and time limitations that may preclude implementation of certain BMPs. Provided below are typical limitations and recommended “work-arounds”:  Most car washing best management practices are inexpensive, and rely more on good housekeeping practices (where vehicles are washed, planning for the collection of wash water) than on expensive technology. However, the construction of a specialized area for vehicle washing can be expensive. Also, for facilities that cannot recycle their wash water, the cost of pre-treating wash water through either structural practices or planning for collection and hauling of contaminated water to sewage treatment plants can be cost-prohibitive.  A potential work-around is to use properly maintained off-site commercial washing and steam cleaning businesses whenever possible. Potential Capital Facility Costs and Operation & Maintenance Requirements Facilities  Many facilities will already have indoor covered areas where vehicle and equipment cleaning takes place and will require no additional capital expenditures for providing cover.  Capital investments will be required at some sites if systems to collect and recycle/treat and properly discharge wash water are not in place. The cost associated with these investments will vary depending on the size of the washing facility and local regulations regarding effluent wash water. Maintenance  Perform wash and collection system inspections and repair.  Sweep washing areas frequently to remove solid debris.

Vehicle and Equipment Cleaning SC-21
September 2014 California Stormwater BMP Handbook 5 of 6 Industrial and Commercial www.casqa.org  Repair berms and dikes as necessary.  Inspect and maintain sumps, oil/water separators, and on-site treatment/recycling units. Supplemental Information Designated Cleaning Areas  Washing operations outside should be conducted in a designated wash area having the following characteristics:  Paved with Portland cement concrete  Covered and bermed to prevent contact with stormwater and contain wash water  Sloped for wash water collections  Drainage system for wash water to the sanitary or recycle treatment process waste sewer, or to a dead-end sump equipped with an oil/water separator if necessary. References and Resources Orange County Stormwater Program, Best Management Practices for Industrial/Commercial Business Activities. Available online at: http://ocwatersheds.com/documents/bmp/industrialcommercialbusinessesactivities. Oregon Department of Environmental Quality, 2013. Industrial Stormwater Best Management Practices Manual- BMP 8 Vehicle, Pavement and Building Washing. Available online at: http://www.deq.state.or.us/wq/wqpermit/docs/IndBMP021413.pdf. Sacramento Stormwater Management Program. Best Management Practices for Industrial Storm Water Pollution Control. Available online at: http://www.msa.saccounty.net/sactostormwater/documents/guides/industrial-BMP-manual.pdf. Sacramento County Environmental Management Stormwater Program: Best Management Practices –Vehicle Washing. 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 – Stormwater Menu of BMPs - Municipal Vehicle and Equipment Washing. Available online at: http://cfpub.epa.gov/npdes/stormwater/menuofbmps/index.cfm?action=browse&Rbutton=detail&bmp=132.

Vehicle and Equipment Cleaning SC-21
September 2014 California Stormwater BMP Handbook 6 of 6 Industrial and Commercial www.casqa.org Washington State Department of Ecology, 2012 .Vehicle and Equipment Washwater Discharges Best Management Practices Manual. Publication no. WQ-R-95-056. Available online at: https://fortress.wa.gov/ecy/publications/publications/95056.pdf.

Infiltration Basin TC-11
January 2003 California Stormwater BMP Handbook 1 of 8 New Development and Redevelopment www.cabmphandbooks.com Description An infiltration basin is a shallow impoundment that is designed to infiltrate stormwater. Infiltration basins use the natural filtering ability of the soil to remove pollutants in stormwater runoff. Infiltration facilities store runoff until it gradually exfiltrates through the soil and eventually into the water table. This practice has high pollutant removal efficiency and can also help recharge groundwater, thus helping to maintain low flows in stream systems. Infiltration basins can be challenging to apply on many sites, however, because of soils requirements. In addition, some studies have shown relatively high failure rates compared with other management practices. California Experience Infiltration basins have a long history of use in California, especially in the Central Valley. Basins located in Fresno were among those initially evaluated in the National Urban Runoff Program and were found to be effective at reducing the volume of runoff, while posing little long-term threat to groundwater quality (EPA, 1983; Schroeder, 1995). Proper siting of these devices is crucial as underscored by the experience of Caltrans in siting two basins in Southern California. The basin with marginal separation from groundwater and soil permeability failed immediately and could never be rehabilitated. Advantages Provides 100% reduction in the load discharged to surface waters. The principal benefit of infiltration basins is the approximation of pre-development hydrology during which a Design Considerations Soil for Infiltration Slope Aesthetics Targeted Constituents Sediment Nutrients Trash Metals Bacteria Oil and Grease Organics Legend (Removal Effectiveness) Low High Medium

TC-11 Infiltration Basin
2 of 8 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com significant portion of the average annual rainfall runoff is infiltrated and evaporated rather than flushed directly to creeks. If the water quality volume is adequately sized, infiltration basins can be useful for providing control of channel forming (erosion) and high frequency (generally less than the 2-year) flood events. Limitations May not be appropriate for industrial sites or locations where spills may occur. Infiltration basins require a minimum soil infiltration rate of 0.5 inches/hour, not appropriate at sites with Hydrologic Soil Types C and D. If infiltration rates exceed 2.4 inches/hour, then the runoff should be fully treated prior to infiltration to protect groundwater quality. Not suitable on fill sites or steep slopes. Risk of groundwater contamination in very coarse soils. Upstream drainage area must be completely stabilized before construction. Difficult to restore functioning of infiltration basins once clogged. Design and Sizing Guidelines Water quality volume determined by local requirements or sized so that 85% of the annual runoff volume is captured. Basin sized so that the entire water quality volume is infiltrated within 48 hours. Vegetation establishment on the basin floor may help reduce the clogging rate. Construction/Inspection Considerations Before construction begins, stabilize the entire area draining to the facility. If impossible, place a diversion berm around the perimeter of the infiltration site to prevent sediment entrance during construction or remove the top 2 inches of soil after the site is stabililized. Stabilize the entire contributing drainage area, including the side slopes, before allowing any runoff to enter once construction is complete. Place excavated material such that it can not be washed back into the basin if a storm occurs during construction of the facility. Build the basin without driving heavy equipment over the infiltration surface. Any equipment driven on the surface should have extra-wide (“low pressure”) tires. Prior to any construction, rope off the infiltration area to stop entrance by unwanted equipment. After final grading, till the infiltration surface deeply. Use appropriate erosion control seed mix for the specific project and location.

Infiltration Basin TC-11
January 2003 California Stormwater BMP Handbook 3 of 8 New Development and Redevelopment www.cabmphandbooks.com Performance As water migrates through porous soil and rock, pollutant attenuation mechanisms include precipitation, sorption, physical filtration, and bacterial degradation. If functioning properly, this approach is presumed to have high removal efficiencies for particulate pollutants and moderate removal of soluble pollutants. Actual pollutant removal in the subsurface would be expected to vary depending upon site-specific soil types. This technology eliminates discharge to surface waters except for the very largest storms; consequently, complete removal of all stormwater constituents can be assumed. There remain some concerns about the potential for groundwater contamination despite the findings of the NURP and Nightingale (1975; 1987a,b,c; 1989). For instance, a report by Pitt et al. (1994) highlighted the potential for groundwater contamination from intentional and unintentional stormwater infiltration. That report recommends that infiltration facilities not be sited in areas where high concentrations are present or where there is a potential for spills of toxic material. Conversely, Schroeder (1995) reported that there was no evidence of groundwater impacts from an infiltration basin serving a large industrial catchment in Fresno, CA. Siting Criteria The key element in siting infiltration basins is identifying sites with appropriate soil and hydrogeologic properties, which is critical for long term performance. In one study conducted in Prince George's County, Maryland (Galli, 1992), all of the infiltration basins investigated clogged within 2 years. It is believed that these failures were for the most part due to allowing infiltration at sites with rates of less than 0.5 in/hr, basing siting on soil type rather than field infiltration tests, and poor construction practices that resulted in soil compaction of the basin invert. A study of 23 infiltration basins in the Pacific Northwest showed better long-term performance in an area with highly permeable soils (Hilding, 1996). In this study, few of the infiltration basins had failed after 10 years. Consequently, the following guidelines for identifying appropriate soil and subsurface conditions should be rigorously adhered to. Determine soil type (consider RCS soil type ‘A, B or C’ only) from mapping and consult USDA soil survey tables to review other parameters such as the amount of silt and clay, presence of a restrictive layer or seasonal high water table, and estimated permeability. The soil should not have more than 30% clay or more than 40% of clay and silt combined. Eliminate sites that are clearly unsuitable for infiltration. Groundwater separation should be at least 3 m from the basin invert to the measured ground water elevation. There is concern at the state and regional levels of the impact on groundwater quality from infiltrated runoff, especially when the separation between groundwater and the surface is small. Location away from buildings, slopes and highway pavement (greater than 6 m) and wells and bridge structures (greater than 30 m). Sites constructed of fill, having a base flow or with a slope greater than 15% should not be considered. Ensure that adequate head is available to operate flow splitter structures (to allow the basin to be offline) without ponding in the splitter structure or creating backwater upstream of the splitter.

TC-11 Infiltration Basin
4 of 8 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com Base flow should not be present in the tributary watershed. Secondary Screening Based on Site Geotechnical Investigation At least three in-hole conductivity tests shall be performed using USBR 7300-89 or Bouwer-Rice procedures (the latter if groundwater is encountered within the boring), two tests at different locations within the proposed basin and the third down gradient by no more than approximately 10 m. The tests shall measure permeability in the side slopes and the bed within a depth of 3 m of the invert. The minimum acceptable hydraulic conductivity as measured in any of the three required test holes is 13 mm/hr. If any test hole shows less than the minimum value, the site should be disqualified from further consideration. Exclude from consideration sites constructed in fill or partially in fill unless no silts or clays are present in the soil boring. Fill tends to be compacted, with clays in a dispersed rather than flocculated state, greatly reducing permeability. The geotechnical investigation should be such that a good understanding is gained as to how the stormwater runoff will move in the soil (horizontally or vertically) and if there are any geological conditions that could inhibit the movement of water. Additional Design Guidelines (1) Basin Sizing - The required water quality volume is determined by local regulations or sufficient to capture 85% of the annual runoff. (2) Provide pretreatment if sediment loading is a maintenance concern for the basin. (3) Include energy dissipation in the inlet design for the basins. Avoid designs that include a permanent pool to reduce opportunity for standing water and associated vector problems. (4) Basin invert area should be determined by the equation: where A = Basin invert area (m2) WQV = water quality volume (m3) k = 0.5 times the lowest field-measured hydraulic conductivity (m/hr) t = drawdown time ( 48 hr) (5) The use of vertical piping, either for distribution or infiltration enhancement shall not be allowed to avoid device classification as a Class V injection well per 40 CFR146.5(e)(4). ktWQVA= Infiltration Basin TC-11
January 2003 California Stormwater BMP Handbook 5 of 8 New Development and Redevelopment www.cabmphandbooks.com Maintenance Regular maintenance is critical to the successful operation of infiltration basins. Recommended operation and maintenance guidelines include: Inspections and maintenance to ensure that water infiltrates into the subsurface completely (recommended infiltration rate of 72 hours or less) and that vegetation is carefully managed to prevent creating mosquito and other vector habitats. Observe drain time for the design storm after completion or modification of the facility to confirm that the desired drain time has been obtained. Schedule semiannual inspections for beginning and end of the wet season to identify potential problems such as erosion of the basin side slopes and invert, standing water, trash and debris, and sediment accumulation. Remove accumulated trash and debris in the basin at the start and end of the wet season. Inspect for standing water at the end of the wet season. Trim vegetation at the beginning and end of the wet season to prevent establishment of woody vegetation and for aesthetic and vector reasons. Remove accumulated sediment and regrade when the accumulated sediment volume exceeds 10% of the basin. If erosion is occurring within the basin, revegetate immediately and stabilize with an erosion control mulch or mat until vegetation cover is established. To avoid reversing soil development, scarification or other disturbance should only be performed when there are actual signs of clogging, rather than on a routine basis. Always remove deposited sediments before scarification, and use a hand-guided rotary tiller, if possible, or a disc harrow pulled by a very light tractor. Cost Infiltration basins are relatively cost-effective practices because little infrastructure is needed when constructing them. One study estimated the total construction cost at about $2 per ft (adjusted for inflation) of storage for a 0.25-acre basin (SWRPC, 1991). As with other BMPs, these published cost estimates may deviate greatly from what might be incurred at a specific site. For instance, Caltrans spent about $18/ft3 for the two infiltration basins constructed in southern California, each of which had a water quality volume of about 0.34 ac.-ft. Much of the higher cost can be attributed to changes in the storm drain system necessary to route the runoff to the basin locations. Infiltration basins typically consume about 2 to 3% of the site draining to them, which is relatively small. Additional space may be required for buffer, landscaping, access road, and fencing. Maintenance costs are estimated at 5 to 10% of construction costs. One cost concern associated with infiltration practices is the maintenance burden and longevity. If improperly maintained, infiltration basins have a high failure rate. Thus, it may be necessary to replace the basin with a different technology after a relatively short period of time.

TC-11 Infiltration Basin
6 of 8 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com References and Sources of Additional Information Caltrans, 2002, BMP Retrofit Pilot Program Proposed Final Report, Rpt. CTSW-RT-01-050, California Dept. of Transportation, Sacramento, CA. Galli, J. 1992. Analysis of Urban BMP Performance and Longevity in Prince George's County, Maryland. Metropolitan Washington Council of Governments, Washington, DC. Hilding, K. 1996. Longevity of infiltration basins assessed in Puget Sound. Watershed Protection Techniques 1(3):124–125. Maryland Department of the Environment (MDE). 2000. Maryland Stormwater Design Manual. http://www.mde.state.md.us/environment/wma/stormwatermanual. Accessed May 22, 2002. Metzger, M. E., D. F. Messer, C. L. Beitia, C. M. Myers, and V. L. Kramer. 2002. The Dark Side Of Stormwater Runoff Management: Disease Vectors Associated With Structural BMPs. Stormwater 3(2): 24-39. Nightingale, H.I., 1975, “Lead, Zinc, and Copper in Soils of Urban Storm-Runoff Retention Basins,” American Water Works Assoc. Journal. Vol. 67, p. 443-446. Nightingale, H.I., 1987a, “Water Quality beneath Urban Runoff Water Management Basins,” Water Resources Bulletin, Vol. 23, p. 197-205. Nightingale, H.I., 1987b, “Accumulation of As, Ni, Cu, and Pb in Retention and Recharge Basin Soils from Urban Runoff,” Water Resources Bulletin, Vol. 23, p. 663-672. Nightingale, H.I., 1987c, “Organic Pollutants in Soils of Retention/Recharge Basins Receiving Urban Runoff Water,” Soil Science Vol. 148, pp. 39-45. Nightingale, H.I., Harrison, D., and Salo, J.E., 1985, “An Evaluation Technique for Ground-water Quality Beneath Urban Runoff Retention and Percolation Basins,” Ground Water Monitoring Review, Vol. 5, No. 1, pp. 43-50. Oberts, G. 1994. Performance of Stormwater Ponds and Wetlands in Winter. Watershed Protection Techniques 1(2): 64–68. Pitt, R., et al. 1994, Potential Groundwater Contamination from Intentional and Nonintentional Stormwater Infiltration, EPA/600/R-94/051, Risk Reduction Engineering Laboratory, U.S. EPA, Cincinnati, OH. Schueler, T. 1987. Controlling Urban Runoff: A Practical Manual for Planning and Designing Urban BMPs. Metropolitan Washington Council of Governments, Washington, DC. Schroeder, R.A., 1995, Potential For Chemical Transport Beneath a Storm-Runoff Recharge (Retention) Basin for an Industrial Catchment in Fresno, CA, USGS Water-Resource Investigations Report 93-4140.

Infiltration Basin TC-11
January 2003 California Stormwater BMP Handbook 7 of 8 New Development and Redevelopment www.cabmphandbooks.com Southeastern Wisconsin Regional Planning Commission (SWRPC). 1991. Costs of Urban Nonpoint Source Water Pollution Control Measures. Southeastern Wisconsin Regional Planning Commission, Waukesha, WI. U.S. EPA, 1983, Results of the Nationwide Urban Runoff Program: Volume 1 – Final Report, WH-554, Water Planning Division, Washington, DC. Watershed Management Institute (WMI). 1997. Operation, Maintenance, and Management of Stormwater Management Systems. Prepared for U.S. Environmental Protection Agency Office of Water, Washington, DC. Information Resources Center for Watershed Protection (CWP). 1997. Stormwater BMP Design Supplement for Cold Climates. Prepared for U.S. Environmental Protection Agency Office of Wetlands, Oceans and Watersheds. Washington, DC. Ferguson, B.K., 1994. Stormwater Infiltration. CRC Press, Ann Arbor, MI. USEPA. 1993. Guidance to Specify Management Measures for Sources of Nonpoint Pollution in Coastal Waters. EPA-840-B-92-002. U.S. Environmental Protection Agency, Office of Water, Washington, DC.

TC-11 Infiltration Basin
8 of 8 California Stormwater BMP Handbook January 2003 New Development and Redevelopment www.cabmphandbooks.com

BG-30 Food Service Facilities
September 2014 California Stormwater BMP Handbook 1 of 8 Industrial and Commercial www.casqa.org Description This category includes:  Restaurants  Food truck commissaries  Institutional cafeterias  Grocery stores, bakeries, and delicatessens  Any facility requiring a Health Department permit for food preparation Pollutant Sources The following are sources of pollutants:  Cleaning of equipment  Grease handling and disposal  Spills  Surface cleaning  Cooling and refrigeration equipment maintenance  Landscaping and grounds maintenance  Dumpster and loading dock area  Parking lots  Illicit connections to storm drain system Pollutants can include:  Organic materials (food wastes) Photo Credit: Geoff Brosseau

BG-30 Food Service Facilities
September 2014 California Stormwater BMP Handbook 2 of 8 Industrial and Commercial www.casqa.org  Oil and grease  Toxic chemicals in cleaning products, disinfectants, and pesticides Approach Minimize exposure of rain and runoff to outdoor cleaning and storage areas by using cover and containment. In and around these areas, use good housekeeping to minimize the generation of pollutants. Make stormwater pollution prevention BMPs a part of standard operating procedures and the employee training program. Provide employee education materials in the first language of employees. Source Control BMPs The best management practices are listed by activity or area in the following table. Dumpster and Loading Dock Areas  Store and transfer all solid and liquid wastes, such as tallow, in watertight covered containers.  Keep litter from accumulating around loading docks by providing trash receptacles and encouraging employees to use them.  Bag and seal food waste before putting it in the dumpster. Do not place uncontained liquids, or leaking containers or garbage bags into a dumpster.  Keep dumpster lids closed to keep out rainwater and to prevent trash from spilling out.  If the dumpster regularly overflows, get a bigger one or arrange for more frequent collection. If the dumpster is shared with other tenants, speak with the property/lease manager about scheduling more frequent trash pickups or a larger dumpster.  Don’t hose out dumpsters. Apply absorbent over any fluids spilled in dumpster. Absorbent will usually be knocked out when the dumpster is emptied.  Have the dumpster leasing company repair or replace leaky dumpsters and compactors, and have them clean out dirty dumpsters.  Install a spill cleanup kit near the dumpster and loading dock areas.  Post employee reminder signs such as “Keep lid closed” near tallow bins and dumpsters.  Consider enclosing the dumpster in a roofed and bermed area to prevent exposure to rainwater, and draining the area to the sanitary sewer. Contact the local wastewater treatment plant or the county environmental health department for guidance.  Keep dumpsters or the dumpster enclosure locked to prevent illegal dumping.  For more information on cleaning dumpster areas see the Mobile Cleaning - Food Service Business-related business guide sheet in this series.

BG-30 Food Service Facilities
September 2014 California Stormwater BMP Handbook 3 of 8 Industrial and Commercial www.casqa.org Equipment and Outdoor Cleaning  Make sure all discharges from cooling equipment go to the sanitary sewer and not the street, gutter, or storm drain.  Clean floor mats, filters, and garbage cans in a mop sink, floor drain, or proper outside area connected to the sanitary sewer with an oil and water separator. Don’t wash them in a parking lot, alley, sidewalk, or street.  Consider installing anti-slip floors when you remodel.  Consider cleaning filters in the dishwasher. Contact the local wastewater treatment plant or the county environmental health department for guidance.  Pour wash water into a janitorial or mop sink. Don’t pour it out onto a parking lot, alley, sidewalk, or street.  For outdoor cleaning, have employees or contractors follow the instructions in the following business guide sheet in this series:  Mobile Cleaning - Food Service Business-related  Mobile Cleaning – Surface cleaning  For more information in general on cleaning floor mats, equipment, exhaust filters, and outdoor surfaces see the Mobile Cleaning - Food Service Business-related business guide sheet in this series. Spill Cleanup  Prepare a spill cleanup plan that includes:  Procedures for different types of spills  Schedule for initial and annual training of employees  Cleanup kits in well-marked, accessible areas  Designation of key employee who monitors cleanup  Posting the plan in the work area  If a spill occurs, immediately stop the spill at its source.  Keep the spill from entering the street, gutter, or storm drain.  Use dry methods for spill cleanup (sweeping, cat litter, etc.). Don’t hose down spills.  If wet cleaning (including high-temperature or high pressure washing) is required, dry clean first and then mop (or if it is absolutely necessary, wash) and collect the water. Dispose of water in sink or other indoor drain, not in the street, gutter, or storm drain.  If a final rinse is necessary for health reasons, collect the rinsewater and dispose it to the sink or indoor floor drain. If outdoors, block the storm drain before applying water. Mop up or wet-vacuum water, and dispose it to a sink or indoor drain.  Do not use bleach or disinfectants if there is a possibility that rinsewater could flow to a street, gutter, or storm drain.

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September 2014 California Stormwater BMP Handbook 4 of 8 Industrial and Commercial www.casqa.org  For more information on cleaning outdoor surfaces see the Mobile Cleaning - Surface Cleaning business guide sheet in this series. Recycling and Disposal  Separate wastes. Keep your recyclable wastes in separate containers according to the type of material. They are easier to recycle if separated.  Recycle the following materials:  Food waste (non-greasy, non-animal food waste can be composted). Donate leftover, edible food whenever possible to local food banks.  Paper and cardboard  Container glass, aluminum, and tin  Pallets and drums  Dispose of toxic waste properly. Toxic waste includes used cleaners, and rags (soaked with solvents, floor cleaners, and detergents). Grease Handling and Disposal  Never pour oil, grease, or large quantities of oily liquids such as sauces or salad dressings or waste grease down a sink, floor drain, storm drain, or into a dumpster.  Install screens and solid traps in sink and floor drains to catch larger solids. Clean these screens and traps frequently.  Don’t try to “dissolve” grease by adding hot water or emulsifying chemicals – it will only move the grease further down the building‘s sewer line and make it harder to remove later.  Recycle grease and oil. Don’t pour it into sinks, floor drains, or onto a parking lot or street. Look in the phone book for “Renderers” or call the local recycling or household hazardous waste information line.  Use tallow bins or sealed containers with tamper-proof lids. Keep the exterior of the container clean. Check for leaks. Ask the recycler for a leak-free tallow bin and replace any leaky grease containers. If grease is stored outside, keep it under a roof, if possible.  Do not contaminate the recyclable oils and grease in the tallow bin with the waste grease from the grease trap or grease interceptor.  Inspect and clean all waste grease removal devices (grease trap or grease interceptor) often enough to keep them functioning properly and efficiently.  For disposal of waste grease from the grease trap or grease interceptor, see “Grease Traps” or “Septic Tanks” in the phone book.

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September 2014 California Stormwater BMP Handbook 5 of 8 Industrial and Commercial www.casqa.org Land- scaping and Grounds Mainte-nance  Never dispose of leftover pesticides in the gutter, street, or storm drain. Leftover pesticides must be either used up or disposed of as hazardous waste.  Do not blow or rake leaves, grass, or garden clippings into the street, gutter, or storm drain.  If pesticides are used, do not over apply or apply when rain is forecast.  Do not use copper-based algaecides in pools or fountains. Control algae with chlorine or other alternatives to copper-based products. Pest Control Food Sources  Keep the kitchen free of food scraps.  Take out garbage each night in a closed container.  Refrigerate all food or store in pest-proof containers each night.  Keep ventilation system working properly to keep greasy residue off walls. Appliances  Keep dishwasher area clean. Check the trap nightly.  Where possible, elevate appliances at least 6 inches off the floor.  Clean under appliances nightly.  Steam clean or wash appliances weekly.  Remember to clean under the counter, under the sink, and the refrigerator vent. Drains and Trash Cans  Steam clean or scrub floor drains with a brush to help eliminate fruit flies.  Keep dumpster area clean – inside and out.  Wash garbage cans regularly. Supplies and Entry Points  Check for pests before bringing supplies in to the kitchen. Roaches like corrugated boxes.  Don’t store boxes in the kitchen – take boxes away or store in a refrigerated area.  Seal any gaps below doors. Reduce Habitat  Inspect the entire establishment – inside and out.  Suggest physical modifications that may help to eliminate pest behavior.

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September 2014 California Stormwater BMP Handbook 6 of 8 Industrial and Commercial www.casqa.org  Suggest changes in food storage or cleanup practices to eliminate food sources for pests.  Place boric acid powder in wall voids.  Seal cracks and crevices. Monitor for Pests  Use sticky traps to monitor how well the pest control program is working. Pests caught in the traps warn of a possible problem.  When hiring a pest control service, look for a company that provides Integrated Pest Management (IPM) services. Use Baits First  Use baits for controlling pests. Remove bait when pests are gone, or else the bait may attract more pests.  Use chemicals only as a last resort. If absolutely necessary, choose less-toxic chemicals, and ask the pest service to provide label information.  Apply pesticides only if necessary, not on a regular schedule. Follow label directions. Do not apply pesticides around floor drains, sinks, or food. Purchasing  Use non-disposable products. Serve food on ceramic dishware rather than paper, plastic or Styrofoam, and use cloth napkins rather than paper ones. If you must use disposable products, use paper instead of Styrofoam.  Buy the least toxic products available:  Look for “non-toxic,” “non-petroleum based,” “free of ammonia, phosphates, dye, or perfume,” or “readily biodegradable” on the label. Don’t assume biodegradable products are safe. Biodegradable means the product will eventually break down, but it may harm the environment in the meantime.  Avoid chlorinated compounds, petroleum distillates, phenols, formaldehyde, and caustic or acidic products.  Use water-based products.  Look for and purchase “recycled” and “recyclable” containers. By doing so, you help ensure a use for the recyclable materials that people collect and recycle. Education and Training  Employees can help prevent pollution when urban runoff training is included in employee orientations and reviews.  Train all employees upon hiring and annually thereafter.  Use a training log to document employee training.

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September 2014 California Stormwater BMP Handbook 7 of 8 Industrial and Commercial www.casqa.org  Post information about or labels for BMPs where employees and customers can see them.  Remember the facility is liable for the behavior of contractors. Be sure all contractors hired to clean inside or outside are aware of and implement these BMPs.  Explain BMPs to other food businesses through your business associations or chambers of commerce. Treatment Control BMPs If treatment controls are installed at the facility, see Section 4 of this Handbook for information on inspecting and maintaining the BMPs. For information on designing treatment controls, see Section 5 of the Development and Redevelopment Handbook. References Bay Area Pollution Prevention Group, 2010. Gravity Grease Interceptor (GGI) Fact Sheet. Available on-line at http://bacwa.org/Portals/0/GGI%20Fact%20Sheet-Final.pdf Bay Area Pollution Prevention Group, 2010. Hydromechanical Grease Interceptor (HGI) Fact Sheet. Available on-line at http://bacwa.org/Portals/0/HGI%20Fact%20Sheet%20-%20Final.pdf Bay Area Pollution Prevention Group, 2010. Grease Removal Device (GRD) Fact Sheet. Available on-line at: http://bacwa.org/Portals/0/GRD%20Fact%20Sheet%20-%20Final.pdf Bay Area Pollution Prevention Group, 2007. Avoid Fines and Health Risks from Grease Overflows. Available on-line at: http://bacwa.org/Portals/0/Committees/BAPPG/Archive/bappgfs.pdf City of Pleasanton. BMPs for Restaurants. Available on-line at: http://www.cityofpleasantonca.gov/pdf/bmprest.pdf Contra Costa County Public Works Department. Municipal Stormwater NPDES Compliance. Food Service Facilities. Available on-line at: http://www.co.contra-costa.ca.us/DocumentCenter/View/6979 Food and Beverage Association of San Diego. What’s Cookin’, Eating and Drinking Establishments Stormwater Best Management Practices. Available on-line at: http://www.sdcounty.ca.gov/dpw/watersheds/watershedpdf/whats_cookin05-03.pdf Orange County Public Works, OC Watersheds. Industrial/Commercial Business Activities Best Management Practices. Available on-line at: http://ocwatersheds.com/documents/bmp/industrialcommercialbusinessesactivities Sacramento Stormwater Management Program. Waste Disposal Guidelines for Food-Handling Facilities. Available on-line at: http://www.sacstormwater.org/StormwaterDocuments/StormwaterBrochures/WasteDisposalforFoodHandlingFacilities.pdf San Mateo Countywide Stormwater Pollution Prevention Program. Stormwater Best Management Practices for Restaurants and Food Facilities. Training Presentation. Available on-line at: www.calfog.org/docs/SanMateoBMP071405.ppt.

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September 2014 California Stormwater BMP Handbook 8 of 8 Industrial and Commercial www.casqa.org Santa Cruz County Department of Public Works, Environmental Compliance Unit. Best Environmental Management Practices. Restaurant Wastewater. Available on-line at: http://www.dpw.co.santa-cruz.ca.us/Pretreatment/BMPs%20Restaurants.pdf 2021 Whitewater River Region WQMP The Wren (APN 670-110-043) – Cathedral City, CA 92234

Appendix E Soils Report

October 12, 2016 Mr. Skip Goodell Desert Care, LLC 31-190 Calle Cayuga Cathedral City, CA 92234 Geotechnical Report Living Care Assisted Living Cathedral City, California LCI Report No. LP17122 Dear Mr. Goodell: This geotechnical report is provided for design and construction of the proposed commercial complex located at 30260 Date Palm Drive in Cathedral City, California. Our geotechnical investigation was conducted in response to your request for our services. The enclosed report describes our soil engineering investigation and presents our professional opinions regarding geotechnical conditions at the site to be considered in the design and construction of the project. The findings of this study indicate the site is underlain by sands to maximum depth penetrated. The near surface soils at the project site are expected to be non-expansive. The subsurface soils are medium dense to dense in nature. Groundwater was not encountered in the borings during the time of field exploration. Historic groundwater levels ranged from 130 to 170 feet within the past 65 years in the vicinity of the project site. Elevated sulfate and chloride levels were not encountered in the soil samples tested for this study. The soil is low corrosive to metal. We recommend a minimum of 2,500 psi concrete of Type II Portland Cement with a maximum water/cement ratio of 0.60 (by weight) should be used for concrete placed in contact with native soils of this project. We did not encounter soil conditions that would preclude implementation of the proposed project provided the professional opinions contained in this report are implemented in the design and construction of this project. Our findings, professional opinions, and application options are related only through reading the full report, and are best evaluated with the active participation of the engineer of record who developed them. 780 N. 4th StreetEl Centro, C A 92243(760) 370-3000(760) 337-8900 fax77-948 Wildcat DrivePalm Desert, CA 92211(760) 360-0665(760) 360-0521 faxa MB E C ompany

Loving Care Assisted Living – Cathedral City, CA LCI Report No. LP17122 TABLE OF CONTENTS Page Section 1 ......................................................................................................................................... 1INTRODUCTION ...................................................................................................................... 11.1 Project Description ........................................................................................................... 11.2 Purpose and Scope of Work ............................................................................................. 11.3 Authorization ................................................................................................................... 2Section 2 ......................................................................................................................................... 3METHODS OF INVESTIGATION ........................................................................................... 32.1 Field Exploration ............................................................................................................. 32.2 Laboratory Testing ........................................................................................................... 4Section 3 ......................................................................................................................................... 5DISCUSSION ............................................................................................................................. 53.1 Site Conditions ................................................................................................................. 53.2 Geologic Setting ............................................................................................................... 53.3 Faulting ............................................................................................................................ 63.4 General Ground Motion Analysis .................................................................................... 63.5 Seismic and Other Hazards .............................................................................................. 73.6 Subsurface Soil ................................................................................................................ 83.7 Groundwater .................................................................................................................... 83.9 Hydro-consolidation ........................................................................................................ 93.9 Regional Subsidence ........................................................................................................ 9Section 4 ....................................................................................................................................... 10DESIGN CRITERIA ................................................................................................................ 104.1 Site Preparation .............................................................................................................. 104.2 Foundations and Settlements ......................................................................................... 124.3 Slabs-On-Grade .............................................................................................................. 134.4 Concrete Mixes and Corrosivity .................................................................................... 144.5 Excavations .................................................................................................................... 154.6 Lateral Earth Pressures .................................................................................................. 154.7 Seismic Design ............................................................................................................... 154.7 Permanent Slopes ........................................................................................................... 164.8 Pavements ...................................................................................................................... 16Section 5 ....................................................................................................................................... 18LIMITATIONS AND ADDITIONAL SERVICES ................................................................. 185.1 Limitations ..................................................................................................................... 185.2 Additional Services ........................................................................................................ 19 APPENDIX A: Vicinity and Site Maps APPENDIX B: Subsurface Soil Logs and Soil Key APPENDIX C: Laboratory Test Results APPENDIX D: References Loving Care Assisted Living – Cathedral City, CA LCI Report No. LP17122 LandMark Consultants, Inc. Page 1
Section 1 INTRODUCTION 1.1 Project Description This report presents the findings of our geotechnical exploration for the proposed commercial and residential complex located at 30260 Date Palm Drive in the city of Cathedral City, California (See Vicinity Map, Plate A-1). The proposed development will consist of urgent care, senior housing, hotel, restaurant, and administration building on 11 acres of vacant desert land. A site plan for the proposed development was provided by Self Reliance, Inc., dated May 3, 2017. The structures are planned to consist of continuous wall and column concrete footings, concrete slabs-on-grade and wood-frame construction. Footing loads at exterior bearing walls are estimated at 1 to 10 kips per lineal foot. Column loads are estimated to range from 5 to 80 kips. If structural loads exceed those stated above, we should be notified so we may evaluate their impact on foundation settlement and bearing capacity. Site development will include building pad preparation, underground utilities installation, on-site and off-site street construction, concrete driveway and sidewalk placement. 1.2 Purpose and Scope of Work The purpose of this geotechnical study was to investigate the upper 51.5 feet of subsurface soil at selected locations within the site for evaluation of physical/engineering properties. From the subsequent field and laboratory data, professional opinions were developed and are provided in this report regarding geotechnical conditions at this site and the effect on design and construction. The scope of our services consisted of the following:  Field exploration and in-situ testing of the site soils at selected locations and depths.  Laboratory testing for physical and/or chemical properties of selected samples.  Review of the available literature and publications pertaining to local geology, faulting, and seismicity.  Engineering analysis and evaluation of the data collected.  Preparation of this report presenting our findings and, professional opinions, regarding the geotechnical aspects of project design and construction.

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This report addresses the following geotechnical parameters:  Subsurface soil and groundwater conditions  Site geology, regional faulting and seismicity, near source factors, and site seismic accelerations  Liquefaction potential and its mitigation  Expansive soil and methods of mitigation  Aggressive soil conditions to metals and concrete Professional opinions with regard to the above parameters are presented for the following:  Site grading and earthwork  Building pad and foundation subgrade preparation  Allowable soil bearing pressures and expected settlements  Concrete slabs-on-grade  Lateral earth pressures  Excavation conditions and buried utility installations  Mitigation of the potential effects of salt concentrations in native soil to concrete mixes and steel reinforcement  Seismic design parameters  Preliminary Pavement structural sections Our scope of work for this report did not include an evaluation of the site for the presence of environmentally hazardous materials or conditions. 1.3 Authorization Ms. Geri Doodell of Desert Care, LLC provided authorization by written agreement to proceed with our work on August 15, 2017. We conducted our work according to our written proposal dated August 11, 2017.

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Section 2 METHODS OF INVESTIGATION 2.1 Field Exploration Subsurface exploration was performed on August 31, 2017 using 2R Drilling of Ontario California to advance five (5) borings to depths of 21.5 to 51.5 feet below existing ground surface. The borings were advanced with a truck-mounted, CME 75 drill rig using 8-inch diameter, hollow-stem, continuous-flight augers. The approximate boring locations were established in the field and plotted on the site map by sighting to discernable site features. The boring locations are shown on the Site and Exploration Plan (Plate A-2). Additional subsurface exploration was performed on September 14, 2017 by using a backhoe to excavate six (6) test pits to an approximate depth of 15 feet below the existing ground surface. The test pit locations are shown on the Site and Exploration Plan (Plate A-2). Bulk samples driven into undisturbed soil were obtained at selected depths in the test pits. A nuclear densometer (ASTM D6938) was used to evaluate in-situ densities and natural moisture content at selected depths in the upper 5 feet of the backhoe pits. The test pits were located by taped or paced measurements and should be considered approximate. After logging and sampling the soil, the exploratory boring and test pits were backfilled with the excavated material. The backfill was loosely placed and was not compacted to the requirements specified for engineered fill. The backhoe pits shall be located during rough grading of the site to properly re-compact the backfill. Our senior engineer maintained logs of the borings and test pits during exploration. The logs were edited in final form after a review of retrieved samples and the field and laboratory data. The boring and test pit logs are presented on Plates B-1 through B-11 in Appendix B. Soils encountered have been classified according to the Unified Soil Classification System. A key to the boring and test pit logs is presented on Plate B-12. The stratification lines shown on the subsurface logs represent the approximate boundaries between the various strata. However, the transition from one stratum to another may be gradual over some range of depth.

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2.2 Laboratory Testing Laboratory tests were conducted on selected bulk and relatively undisturbed soil samples to aid in classification and evaluation of selected engineering properties of the site soils. The tests were conducted in general conformance to the procedures of the American Society for Testing and Materials (ASTM) or other standardized methods as referenced below. The laboratory testing program consisted of the following tests:  Particle Size Analyses (ASTM D422) – used for soil classification and liquefaction evaluation.  Collapse Potential (ASTM D5333) – used for hydro-consolidation potential evaluation.  Unit Dry Densities (ASTM D2937) – used for insitu soil parameters  Moisture Contents (ASTM D2216) – used for insitu soil parameters  Moisture-Density Relationship (ASTM D1557) – used for soil compaction determinations.  Chemical Analyses (soluble sulfates & chlorides, pH, and resistivity) (Caltrans Methods) – used for concrete mix evaluations and corrosion protection requirements. The laboratory test results are presented on the subsurface logs and on Plates C-1 through C-7 in Appendix C. Engineering parameters of soil strength, compressibility and relative density utilized for developing design criteria provided within this report were either extrapolated from correlations with the data obtained from the field and laboratory testing program.

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Section 3 DISCUSSION 3.1 Site Conditions The project site is rectangular shaped in plain view, is relatively flat-lying and consists of approximately 11 acres of vacant land. The site is bounded by Rosemount Road to the south and Date Palm Drive to the west, residential homes to the east, and the Northgate Community Church to the north. Adjacent properties are flat-lying and are approximately at the same elevation with this site. The project site lies at an elevation of approximately 360 to 370 feet above mean sea level (MSL) in the Coachella Valley region of the California low desert. Annual rainfall in this arid region is less than 4 inches per year with four months of average summertime temperatures above 100 oF. Winter temperatures are mild, seldom reaching freezing. 3.2 Geologic Setting The project site is located in the Coachella Valley portion of the Salton Trough physiographic province. The Salton Trough is a geologic structural depression resulting from large scale regional faulting. The trough is bounded on the northeast by the San Andreas Fault and Chocolate Mountains and the southwest by the Peninsular Range and faults of the San Jacinto Fault Zone. The Salton Trough represents the northward extension of the Gulf of California, containing both marine and non-marine sediments since the Miocene Epoch. Tectonic activity that formed the trough continues at a high rate as evidenced by deformed young sedimentary deposits and high levels of seismicity. Figure 1 shows the location of the site in relation to regional faults and physiographic features. The surrounding regional geology includes the Peninsular Ranges (Santa Rosa and San Jacinto Mountains) to the south and west, the Salton Basin to the southeast, and the Transverse Ranges (Little San Bernardino and Orocopia Mountains) to the north and east. Hundreds of feet to several thousand feet of Quaternary fluvial, lacustrine, and aeolian soil deposits underlie the Coachella Valley.

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The southeastern part of the Coachella Valley lies below sea level. In the geologic past, the ancient Lake Cahuilla submerged the area. Calcareous tufa deposits may be observed along the ancient shoreline as high as elevation 45 to 50 feet MSL along the Santa Rosa Mountains from La Quinta southward. Lacustrine (lake bed) deposits comprise the subsurface soils over much of the eastern Coachella Valley with alluvial outwash along the flanks of the valley. 3.3 Faulting The project site is located in the seismically active Coachella Valley of southern California with numerous mapped faults of the San Andreas Fault System traversing the region. We have performed a computer-aided search of known faults or seismic zones that lie within a 62-mile (100 kilometer) radius of the project site (Table 1). A fault map illustrating known active faults relative to the site is presented on Figure 1, Regional Fault Map. Figure 2 shows the project site in relation to local faults. The criterion for fault classification adopted by the California Geological Survey defines Earthquake Fault Zones along active or potentially active faults. An active fault is one that has ruptured during Holocene time (roughly within the last 11,000 years). A fault that has ruptured during the last 1.8 million years (Quaternary time), but has not been proven by direct evidence to have not moved within Holocene time is considered to be potentially active. A fault that has not moved during Quaternary time is considered to be inactive. Review of the current Alquist-Priolo Earthquake Fault Zone maps (CGS, 2000a) indicates that the nearest mapped Earthquake Fault Zone is the San Andreas Fault located approximately 3.7 miles northeast of the project site. 3.4 General Ground Motion Analysis The project site is considered likely to be subjected to moderate to strong ground motion from earthquakes in the region. Ground motions are dependent primarily on the earthquake magnitude and distance to the seismogenic (rupture) zone.

LovingCareAssistedLiving-CathedralCity,CA LCIProjectNo.LP17122Table1FaultNameApproximateDistance(miles)ApproximateDistance(km)MaximumMomentMagnitude(Mw)FaultLength(km)SlipRate(mm/yr)GarnetHill* 1.0 1.6SanAndreas-SanBernardino(South) 3.7 6.0 7.4 103±10 30±7SanAndreas-SanBernardino(North) 5.6 9.0 7.5 103±10 24±6EurekaPeak 12.0 19.2 6.4 19±2 0.6±0.4IndioHills* 12.7 20.3BlueCut* 12.9 20.6SanAndreas-Coachella 13.3 21.2 7.2 96±10 25±5BurntMtn. 16.0 25.6 6.5 21±2 0.6±0.4Morongo* 16.3 26.1PintoMtn. 18.6 29.8 7.2 74±7 2.5±2SanJacinto-Anza 20.8 33.3 7.2 91±9 12±6Landers 23.3 37.2 7.3 83±8 0.6±0.4SanJacinto-CoyoteCreek 25.6 41.0 6.8 41±4 4±2SanJacinto-SanJacintoValley 27.7 44.3 6.9 43±4 12±6JohnsonValley(northern) 32.5 52.0 6.7 35±4 0.6±0.4PisgahMtn.-MesquiteLake 33.0 52.8 7.3 89±9 0.6±0.4NorthFrontalFaultZone-Eastern 33.2 53.2 6.7 27±3 0.5±0.3S.Emerson-CopperMtn. 33.6 53.8 7 54±5 0.6±0.4Lenwood-Lockhart-OldWomanSprings 37.5 60.1 7.5 145±15 0.6±0.4NorthFrontalFaultZone-Western 40.0 63.9 7.2 51±5 1±0.5Calico-Hidalgo 40.1 64.2 7.3 95±10 0.6±0.4Helendale-S.Lockhart 44.0 70.3 7.3 97±10 0.6±0.4*Note:FaultsnotincludedinCGSdatabase.

SummaryofCharacteristicsofClosestKnownActiveFaults Project No.: 17122LP Regional Fault MapFigure 1
Source: California Geological Survey 2010 Fault Activity Map of Californiahttp://www.quake.ca.gov/gmaps/ /faultactivitymap.html#FAM N 100 km
Project No.: 17122LP Map of Local FaultsFigure 2
Source: California Geological Survey 2010 Fault Activity Map of Californiahttp://www.quake.ca.gov/gmaps/ /faultactivitymap.html#FAM Project Site
N
Project No.: LP17122Fault Map LegendFigure3a

Project No.: 17122LPFault Map LegendFigure3b

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Acceleration magnitudes also are dependent upon attenuation by rock and soil deposits, direction of rupture and type of fault; therefore, ground motions may vary considerably in the same general area. CBC General Ground Motion Parameters: The 2016 CBC general ground motion parameters are based on the Risk-Targeted Maximum Considered Earthquake (MCER). The U.S. Geological Survey “U.S. Seismic Design Maps Web Application” (USGS, 2017) was used to obtain the site coefficients and adjusted maximum considered earthquake spectral response acceleration parameters. The site soils have been classified as Site Class D (stiff soil profile). Design spectral response acceleration parameters are defined as the earthquake ground motions that are two-thirds (2/3) of the corresponding MCER ground motions. Design earthquake ground motion parameters are provided in Table 2. A Risk Category II was determined using Table 1604.5 and the Seismic Design Category is E since S1 is greater than 0.75. The Maximum Considered Earthquake Geometric Mean (MCEG) peak ground acceleration (PGAM) value was determined from the “U.S. Seismic Design Maps Web Application” (USGS, 2017) for liquefaction and seismic settlement analysis in accordance with 2016 CBC Section 1803.5.12 and CGS Note 48 (PGAM = FPGA*PGA). A PGAM value of 0.85g is used for liquefaction settlement analysis. 3.5 Seismic and Other Hazards ► Groundshaking. The primary seismic hazard at the project site is the potential for strong groundshaking during earthquakes along the San Andreas Fault. A further discussion of groundshaking follows in Section 3.4. ► Surface Rupture. The project site does not lie within a State of California, Alquist-Priolo Earthquake Fault Zone. Surface fault rupture is considered to be unlikely at the project site because of the well-delineated fault lines through the Coachella Valley as shown on USGS and CDMG maps. However, because of the high tectonic activity and deep alluvium of the region, we cannot preclude the potential for surface rupture on undiscovered or new faults that may underlie the site. ► Liquefaction. Liquefaction is unlikely to be a potential hazard at the site, since the groundwater is believed to be deeper than 50 feet (the maximum depth that liquefaction is known to occur).

LovingCareAssistedLiving-CathedralCity,CA LCI ProjectNo.LP17122 CBCReference
SoilSiteClass: D Table20.3-1
Latitude: 33.8283 N
Longitude: -116.4569 W
RiskCategory: II
SeismicDesignCategory: E
MaximumConsideredEarthquake(MCE)GroundMotion
MappedMCERShortPeriodSpectralResponse Ss 2.191 g Figure1613.3.1(1) MappedMCER1secondSpectralResponse S1 1.072 g Figure1613.3.1(2) ShortPeriod(0.2s)SiteCoefficient Fa 1.00 Table 1613.3.3(1) LongPeriod(1.0s)SiteCoefficient Fv 1.50 Table 1613.3.3(2) MCERSpectralResponseAccelerationParameter(0.2s) SMS 2.191 g =Fa*Ss MCERSpectralResponseAccelerationParameter(1.0s) SM1 1.608 g =Fv*S1 DesignEarthquakeGroundMotion
DesignSpectralResponseAccelerationParameter(0.2s) SDS 1.461 g =2/3*SMS DesignSpectralResponseAccelerationParameter(1.0s) SD1 1.072 g =2/3*SM1 RiskCoefficientatShortPeriods(lessthan0.2s) CRS 0.963 RiskCoefficientatLongPeriods(greaterthan1.0s) CR1 0.914 TL 8.00 sec
TO 0.15 sec =0.2*SD1/SDS
TS 0.73 sec =SD1/SDS
PeakGroundAccelerationPGAM 0.85 g
Period Sa MCE RSa
T(sec) (g) (g)

0.00 0.58 0.88

0.15 1.46 2.19

0.73 1.46 2.19

1.05 1.02 1.53

1.06 1.01 1.52

1.07 1.00 1.50

1.08 0.99 1.49

1.10 0.97 1.46

1.20 0.89 1.34

1.20 0.89 1.34

1.40 0.77 1.15

1.50 0.71 1.07

1.75 0.61 0.92

2.00 0.54 0.80

2.20 0.49 0.73

2.40 0.45 0.67

2.60 0.41 0.62

2.80 0.38 0.57

3.00 0.36 0.54

3.50 0.31 0.46

4.00 0.27 0.40
ASCEEquation11.8-1
Equation16-40
ASCEFigure22-12
Table2
2016CaliforniaBuildingCode(CBC)andASCE7-10SeismicParameters Equation16-37
Equation16-38
Equation16-39
ASCEFigure22-17
ASCEFigure22-18

0.00.20.40.60.81.01.20.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0SpectralAcceleration,Sa(g)Period(sec) GeneralizedDesignResponseSpectrum(ASCE7-5Section11.4.5)0.00.51.01.52.02.50.0 0.5 1.0 1.5 2.0 2.5 3.0 3.5 4.0SpectralAcceleration,Sa(g)Period(sec)MCERResponseSpectraDesignResponseSpectra Loving Care Assisted Living – Cathedral City, CA LCI Report No. LP17122 LandMark Consultants, Inc. Page 8
Other Potential Geologic Hazards. ► Landsliding. The hazard of landsliding is unlikely due to the regional planar topography. No ancient landslides are shown on geologic maps of the region and no indications of landslides were observed during our site investigation. ► Volcanic hazards. The site is not located in proximity to any known volcanically active area and the risk of volcanic hazards is considered very low. ► Tsunamis, sieches, and flooding. The site does not lie near any large bodies of water, so the threat of tsunami, sieches, or other seismically-induced flooding is unlikely. The project site is located within a Federal Emergency Management Agency (FEMA) Other Flood Areas Zone X (as shown on Plate A-6). ► Expansive soil. The near surface soils at the project site consist of sands which are non-expansive in nature. 3.6 Subsurface Soil Subsurface soils encountered during the field exploration conducted on August 31 and September 14, 2017 consist of medium dense to dense sands to maximum depth penetrated. The near surface soils are non-expansive in nature. The subsurface logs (Plates B-1 through B-11) depict the stratigraphic relationships of the various soil types. 3.7 Groundwater Groundwater was not encountered in the test pits during the time of exploration. According to Coachella Valley Water District (CVWD) readings of groundwater levels from nearby wells, groundwater is located at a depth of approximately 230 feet below the ground surface in the vicinity of the project site. There is uncertainty in the accuracy of short-term water level measurements, particularly in fine-grained soil. Groundwater levels may fluctuate with precipitation, irrigation of adjacent properties, drainage, and site grading. The groundwater level noted should not be interpreted to represent an accurate or permanent condition.

Loving Care Assisted Living – Cathedral City, CA LCI Report No. LP17122 LandMark Consultants, Inc. Page 9
Based on the general topography, groundwater flow directions are estimated to be toward the southeast within the subject site area. Flow directions may also vary locally in the vicinity of the site. Historic groundwater records in the vicinity of the project site indicate that groundwater has fluctuated between 130 to 170 feet below the ground surface over the last 65 years according to the Coachella Valley Water District and to a report "Coachella Valley Investigation" conducted by the Department of Water Resources, published July 1964. 3.8 Hydro-consolidation In arid climatic regions, granular soils have a potential to collapse upon wetting. This collapse (hydro-consolidation) phenomena is the result of the lubrication of soluble cements (carbonates) in the soil matrix causing the soil to densify from its loose configuration during deposition. Collapse potential tests (Plates C-7) performed on a remolded sample from the site indicated a slight risk of collapse upon saturation. Therefore, development of building foundation is not required to include provisions for mitigating the hydro-consolidation caused by soil saturation from landscape irrigation or broken utility lines. 3.9 Regional Subsidence The project is located in the Coachella Valley which has experienced up to 12 inches of regional subsidence between 1996 and 2005 (USGS, 2007). The risk of regional subsidence at the project site is considered low.

Loving Care Assisted Living – Cathedral City, CA LCI Report No. LP17122 LandMark Consultants, Inc. Page 10
Section 4 DESIGN CRITERIA 4.1 Site Preparation Pre-grade Meeting: Prior to site preparation, a meeting should be held at the site with as a minimum, the owner’s representative, grading contractor and geotechnical engineer in attendance. Clearing and Grubbing: All surface improvements, debris and/or vegetation including grass, trees, and weeds on the site at the time of construction should be removed from the construction area. Root balls should be completely excavated. Organic stripping should be hauled from the site and not used as fill. Any trash, construction debris, concrete slabs, old pavement, and buried obstructions such as old foundations and utility lines exposed during rough grading should be traced to the limits of the foreign materials and removed. Any excavations resulting from site clearing and grubbing should be dish-shaped to the lowest depth of disturbance and backfilled with engineered fill. Building Pad Preparation: The existing surface soil within the building pad areas should be removed to 24 inches below the lowest foundation grade or 48 inches below the original grade (whichever is deeper), extending five feet beyond all exterior wall/column lines (including adjacent concreted areas). The exposed sub-grade should be scarified to a depth of 8 inches, uniformly moisture conditioned to at least 2% over optimum moisture, and re-compacted to at least 90% of ASTM D1557 maximum density The on-site soils are suitable for use as compacted fill and utility trench backfill. Imported fill soil (if required) should similar to onsite soil or non-expansive, granular soil meeting the USCS classifications of SM, SP-SM, or SW-SM with a maximum rock size of 3 inches. The geotechnical engineer should approve imported fill soil sources before hauling material to the site. Native, stock pile and imported materials should be placed in lifts no greater than 8 inches in loose thickness, uniformly moisture conditioned to at least 2% over optimum moisture, and re-compacted to at least 90% of ASTM D1557 maximum density.

Loving Care Assisted Living – Cathedral City, CA LCI Report No. LP17122 LandMark Consultants, Inc. Page 11
In areas other than the building pad which are to receive concrete slabs and asphalt concrete pavement, the ground surface should be over-excavated to a depth of 12 inches, uniformly moisture conditioned to at least 2% over optimum moisture, and re-compacted to at least 90% of ASTM D1557 maximum density. Trench Backfill: On-site soil free of debris, vegetation, and other deleterious matter may be suitable for use as utility trench backfill. Backfill within roadways should be placed in layers not more that 6 inches in thickness, uniformly moisture conditioned to at least 2% over optimum moisture and mechanically compacted to a minimum of 90% of the ASTM D1557 maximum dry density except for the top 12 inches of the trench which shall be compacted to at least 95%. Native backfill should only be placed and compacted after encapsulating buried pipes with suitable bedding and pipe envelope material. Pipe envelope/bedding should either be clean sand (Sand Equivalent SE>30) or crushed rock when encountering groundwater. A geotextile filter fabric (Mirafi 140N or equivalent) should be used to encapsulate the crushed rock to reduce the potential for in-washing of fines into the gravel void space. Precautions should be taken in the compaction of the backfill to avoid damage to the pipes and structures. Moisture Control and Drainage: The moisture condition of the building pad should be maintained during trenching and utility installation until concrete is placed or should be rewetted before initiating delayed construction. If soil drying is noted, a 2 to 3 inches depth of water may be used in the bottom of footings to restore footing subgrade moisture and reduce potential edge lift. Adequate site drainage is essential to future performance of the project. Infiltration of excess irrigation water and stormwaters can adversely affect the performance of the subsurface soil at the site. Positive drainage should be maintained away from all structures (5% for 5 feet minimum across unpaved areas) to prevent ponding and subsequent saturation of the native soil. Gutters and downspouts may be considered as a means to convey water away from foundations. If landscape irrigation is allowed next to the building, drip irrigation systems or lined planter boxes should be used. The subgrade soil should be maintained in a moist, but not saturated state, and not allowed to dry out. Drainage should be maintained without ponding.

Loving Care Assisted Living – Cathedral City, CA LCI Report No. LP17122 LandMark Consultants, Inc. Page 12
Observation and Density Testing: All site preparation and fill placement should be continuously observed and tested by a representative of a qualified geotechnical engineering firm. Full-time observation services during the excavation and scarification process is necessary to detect un-desirable materials or conditions and soft areas that may be encountered in the construction area. The geotechnical firm that provides observation and testing during construction shall assume the responsibility of "geotechnical engineer of record" and, as such, shall perform additional tests and investigation as necessary to satisfy themselves as to the site conditions and the recommendations for site development. Auxiliary Structures Foundation Preparation: Auxiliary structures such as free standing or retaining walls should have the existing soil beneath the structure foundation prepared in the manner recommended for the building pad except the preparation needed only to extend 18 inches below and beyond the footing. 4.2 Foundations and Settlements Shallow column footings and continuous wall footings are suitable to support the structures provided they are founded on a layer of properly prepared and compacted soil as described in Section 4.1. The foundations may be designed using an allowable soil bearing pressure of 1,800 psf. The allowable soil pressure may be increased by 20% for each foot of embedment depth in excess of 18 inches and by one-third for short term loads induced by winds or seismic events. The maximum allowable soil pressure at increased embedment depths shall not exceed 2,800 psf. All exterior and interior foundations should be embedded a minimum of 18 inches below the building support pad or lowest adjacent final grade, whichever is deeper. Continuous wall footings should have a minimum width of 12 inches. Column footings should have a minimum width of 24 inches and should not be structurally isolated. Recommended concrete reinforcement and sizing for all footings should be provided by the structural engineer. Resistance to horizontal loads will be developed by passive earth pressure on the sides of footings and frictional resistance developed along the bases of footings and concrete slabs. Passive resistance to lateral earth pressure may be calculated using an equivalent fluid pressure of 300 pcf to resist lateral loadings.

Loving Care Assisted Living – Cathedral City, CA LCI Report No. LP17122 LandMark Consultants, Inc. Page 13
The top one foot of embedment should not be considered in computing passive resistance unless the adjacent area is confined by a slab or pavement. An allowable friction coefficient of 0.4 may also be used at the base of the footings to resist lateral loading. Foundation movement under the estimated static (non-seismic) loadings and static site conditions are estimated to not exceed ¾ inch with differential movement of about two-thirds of total movement for the loading assumptions stated above when the subgrade preparation guidelines given above are followed. 4.3 Slabs-On-Grade Concrete slabs and flatwork should be a minimum of 4 inches thick. Concrete slabs and flatworks should be determined by the design engineer. Concrete floor slabs may either be monolithically placed with the foundation or dowelled after footing placement. The concrete slabs may be placed on granular subgrade that has been compacted at least 90% relative compaction (ASTM D1557). American Concrete Institute (ACI) guidelines (ACI 302.1R-04 Chapter 3, Section 3.2.3) provide recommendations regarding the use of moisture barriers beneath concrete slabs. The concrete floor slabs should be underlain by a 10-mil polyethylene vapor retarder that works as a capillary break to reduce moisture migration into the slab section. All laps and seams should be overlapped 6-inches or as recommended by the manufacturer. The vapor retarder should be protected from puncture. The joints and penetrations should be sealed with the manufacturer’s recommended adhesive, pressure-sensitive tape, or both. The vapor retarder should extend a minimum of 12 inches into the footing excavations. The vapor retarder should be covered by 4 inches of clean sand (Sand Equivalent SE>30) unless placed on 2.5 feet of granular fill, in which case, the vapor retarder may lie directly on the granular fill with 2 inches of clean sand cover. Placing sand over the vapor retarder may increase moisture transmission through the slab, because it provides a reservoir for bleed water from the concrete to collect. The sand placed over the vapor retarder may also move and mound prior to concrete placement, resulting in an irregular slab thickness.

Loving Care Assisted Living – Cathedral City, CA LCI Report No. LP17122 LandMark Consultants, Inc. Page 14
For areas with moisture sensitive flooring materials, ACI recommends that concrete slabs be placed without a sand cover directly over the vapor retarder, provided that the concrete mix uses a low-water cement ratio and concrete curing methods are employed to compensate for release of bleed water through the top of the slab. The vapor retarder should have a minimum thickness of 15-mil (Stego-Wrap or equivalent). Control joints should be provided in all concrete slabs-on-grade at a maximum spacing (in feet) of 2 to 3 times the slab thickness (in inches) as recommended by American Concrete Institute (ACI) guidelines. All joints should form approximately square patterns to reduce randomly oriented contraction cracks. Contraction joints in the slabs should be tooled at the time of the pour or sawcut (¼ of slab depth) within 6 to 8 hours of concrete placement. Construction (cold) joints in foundations and area flatwork should either be thickened butt-joints with dowels or a thickened keyed-joint designed to resist vertical deflection at the joint. All joints in flatwork should be sealed to prevent moisture, vermin, or foreign material intrusion. Precautions should be taken to prevent curling of slabs in this arid desert region (refer to ACI guidelines). All independent concrete flatworks should be underlain by 12 inches of moisture conditioned and compacted soils. All flatwork should be jointed in square patterns and at irregularities in shape at a maximum spacing of 10 feet or the least width of the sidewalk. 4.4 Concrete Mixes and Corrosivity Selected chemical analyses for corrosivity were conducted on bulk samples of the near surface soil from the project site (Plate C-5). The native soils tested were shown to have low levels of sulfate and chloride ion concentrations. Resistivity determinations on the soil indicate low potential for metal loss because of electrochemical corrosion processes. A minimum of 2,500 psi concrete of Type II Portland Cement with a maximum water/cement ratio of 0.60 (by weight) should be used for concrete placed in contact with native soil on this project (sitework including streets, sidewalks, driveways, patios, and foundations).

Loving Care Assisted Living – Cathedral City, CA LCI Report No. LP17122 LandMark Consultants, Inc. Page 15
A minimum concrete cover of three (3) inches is recommended around steel reinforcing or embedded components (anchor bolts, hold-downs, etc.) exposed to native soil or landscape water (to 18 inches above grade). The concrete should also be thoroughly vibrated during placement. Landmark does not practice corrosion engineering. We recommend that a qualified corrosion engineer evaluate the corrosion potential on metal construction materials and concrete at the site. 4.5 Excavations All trench excavations should conform to CalOSHA requirements for Type C soil. The contractor is solely responsible for the safety of workers entering trenches. Temporary excavations with depths of 4 feet or less may be cut nearly vertical for short duration. Temporary slopes should be no steeper than 1.5:1 (horizontal: vertical). Sandy soil slopes should be kept moist, but not saturated, to reduce the potential of raveling or sloughing. Trench excavations deeper than 4 feet will require shoring or slope inclinations in conformance to CAL/OSHA regulations for Type C soil. Surcharge loads of stockpiled soil or construction materials should be set back from the top of the slope a minimum distance equal to the height of the slope. All permanent slopes should not be steeper than 3:1 to reduce wind and rain erosion. Protected slopes with ground cover may be as steep as 2:1. However, maintenance with motorized equipment may not be possible at this inclination. 4.6 Lateral Earth Pressures Earth retaining structures, such as retaining walls, should be designed to resist the soil pressure imposed by the retained soil mass. Walls with granular drained backfill may be designed for an assumed static earth pressure equivalent to that exerted by a fluid weighing 35 pcf for unrestrained (active) conditions (able to rotate 0.1% of wall height), and 50 pcf for restrained (at-rest) conditions. These values should be verified at the actual wall locations during construction. 4.7 Seismic Design Loving Care Assisted Living – Cathedral City, CA LCI Report No. LP17122 LandMark Consultants, Inc. Page 16
This site is located in the seismically active southern California area and the site structures are subject to strong ground shaking due to potential fault movements along the San Andreas fault. Engineered design and earthquake-resistant construction are the common solutions to increase safety and development of seismic areas. Designs should comply with the latest edition of the CBC for Site Class D using the seismic coefficients given in Section 3.4 of this report. 4.8 Permanent Slopes Cut and Fill slopes should be constructed generally no steeper than 3 (H):1(V) to permit easy landscape maintenance and provide erosional stability form wind or rain while unprotected without landscape cover. Slope with a 2(H):1(V) gradient are permitted provided, it is recognized that such slopes are more prone to erosion and so not permit landscape maintenance by motorized riding equipment, and require landscape cover to retard erosion. 4.9 Pavements Pavements should be designed according to CALTRANS or other acceptable methods. Traffic indices were not provided by the project engineer or owner; therefore, we have provided structural sections for several traffic indices for comparative evaluation. The public agency or design engineer should decide the appropriate traffic index for the site. Maintenance of proper drainage is necessary to prolong the service life of the pavements. Based on the current State of California CALTRANS method, an estimated R-value of 60 for the subgrade soil and assumed traffic indices, the following table provides our estimates for asphaltic concrete (AC) pavement sections.

Loving Care Assisted Living – Cathedral City, CA LCI Report No. LP17122 LandMark Consultants, Inc. Page 17
RECOMMENDED PAVEMENTS SECTIONS R-Value of Subgrade Soil - 60 (estimated) Design Method - CALTRANS 2012 Flexible Pavements Traffic Index (assumed) Asphaltic Concrete Thickness (in.) Aggregate Base Thickness (in.) 5.0 3.0 4.0 6.0 3.5 4.0 7.0 4.5 4.0 8.0 5.0 5.5 Notes: 1) Asphaltic concrete shall be Caltrans, Type B, ¾ inch maximum medium grading, (½ inch for parking areas) compacted to a minimum of 95% of the 50-blow Marshall density (ASTM D1559). 2) Aggregate base shall conform to Caltrans Class 2 (¾ in. maximum), compacted to a minimum of 95% of ASTM D1557 maximum dry density. 3) Place pavements on 8 inches of moisture conditioned (at least 2% of over optimum) native soil compacted to a minimum of 90% of the maximum dry density determined by ASTM D1557, or the governing agency requirements. Final recommended pavement sections may need to be based on sampling and R-Value testing during grading operations when actual subgrade soils will be exposed.

Loving Care Assisted Living – Cathedral City, CA LCI Report No. LP17122 LandMark Consultants, Inc. Page 18
Section 5 LIMITATIONS AND ADDITIONAL SERVICES 5.1 Limitations The findings and professional opinions within this report are based on current information regarding the proposed commercial complex, located at 30260 Date Palm Drive in the city of Cathedral City, California. The conclusions and professional opinions of this report are invalid if:  Proposed building(s) location and size are changed from those shown in this report < Structural loads change from those stated or the structures are relocated.  The Additional Services section of this report is not followed.  This report is used for adjacent or other property.  Changes of grade or groundwater occur between the issuance of this report and construction other than those anticipated in this report.  Any other change that materially alters the project from that proposed at the time this report was prepared. Findings and professional opinions in this report are based on selected points of field exploration, geologic literature, laboratory testing, and our understanding of the proposed project. Our analysis of data and professional opinions presented herein are based on the assumption that soil conditions do not vary significantly from those found at specific exploratory locations. Variations in soil conditions can exist between and beyond the exploration points or groundwater elevations may change. If detected, these conditions may require additional studies, consultation, and possible design revisions. This report contains information that may be useful in the preparation of contract specifications. However, the report is not worded is such a manner that we recommend its use as a construction specification document without proper modification. The use of information contained in this report for bidding purposes should be done at the contractor’s option and risk. This report was prepared according to the generally accepted geotechnical engineering standards of practice that existed in Riverside County at the time the report was prepared. No express or implied warranties are made in connection with our services.

Loving Care Assisted Living – Cathedral City, CA LCI Report No. LP17122 LandMark Consultants, Inc. Page 19
This report should be considered invalid for periods after two years from the report date without a review of the validity of the findings and professional opinions by our firm, because of potential changes in the Geotechnical Engineering Standards of Practice. The client has responsibility to see that all parties to the project including, designer, contractor, and subcontractor are made aware of this entire report. The use of information contained in this report for bidding purposes should be done at the contractor's option and risk. 5.2 Additional Services We recommend that a qualified geotechnical consultant be retained to provide the tests and observations services during construction. The geotechnical engineering firm providing such tests and observations shall become the geotechnical engineer of record and assume responsibility for the project. The professional opinions presented in this report are based on the assumption that:  Consultation during development of design and construction documents to check that the geotechnical professional opinions are appropriate for the proposed project and that the geotechnical professional opinions are properly interpreted and incorporated into the documents.  LandMark Consultants, Inc. will have the opportunity to review and comment on the plans and specifications for the project prior to the issuance of such for bidding.Continuous observation, inspection, and testing by the geotechnical consultant of record during site clearing, grading, excavation, placement of fills, building pad and subgrade preparation, and backfilling of utility trenches.  Observation of foundation excavations and reinforcing steel before concrete placement.  Other consultation as necessary during design and construction. We emphasize our review of the project plans and specifications to check for compatibility with our professional opinions and conclusions. Additional information concerning the scope and cost of these services can be obtained from our office.

APPENDIXA
Project No.: LP17122Vicinity MapPlateA-1
Project Site
NL MAND ARKGeo-Engineers and Geologists
Project No.: LP17122PlateA-2Approximate Boring LocationApproximate Test Pit LocationLegendNL MAND ARKGeo-Engineers and GeologistsSite and Exploration Plan B-2B-1T-1T-2
T-3T-4T-5
T-6B-3
B-4B-5
Project No.: LP17122USDA Soil ConservationSoil Service MapPlateA-3L MAND ARKGeo-Engineers and Geologists N
Project Site
Map Unit LegendRiverside County, Coachella Valley Area, California (CA680)Map Unit Symbol Map Unit Name Acres in AOI Percent of AOIMaB Myoma fine sand, 0 to 5percent slopes88.6 100.0%Totals for Area of Interest 88.6 100.0%Soil Map—Riverside County, Coachella Valley Area, California Natural ResourcesConservation ServiceWeb Soil SurveyNational Cooperative Soil Survey9/27/2017Page 3 of 3 Project No.: LP17122Topographic MapPlateA-4
NL MAND ARKGeo-Engineers and Geologists
Project Site
Project No.: LP17122Riverside CountyGeographic Information System (GIS)Fault MapPlateA-5 Project Site
L MAND ARKGeo-Engineers and Geologists
Project No.: LP17122FEMA Flood ZonesPlateA-
Project Site
L MAND ARKGeo-Engineers and Geologists

APPENDIXB
DATE DRILLED:LOGGED BY:TOTAL DEPTH:SURFACE ELEVATION:TYPE OF BIT:DIAMETER:HAMMER WT.:DROP:DEPTH TO WATER:

LOG OF BORING No. B-1SAMPLE
PROJECTNO.LLP1712260
105
2030253018314150/6”44
19271821
354555
15 4050
DRYDENSITY(pcf)MOISTURECONTENT(% dry wt.)OTHER TESTSBLOWCOUNTSHEET OF1 1 8/31/17G. ChandraApproximately 370'Hollow Stem Auger140 lbs.8 in.30 in.NA51.5 FeetTotal Depth = 51.5'Groundwater not encountered at time of drillingBackfilled with excavated soil SAND M(SP-S ): Grayish brown, dry, fine grained,medium dense to dense SAND M(SP-S ): Grayish brown, dry, fine grained, very dense,some gravelSILTY SAND M(S ): Grayish brown, dry, fine grained, very dense 107.30.31.9115.0 1.00.60.31.41.43.00.6
USCS.CLASSPOCKET. (tsf)PEN
Passing #200 = 7.1%Passing #200 = 9.2%Passing #200 = 7.2%Passing #200 = 8.1%Passing #200 = 18.1%Passing #200 = 5.6% DATE DRILLED:LOGGED BY:TOTAL DEPTH:SURFACE ELEVATION:TYPE OF BIT:DIAMETER:HAMMER WT.:DROP:DEPTH TO WATER:

LOG OF BORING No. B-2SAMPLE
PROJECTNO.LP1712260
105
2030252633421224
354555
15 4050
DRYDENSITY(pcf)MOISTURECONTENT(% dry wt.)OTHER TESTSBLOWCOUNTSHEET OF1 1 8/31/17G. ChandraApproximately 370'Hollow Stem Auger140 lbs.8 in.30 in.NA26.5 FeetTotal Depth = 26.5'Groundwater not encountered at time of drillingBackfilled with excavated soil SAND M(SP-S ): Grayish brown, dry, fine grained,medium dense to dense SAND M(SP-S ): Grayish brown, dry, fine grained,medium dense to denseSILTY SAND M(S ): Grayish brown, dry, fine grained, dense 107.81.70.6106.0 8.50.9
USCS.CLASSPOCKET. (tsf)PEN
Passing #200 = 10.3%
Passing #200 = 15.5%
DATE DRILLED:LOGGED BY:TOTAL DEPTH:SURFACE ELEVATION:TYPE OF BIT:DIAMETER:HAMMER WT.:DROP:DEPTH TO WATER:

LOG OF BORING No. B-3SAMPLE
PROJECTNO.LP1712260
105
20302518221964
2226922
354555
15 4050
DRYDENSITY(pcf)MOISTURECONTENT(% dry wt.)OTHER TESTSBLOWCOUNTSHEET OF1 1 8/31/17G. ChandraApproximately 370'Hollow Stem Auger140 lbs.8 in.30 in.NA41.5 FeetTotal Depth = 41.5'Groundwater not encountered at time of drillingBackfilled with excavated soil SAND M(SP-S ): Grayish brown, dry, fine grained,medium denseSAND M(SP-S ): Grayish brown, dry, fine grained,medium dense to denseSILTY SAND M(S ): Grayish brown, dry, fine grained, loose trace gravel

96.52.11.585.50.60.70.50.40.80.2
USCS.CLASSPOCKET. (tsf)PEN
Passing #200 = 15.3%Passing #200 = 7.1%Passing #200 = 4.1%Passing #200 = 7.0% DATE DRILLED:LOGGED BY:TOTAL DEPTH:SURFACE ELEVATION:TYPE OF BIT:DIAMETER:HAMMER WT.:DROP:DEPTH TO WATER:

LOG OF BORING No. B-4SAMPLE
PROJECTNO.LLP1712260
105
20302525321022
354555
15 4050
DRYDENSITY(pcf)MOISTURECONTENT(% dry wt.)OTHER TESTSBLOWCOUNTSHEET OF1 1 8/31/17G. ChandraApproximately 370'Hollow Stem Auger140 lbs.8 in.30 in.NA21.5 FeetTotal Depth = 21.5'Groundwater not encountered at time of drillingBackfilled with excavated soil SAND M(SP-S ): Grayish brown, dry, fine grained,medium dense SAND M(SP-S ): Grayish brown, dry, fine grained,medium denseSILTY SAND M(S ): Grayish brown, dry, fine grained, dense114.81.90.6111.13.80.6 USCS.CLASSPOCKET. (tsf)PEN
Passing #200 = 7.5%Passing #200 = 26.0%
DATE DRILLED:LOGGED BY:TOTAL DEPTH:SURFACE ELEVATION:TYPE OF BIT:DIAMETER:HAMMER WT.:DROP:DEPTH TO WATER:

LOG OF BORING No. B-5SAMPLE
PROJECTNO.LP1712260
105
20302529271322
354555
15 4050
DRYDENSITY(pcf)MOISTURECONTENT(% dry wt.)OTHER TESTSBLOWCOUNTSHEET OF1 1 8/31/17G. ChandraApproximately 370'Hollow Stem Auger140 lbs.8 in.30 in.NA21.5 FeetTotal Depth = 21.5'Groundwater not encountered at time of drillingBackfilled with excavated soil SAND M(SP-S ): Grayish brown, dry, fine grained,medium dense to denseSAND M(SP-S ): Grayish brown, dry, fine grained,medium dense to denseSILTY SAND M(S ): Grayish brown, dry, fine grained, dense104.74.22.2105.5 1.10.4 USCS.CLASSPOCKET. (tsf)PEN
Passing #200 = 32.0%Passing #200 = 6.9%
DATE EXCAVATED:LOGGED BY:TOTAL DEPTH:SURFACE ELEVATION:TYPE OF BIT:DIAMETER:HAMMER WT.:DROP:DEPTH TO WATER:

LOG OF TEST PIT NO. T-1SAMPLE
30 510152025
DRYDENSITY(pcf)MOISTURECONTENT(% dry wt.)OTHER TESTSBLOWCOUNTSHEET 1 OF 1 5/14/17J. LorenzanaApproximately 370’N/AN/AN/ABackhoeN/A15 Feet USCSCLASS.POCKETPEN. (tsf)
SAND (SP-SM): Grayish brown, dry, fine grainedincrease in silt content104.4 1.8 Total Depth = 15.0’Moisture and density values by Nuclear Densometer (ASTM 6938)Backfilled with excavated soil DATE EXCAVATED:LOGGED BY:TOTAL DEPTH:SURFACE ELEVATION:TYPE OF BIT:DIAMETER:HAMMER WT.:DROP:DEPTH TO WATER:

LOG OF TEST PIT NO. T-2SAMPLE
30 510152025
DRYDENSITY(pcf)MOISTURECONTENT(% dry wt.)OTHER TESTSBLOWCOUNTSHEET 1 OF 1 5/14/17J. LorenzanaApproximately 370’N/AN/AN/ABackhoeN/A15 Feet USCSCLASS.POCKETPEN. (tsf)
SAND (SP-SM): Grayish brown, dry, fine grainedincrease in silt content105.4104.02.52.8 Total Depth = 15.0’Moisture and density values by Nuclear Densometer (ASTM 6938)Backfilled with excavated soil DATE EXCAVATED:LOGGED BY:TOTAL DEPTH:SURFACE ELEVATION:TYPE OF BIT:DIAMETER:HAMMER WT.:DROP:DEPTH TO WATER:

LOG OF TEST PIT NO. T-3SAMPLE
30 510152025
DRYDENSITY(pcf)MOISTURECONTENT(% dry wt.)OTHER TESTSBLOWCOUNTSHEET 1 OF 1 5/14/17J. LorenzanaApproximately 370’N/AN/AN/ABackhoeN/A15 Feet USCSCLASS.POCKETPEN. (tsf)
SAND (SP-SM): Grayish brown, dry, fine grainedincrease in silt content105.3105.12.33.0 Total Depth = 15.0’Moisture and density values by Nuclear Densometer (ASTM 6938)Backfilled with excavated soil DATE EXCAVATED:LOGGED BY:TOTAL DEPTH:SURFACE ELEVATION:TYPE OF BIT:DIAMETER:HAMMER WT.:DROP:DEPTH TO WATER:

LOG OF TEST PIT NO. T-4SAMPLE
30 510152025
DRYDENSITY(pcf)MOISTURECONTENT(% dry wt.)OTHER TESTSBLOWCOUNTSHEET 1 OF 1 5/14/17J. LorenzanaApproximately 370’N/AN/AN/ABackhoeN/A15 Feet USCSCLASS.POCKETPEN. (tsf)
SAND (SP-SM): Grayish brown, dry, fine grainedincrease in silt content98.9100.02.02.6 Total Depth = 15.0’Moisture and density values by Nuclear Densometer (ASTM 6938)Backfilled with excavated soil DATE EXCAVATED:LOGGED BY:TOTAL DEPTH:SURFACE ELEVATION:TYPE OF BIT:DIAMETER:HAMMER WT.:DROP:DEPTH TO WATER:

LOG OF TEST PIT NO. T-5SAMPLE
30 510152025
DRYDENSITY(pcf)MOISTURECONTENT(% dry wt.)OTHER TESTSBLOWCOUNTSHEET 1 OF 1 5/14/17J. LorenzanaApproximately 370’N/AN/AN/ABackhoeN/A15 Feet USCSCLASS.POCKETPEN. (tsf)
SAND (SP-SM): Grayish brown, dry, fine grainedincrease in silt content109.0103.01.62.3 Total Depth = 15.0’Moisture and density values by Nuclear Densometer (ASTM 6938)Backfilled with excavated soil DATE EXCAVATED:LOGGED BY:TOTAL DEPTH:SURFACE ELEVATION:TYPE OF BIT:DIAMETER:HAMMER WT.:DROP:DEPTH TO WATER:

LOG OF TEST PIT NO. T-6SAMPLE
30 510152025
DRYDENSITY(pcf)MOISTURECONTENT(% dry wt.)OTHER TESTSBLOWCOUNTSHEET 1 OF 1 5/14/17J. LorenzanaApproximately 370’N/AN/AN/ABackhoeN/A15 Feet USCSCLASS.POCKETPEN. (tsf)
SAND (SP-SM): Grayish brown, dry, fine grainedincrease in silt content104.0105.91.81.9 Total Depth = 15.0’Moisture and density values by Nuclear Densometer (ASTM 6938)Backfilled with excavated soil DEFINITIONOFTERMSPRIMARYDIVISIONS SYMBOLS SECONDARYDIVISIONSGravels GWGPGMGCSands SWSPSMSCSiltsandclays MLCLOLSiltsandclays MHCHOHHighlyorganicsoilsPTFineMediumCoarseFineCoarseUSStandardSeriesSieveClearSquareOpeningsClays&PlasticSilts Strength** Blows/ft.*Sands,Gravels,etc. Blows/ft.*VerySoft 0-0.25 0-2VeryLoose 0-4 Soft 0.25-0.5 2-4Loose 4-10 Firm 0.5-1.0 4-8MediumDense 10-30 Stiff 1.0-2.0 8-16Dense 30-50 VeryStiff 2.0-4.0 16-32VeryDense Over50 Hard Over4.0 Over32*Numberofblowsof140lb.hammerfalling30inchestodrivea2inchO.D.(13/8in.I.D.)splitspoon(ASTMD1586).**Unconfinedcompressivestrengthintons/s.f.asdeterminedbylaboratorytestingorapproximatedbytheStandardPenetrationTest(ASTMD1586),PocketPenetrometer,Torvane,orvisualobservation.TypeofSamples:RingSampleStandardPenetrationTestShelbyTubeBulk(Bag)SampleDrillingNotes:1.SamplingandBlowCountsRingSampler-Numberofblowsperfootofa140lb.hammerfalling30inches.StandardPenetrationTest-Numberofblowsperfoot.ShelbyTube-Three(3)inchnominaldiametertubehydraulicallypushed.2.P.P.=PocketPenetrometer(tons/s.f.).3.NR=Norecovery.4.GWT=GroundWaterTableobserved@specifiedtime.ProjectNo. LP17122 Siltysands,sand-siltmixtures,non-plasticfinesClayeysands,sand-claymixtures,plasticfinesMorethanhalfofcoarsefractionislargerthanNo.4sieveInorganicclaysofhighplasticity,fatclaysOrganicclaysofmediumtohighplasticity,organicsiltsPoorlygradedsandsorgravellysands,littleornofinesPeatandotherhighlyorganicsoilsInorganicsilts,clayeysiltswithslightplasticityInorganicclaysoflowtomediumplasticity,gravely,sandy,orleanclaysOrganicsiltsandorganicclaysoflowplasticityInorganicsilts,micaceousordiatomaceoussiltysoils,elasticsiltsCoarsegrainedsoilsMorethanhalfofmaterialislargerthatNo.200sieveMorethanhalfofcoarsefractionissmallerthanNo.4sieveSiltsandClays Cleangravels(lessthan5%fines)GravelwithfinesCleansands(lessthan5%fines)SandswithfinesFinegrainedsoilsMorethanhalfofmaterialissmallerthanNo.200sieveLiquidlimitismorethan50%Liquidlimitislessthan50%GRAINSIZES Wellgradedgravels,gravel-sandmixtures,littleornofinesPoorlygradedgravels,orgravel-sandmixtures,littleornofinesSiltygravels,gravel-sand-siltmixtures,non-plasticfinesClayeygravels,gravel-sand-claymixtures,plasticfinesWellgradedsands,gravellysands,littleornofines PlateB-12KeytoLogs
Sand GravelCobbles Boulders
200401043/4"3"12"

APPENDIXC
ProjectNo.:
SIEVEANALYSIS
LP17122 GrainSizeAnalysis
FineCoarse MediumFineCoarse
PlateC-1
CobblesandBouldersGravel SandSiltandClay
0102030405060708090100

0.0010.010.1110100
PercentPassingbyWeight
ParticleSize(mm)B-1@0-3ft.L MAND ARKGeo-Enginee rs and Geologists0102030405060708090

0.0100.1001.00010.000100.0001000.000
PercentPassingbyWeight
ParticleSize(mm)B-1@0-3ft.

ProjectNo.:
SIEVEANALYSIS
LP17122 GrainSizeAnalysis
FineCoarse MediumFineCoarse
PlateC-2
CobblesandBouldersGravel SandSiltandClay
0102030405060708090100

0.0010.010.1110100
PercentPassingbyWeight
ParticleSize(mm)B-1@23ft.L MAND ARKGeo-Enginee rs and Geologists0102030405060708090

0.0100.1001.00010.000100.0001000.000
PercentPassingbyWeight
ParticleSize(mm)B-1@23ft.

ProjectNo.: PlateC-3
CobblesandBouldersGravel SandSiltandClaySIEVEANALYSIS LP17122 GrainSizeAnalysis
FineCoarse MediumFineCoarse
0102030405060708090100

0.0010.010.1110100
PercentPassingbyWeight
ParticleSize(mm)T-2@0-3ft.L MAND ARKGeo-Enginee rs and Geologists0102030405060708090

0.0100.1001.00010.000100.0001000.000
PercentPassingbyWeight
ParticleSize(mm)T-2@0-3ft.

ProjectNo.: PlateC-4
CobblesandBouldersGravel SandSiltandClaySIEVEANALYSIS LP17122 GrainSizeAnalysis
FineCoarse MediumFineCoarse
0102030405060708090100

0.0010.010.1110100
PercentPassingbyWeight
ParticleSize(mm)T-4@0-3ft.L MAND ARKGeo-Enginee rs and Geologists0102030405060708090

0.0100.1001.00010.000100.0001000.000
PercentPassingbyWeight
ParticleSize(mm)T-4@0-3ft.

CLIENT:PROJECT:JOB No.:DATE:Boring:B-1CaltransSample Depth, ft:0-3MethodpH:8.7643Electrical Conductivity (mmhos):--424Resistivity (ohm-cm):11,000643Chloride (Cl), ppm:40422Sulfate (SO4), ppm:0 417Material Chemical Range Degree ofAffected Agent of Values CorrosivityConcrete Soluble 0 - 1,000 LowSulfates 1,000 - 2,000 Moderate(ppm) 2,000 - 20,000 Severe> 20,000 Very SevereNormal Soluble 0 - 200 LowGrade Chlorides 200 - 700 ModerateSteel (ppm) 700 - 1,500 Severe> 1,500 Very SevereNormal Resistivity 1 - 1,000 Very SevereGrade (ohm-cm) 1,000 - 2,000 SevereSteel 2,000 - 10,000 Moderate> 10,000 LowProject No.:LP17122 General Guidelines for Soil Corrosivity
Selected ChemicalTest ResultsC-5Plate
LANDMARK CONSULTANTS, INC.CHEMICAL ANALYSISDesert Care LLCLiving Care Assisted LivingLP1712210/09/17

Client: SoilDescription:Project: SampleLocation:ProjectNo.: TestMethod:Date: MaximumDryDensity(pcf):Lab.No.: OptimumMoistureContent(%):

PlateC-6ProjectNo.: LP17122MoistureDensityRelationship N/AGrayFindSandB-1@0-3'ASTMD-1557A113.0DesertCareLLCLP171229/5/20177.2LivingCareAssistedLiving 100110120130140
0 5 10 15 20 25 30DryDensity(pcf)
MoistureContent(%)
Curvesof100%saturationforspecificgravityequalto:2.752.702.65

APPENDIXD
REFERENCES Arango I., 1996, Magnitude Scaling Factors for Soil Liquefaction Evaluations: ASCE Geotechnical Journal, Vol. 122, No. 11. Bartlett, Steven F. and Youd, T. Leslie, 1995, Empirical Prediction of Liquefaction-Induced Lateral Spread: ASCE Geotechnical Journal, Vol. 121, No. 4. Blake, T. F., 2000, FRISKSP - A computer program for the probabilistic estimation of seismic hazard using faults as earthquake sources. Bolt, B. A., 1974, Duration of Strong Motion: Proceedings 5th World Conference on Earthquake Engineering, Rome, Italy, June 1974. Boore, D. M., Joyner, W. B., and Fumal, T. E., 1994, Estimation of response spectra and peak accelerations from western North American earthquakes: U.S. Geological Survey Open File Reports 94-127 and 93-509. Boore, D. M., Joyner, W. B., and Fumal, T. E., 1997, Empirical Near-Source Attenuation Relationships for Horizontal and Vertical Components of Peak Ground Acceleration, Peak Ground Velocity, and Pseudo-Absolute Acceleration Response Spectra: Seismological Research Letters, Vol. 68, No. 1, p. 154-179. Bray, J. D., Sancio, R. B., Riemer, M. F. and Durgunoglu, T., (2004) Liquefaction Susceptibility of Fine-Grained Soils: Proc. 11th Inter. Conf. in Soil Dynamics and Earthquake Engineering and 3rd Inter. Conf. on Earthquake Geotechnical Engineering., Doolin, Kammerer, Nogami, Seed, and Towhata, Eds., Berkeley, CA, Jan. 7-9, V.1, pp. 655-662. Building Seismic Safety Council (BSSC), 1991, NEHRP recommended provisions for the development of seismic regulations of new buildings, Parts 1, 2 and Maps: FEMA 222, January 1992 California Building Standards Commission, 2007, 2007 California Building Code. California Code of Regulations, Title 24, Part 2, Vol. 2 of 2. California Division of Mines and Geology (CDMG), 1996, California Fault Parameters: available at http://www.consrv.ca.gov/dmg/shezp/fltindex.html California Division of Mines and Geology (CDMG), 1962, Geologic Map of California – Santa Ana Quadrangle Sheet: California Division of Mines and Geology, Scale 1:250,000. Cao, T., Bryant, W. A., Rowshandel, B., Branum, D., and Wills, C. J., 2003, The revised 2002 California probabilistic seismic hazards maps: California Geological Survey: http://www.conservation.ca.gov/cgs/rghm/psha.

Department of Water Resources (DWR), 1964, Coachella Valley Investigation: Department of Water Resources, Bulletin No. 108. Ellsworth, W. L., 1990, Earthquake History, 1769-1989 in: The San Andreas Fault System, California: U.S. Geological Survey Professional Paper 1515, 283 p. International Conference of Building Officials (ICBO), 1994, Uniform Building Code, 1994 Edition. International Conference of Building Officials (ICBO), 1997, Uniform Building Code, 1997 Edition. Ishihara, K. (1985), Stability of natural deposits during earthquakes, Proc. 11th Int. Conf. On Soil Mech. And Found. Engrg., Vol. 1, A. A. Balkema, Rotterdam, The Netherlands, 321-376. Jennings, C. W., 1994, Fault activity map of California and Adjacent Areas: California Division of Mines and Geology, DMG Geologic Map No. 6. Jones, L. and Hauksson, E., 1994, Review of potential earthquake sources in Southern California: Applied Technology Council, Proceedings of ATC 35-1. Joyner, W. B. and Boore, D. M., 1988, Measurements, characterization, and prediction of strong ground motion: ASCE Geotechnical Special Pub. No. 20. Mualchin, L. and Jones, A. L., 1992, Peak acceleration from maximum credible earthquakes in California (Rock and Stiff Soil Sites): California Division of Mines and Geology, DMG Open File Report 92-01. Naeim, F. and Anderson, J. C., 1993, Classification and evaluation of earthquake records for design: Earthquake Engineering Research Institute, NEHRP Report. National Research Council, Committee of Earthquake Engineering, 1985, Liquefaction of Soils during Earthquakes: National Academy Press, Washington, D.C. Norris, Robert M., Robert W. Webb, 1976, Geology of California: University of California, Santa Barbara. Porcella, R. L., Matthiesen, R. B., and Maley, R. P., 1982, Strong-motion data recorded in the United States: U.S. Geological Survey Professional Paper 1254, p. 289-318. Robertson, P. K., 1996, Soil Liquefaction and its evaluation based on SPT and CPT: in unpublished paper presented at 1996 NCEER Liquefaction Workshop Seed, Harry B., Idriss, I. M., and Arango I., 1983, Evaluation of liquefaction potential using field performance data: ASCE Geotechnical Journal, Vol. 109, No. 3. Seed, Harry B., et al, 1985, Influence of SPT Procedures in Soil Liquefaction Resistance Evaluations: ASCE Geotechnical Journal, Vol. 113, No. 8. Sharp, R. V., 1989, Personal communication, USGS, Menlo Park, CA. Stringer, S. L., 1996, EQFAULT.WK4, A computer program for the estimation of deterministic site acceleration. Stringer, S. L. 1996, LIQUEFY.WK4, A computer program for the Empirical Prediction of Earthquake-Induced Liquefaction Potential. Structural Engineers Association of California (SEAOC), 1990, Recommended lateral force requirements and commentary. Tokimatsu, K. and Seed H. B., 1987, Evaluation of settlements in sands due to earthquake shaking: ASCE Geotechnical Journal, v. 113, no. 8. U.S. Geological Survey (USGS), 1990, The San Andreas Fault System, California, Professional Paper 1515. U.S. Geological Survey (USGS), 1996, National Seismic Hazard Maps: available at http://gldage.cr.usgs.gov Wallace, R. E., 1990, The San Andreas Fault System, California: U.S. Geological Survey Professional Paper 1515, 283 p. Working Group on California Earthquake Probabilities (WGCEP), 1988, Probabilities of large earthquakes occurring in California on the San Andreas Fault: U.S. Geological Survey Open-File Report 88-398. Working Group on California Earthquake Probabilities (WGCEP), 1992, Future seismic hazards in southern California, Phase I Report: California Division of Mines and Geology. Working Group on California Earthquake Probabilities (WGCEP), 1995, Seismic hazards in southern California, Probable Earthquakes, 1994-2014, Phase II Report: Southern California Earthquake Center. Youd, T. Leslie and Garris, C. T., 1995, Liquefaction induced ground surface disruption: ASCE Geotechnical Journal, Vol. 121, No. 11.

2021 Whitewater River Region WQMP The Wren (APN 670-110-043) – Cathedral City, CA 92234

Appendix F Structural BMP and/or Retention Facility Sizing Calculations and Design Details DateEntertheAreaTributarytothisFeatureAT=10.48 acresIf=0.63UsethefollowingequationbasedontheWEF/ASCEMethodC=0.858If3-0.78If2+0.774If+0.04C=0.43Vu=0.17VBMP(ft3)=VBMP=6,467ft3 Whitewater Watershed BMPDesignVolume,VBMP(Rev.03-2012)Legend:RequiredEntriesCalculatedCellsCompanyName Christiansen&Company 10/11/2023Designedby KeithChristiansen County/CityCaseNoCompanyProjectNumber/Name DatePalmApartmentsDrainageAreaNumber/Name DMA1DeterminetheEffectiveImperviousFractionTypeofpost-developmentsurfacecover(usepulldownmenu)MixedSurfaceTypesEffectiveImperviousFractionCalculatethecompositeRunoffCoefficient,CfortheBMPTributaryAreaDetermineDesignStorageVolume,VBMPCalculateVU,the85%UnitStorageVolumeVU=0.40xC(in*ac)/acCalculatethedesignstoragevolumeoftheBMP,VBMP.VU(in-ac/ac)xAT(ac)x43,560(ft2/ac)12(in/ft)Notes:

2021 Whitewater River Region WQMP The Wren (APN 670-110-043) – Cathedral City, CA 92234

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 4-1 January 2015

Covenant and Agreement Water Quality Management Plan and Urban Runoff BMP Transfer, Access and Maintenance Agreement (Adapted from documents from the Ventura County Stormwater Management Program) Recorded at the request of: City of Cathedral City p After recording, return to: City of Cathedral City City Clerk Water Quality Management Plan and Urban Runoff BMP Transfer, Access and Maintenance Agreement OWNER: Francis Chu PROPERTY ADDRESS: SWC Palm Canyon Drive & Date Palm Drive APN: 687-207-003-1, 687-207-005, 687-050-019, 687-050-020, 687-500-008, 687-500-009, 687-500-010, 687-500-014, 687-490-007-1 THIS AGREEMENT is made and entered into in Cathedral City, California, this 1/30/2020 day of , by and between , herein after Stefan VogelDate Palm Drive and Rosemount Avenue670-110-043 October 2023
4-2 January 2015

referred to as "Owner" and the CITY OF Cathedral City, a municipal corporation, located in the County of Riverside, State of California hereinafter referred to as "CITY"; WHEREAS, the Owner owns real property ("Property") in the City of Cathedral City, County of Riverside, State of California, more specifically described in Exhibit "A" and depicted in Exhibit "B", each of which exhibits is attached hereto and incorporated herein by this reference; WHEREAS, at the time of initial approval of development project known as Cathedral Cove Center within the Property described herein, the City required the project to employ Best Management Practices, hereinafter referred to as "BMPs", to minimize pollutants in urban runoff; WHEREAS, the 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; WHEREAS, said WQMP has been certified by the Owner and reviewed and approved by the City; 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; 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; NOW THEREFORE, it is mutually stipulated and agreed as follows: 1. Owner hereby provides the City of 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 no advance notice, for the purpose of inspection, sampling, testing of the Device, 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, October 2023 4-3 January 2015

attorney's 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 state 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 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. 6. In event of legal action occasioned by any default or action of the Owner, or its successors or assigns, then 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. 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. 10. Any notice to a party required or called for in this Agreement 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. October 2023 4-4 January 2015

IF TO CITY: IF TO OWNER: IN WITNESS THEREOF, the parties hereto have affixed their signatures as of the date first written above. APPROVED AS TO FORM: OWNER: Name of City Attorny Francis Chu City Attorney Name Cathedral City Manager CITY OF Title OWNER: Name Name Title ATTEST: Title City Clerk Date NOTARIES ON FOLLOWING PAGE Stefan Vogel October 2023
4-5 January 2015

EXHIBIT A (Legal Description) THE LAND REFERRED TO IN THIS COMMITMENT IS SITUATED IN THECITY OF CATHEDRAL CITY, COUNTY OF RIVERSIDE, STATE OF CALIFORNIA, AND IS DESCRIBED AS FOLLOWS: PARCEL A: LOT 132 OF CATHEDRAL CITY, IN THE CITY OF CATHEDRAL CITY, COUNTY OF RIVERSIDE, STATE OF CALIFORNIA, AS SHOWN BY MAP ON FILE IN BOOK 13, PAGES 24, 25, AND 26 INCLUSIVE, OF MAPS, RECORDS OF RIVERSIDE COUNTY, CALIFORNIA. EXCEPTING THEREFROM THE WESTERLY 54.80 FEET, MEASURED ALONG THE SOUTHERLY LINE. ALSO EXCEPTING THEREFROM ALL WATER AND ALL RIGHTS TO DEVELOP WATER IN OR ON SAID LAND. APN: 687-207-003 PARCEL B: LOTS 134 AND 135 OF CATHEDRAL CITY, IN THE CITY OF CATHEDRAL CITY, COUNTY OF RIVERSIDE, STATE OF CALIFORNIA, AS SHOWN BY MAP ON FILE IN BOOK 13, PAGES 24, 25 AND 26 INCLUSIVE, OF MAPS, RECORDS OF RIVERSIDE COUNTY, CALIFORNIA. EXCEPTING THEREFROM THAT PORTION CONVEYED TO THE CITY OF CATHEDRAL CITY, A MUNICIPAL CORPORATION, BY DEED RECORDED SEPTEMBER 10, 1997 AS INSTRUMENT NO. 329943 OF OFFICIAL RECORDS APN: 687-207-006 PARCEL C: LOT 166, CATHEDRAL CITY, IN THE CITY OF CATHEDRAL CITY, COUNTY OF RIVERSIDE, STATE OF CALIFORNIA, AS SHOWN BY MAP ON FILE IN BOOK 13, PAGES 24, 25, AND 26 INCLUSIVE, OF MAPS, RECORDS OF RIVERSIDE COUNTY, CALIFORNIA. EXCEPTING THE NORTH 75 FEET THEREOF. APN: 687-500-020 PARCEL D: THE NORTH 75 FEET OF LOT 166 OF CATHEDRAL CITY, IN THE CITY OF CATHEDRAL CITY, COUNTY OF RIVERSIDE, STATE OF CALIFORNIA, AS SHOWN BY MAP ON FILE IN BOOK 13, PAGES 24, 25, AND 26 INCLUSIVE, OF MAPS, RECORDS OF RIVERSIDE COUNTY, CALIFORNIA. APN: 687-500-019 PARCEL E: October 2023 PARCEL 1 OF PARCEL MAP NO. 27302, IN THE CITY OF CATHEDRAL CITY, COUNTY OF RIVERSIDE, STATE OF CALIFORNIA, ON FILE IN BOOK 174, PAGES 95 AND 96 OF PARCEL MAPS, RECORDS OF RIVERSIDE COUNTY, CALIFORNIA. EXCEPTING THEREFROM THAT PORTION WHICH LIES WITHIN THE BOUNDARIES OF PARCEL MAP NO. 34063 IN BOOK 218, PAGES 43-44, RECORDS OF RIVERSIDE COUNTY, CALIFORNIA. SAID LAND BEING SHOWN AS DESIGNATED REMAINDER ON SAID PARCEL MAP NO. 34063. 670-110-043 2021 Whitewater River Region WQMP The Wren (APN 670-110-043) – Cathedral City, CA 92234

Appendix H PHASE 1 ENVIRONMENTAL SITE ASSESSMENT – SUMMARY OF SITE REMEDIATION CONDUCTED AND USE RESTRICTIONS N/A 2021 Whitewater River Region WQMP The Wren (APN 670-110-043) – Cathedral City, CA 92234

Appendix I PROJECT-SPECIFIC WQMP SUMMARY DATA FORM

Project-Specific WQMP Summary Data Form Applicant Information Name and Title Stefan Vogel Company Coachella Valley Community Development Group, Inc. Phone 626-277-6782 Email Project Information Project Name (as shown on project application/project-specific WQMP) The Wren Street Address Nearest Cross Streets Date Palm Drive and Rosemount Avenue Municipality (City or Unincorporated County) City of Cathedral City Zip Code 92234 Tract Number(s) and/or Assessor Parcel Number(s) APN 670-110-043 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 October, 2023 Size of Project Area (nearest 0.1 acre) 10.48 acres 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) 10.5 acres 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 Coachella Valley Community Development Group, Inc. Contact Name Street or Mailing Address 36101 Bob Hope Drive, Ste. E5 City Rancho Mirage, CA Zip Code 92270 Phone 626-277-6782 Space Below for Use by City/County Staff Only Preceding Information Verified by (consistent with information in project-specific WQMP) Name: Date: Date Project-Specific WQMP Approved: Data Entered by Name: Date: Other Comments